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Research ArticleDynamic Response of Bridge Subjected to Eccentrically MovingFlexible Vehicle A Semianalytical Approach
R Lalthlamuana and S Talukdar
Department of Civil Engineering Indian Institute of Technology Guwahati Guwahati 781039 India
Correspondence should be addressed to S Talukdar stalukiitgernetin
Received 2 July 2013 Revised 8 January 2014 Accepted 8 March 2014 Published 5 May 2014
Academic Editor Peijun Xu
Copyright copy 2014 R Lalthlamuana and S Talukdar This is an open access article distributed under the Creative CommonsAttribution License which permits unrestricted use distribution and reproduction in any medium provided the original work isproperly cited
Dynamic response of a single span bridge subjected to moving flexible vehicles has been studied using a semianalytical approachThe eccentricity of vehicle path giving rise to torsional motion of the bridge has been incorporated in the approach The bridgesurface irregularity has been considered as the nonhomogeneous process in spatial domain A closed form expression has beenderived to generate response samples corresponding to each input of roughness profile to form an ensemble Thereafter averagingacross the ensemble has been carried out at each time step to determinemean and standard deviation of bridge and vehicle responseFurther dynamic amplification factor (DAF) of the bridge response has been obtained for several combinations of bridge-vehicleparametersThe study reveals that structural bendingmodes of vehicle can significantly reduce dynamic response of the bridgeTheeccentricity of vehicle path and flexuraltorsional rigidity ratios plays a significant role in dynamic amplification of bridge response
1 Introduction
The dynamic effect resulting from the passage of vehicles isan important problem generally encountered in the bridgedesignThe irregularity or unevenness of the bridge pavementsurface is the main cause of exciting the vehicle which in turnimposes a time varying load as it travels along the span ofthe bridge Starting from the year 1922 various theoreticaland experimental studies have been conducted to understandthe dynamic behavior of bridge subjected to moving loadA review of literature on the said topic starting from basicformulation with moving mass has been published by Fryba[1] and Yang et al [2] in their books with detailed discussionon the formulation and its limitations Earlier researchershave considered vehicle as a moving mass on the bridgeeither neglecting their inertia effect or incorporating thesame Although researchers have revealed various dynamiccharacteristics for practical applications modern bridges ofslender cross-section and larger span do not actually reflecttrue behavior whenmovingmass problems have been solvedThe deformation of bridge can cause significant change indynamic forces at the contact point of the vehicle wheel
Realizing these facts numerous studies have been conductedconsidering bridge-vehicle a coupled system with consid-eration of stiffness and damping parameters of suspensionsystems Biggs [3] Fryba [4] and Wen [5] are some of theearlier authors who considered vehicle as single lumpedmasssystem having only bounce motion or a rigid system withbounce and pitch motion A three-dimensional heave-pitch-roll model has been investigated by Yadav and Upadhyay [6]to find the response of railway tracks on elastic subgradeVehicle models with seven and twelve degrees of freedomwere developed by Wang et al [7] according to H20-44 andHS20-44 which are major design vehicles in the AmericanAssociation of State Highway and Transportation Officials(AASHTO) However analyses of vehicle motions wereconfined to rigidmodes only Kou and deWolf [8] Cheung etal [9] andMarchesiello et al [10] have studied the vibrationalbehavior of multispan continuous bridge by adoption ofbeam or isotropic plate model The effect of moving massor rigid standard vehicle models on the bridge responsewas examined Yin et al [11] investigated lateral vibrationof high pier bridge subjected to moving vehicle In additionto employment of three-dimensional rigid vehicle model
Hindawi Publishing CorporationShock and VibrationVolume 2014 Article ID 546156 24 pageshttpdxdoiorg1011552014546156
2 Shock and Vibration
special attention was given to the modeling of tyre with athree-dimensional linear spring and a rectangular contactsurface Other notable works in bridge-vehicle interactiondynamics that include various dynamic properties of rigidvehicle have been reported by Chen and Cai [12] Law andZhu [13] Zhang et al [14] and Green and Cebon [15]Marchesiello et al [16] studied the interaction of multispancontinuous bridges modeled by isotropic plates with multi-degree of freedom vehicles moving at constant speed The-oretical modes of plate vibration have been obtained withthe help of Rayleigh-Ritz approximate method Prestressedconcrete single track railway bridges consisting of severalbox girders were studied by Chu et al [17] in which theyconsidered each girder to share equal loads and modelled asa beam Rail irregularities are modeled using power spectraldensity function Variousworks on bridge-vehicle interactiononmultispan bridges have been reported by Huang et al [18]Wang [19] and Ichikawa et al [20] Numerical techniques forsolving the finite element model with rigid vehicle have beenadopted Other important works which include complexity inbridge model are that of horizontally curved girder [21 22]Analytical methods were employed to solve bridge dynamicproblem subject to moving mass taking effect of centrifugalforce Effect of vehicle braking has been included in studyof vehicle-bridge interaction problem by Kishan and Traill-Nash [23] and Radley and Traill-Nash [24]
Interests in research on bridge-vehicle interactiondynamics are still growing because of several complexities inmodeling and uncertainties in excitation In the last decaderesearchers have undertaken more and more complexproblems and attempted to solve by newer methodologytaking into consideration support flexibility and nonuniformcross-section [25] A vehicle-track-bridge interactionelement considering vehiclersquos pitching effect has beendeveloped by Lou [26] Experimental results and theircomparison with finite element model analysis of vehicle-bridge interaction problem have been presented by Bradyet al [27] Rigid model of vehicle has been considered inthe study to determine set of critical velocity associated withpeaks of dynamic amplification factor Multiple resonanceresponse of railway bridge has been investigated by Yau andYang [28] A vehicle-bridge interaction process has beensimulatedwithMATLABSimulink byHarris et al [29] to findout bridge-friendly damping control strategy with a tractorsemitrailer vehicle model Very recently some interestingstudies of bridge-vehicle or road-vehicle coupled dynamicsinclude stochastic numerics and discrete integration schemesfor digital simulation of road-vehicle system by Wedig [30]application of spectral stochastic finite element by Wu andLaw [31] and use of spectral matrix operator for directsolution of stochastic coupled differential equations by Kozarand Malic [32] Those studies have significantly improvedthe understanding of complex problem in vehicle-bridgeinteractions However vehicle model has been assumed aslumped masses with rigid link connected by suspensionelements exhibiting various discrete degrees of freedomIn most of the studies numerical integration and MonteCarlo simulation techniques have been used In the moderndays characteristics of vehicles have greatly changed due
to incorporation of larger pay load and for increasingdemand of traffic In the past vehicles have been modeledby a rigid 2D or 3D system having degrees of freedom inbounce pitch and roll However due to long and slendervehicle plying frequently over the bridges there is a needto consider flexibility in the vehicle model and to examinethe effect of flexible modes of vehicle on the dynamics ofbridge This aspect of bridge-vehicle dynamic interactionis not adequately addressed in the literature With this inmind present study has been conducted to find out theresponse statistics of single span bridge due to movement offlexible vehicle along an eccentric path By the term ldquoflexiblevehiclerdquo it is understood here that flexural modes havebeen included in addition to rigid body modes The bridgehas been considered to be under independent transversebending as well as under torsional excitation arising outof the eccentric path of the vehicle Nonhomogeneousprofile of deck surface has been incorporated in the studyby considering a deterministic mean surface superimposedby zero mean random process Such formulation can takecare of defects in surface finishing construction jointspotholes bump approach slab settlement and so forthBridge-vehicle system equations are expressed in state-space form and decoupled at each time step using complexeigenvalue analysis Closed form expression has been derivedfor state vectors for each sample input of bridge profile toform the ensemble of response Finally averaging acrossthe ensemble has been carried out to determine mean andstandard deviation of the response quantities In presentapproach numerical integration can be avoided to generateresponse samples which can save considerable amountof computational time The results obtained from presentapproach have been validated by numerical simulation andavailable experimental results from the literature The effectof vehicle velocity on the response and combined effect ofseveral vehicle-bridge parameters on dynamic amplificationfactor (DAF) have been examined
2 Mathematical Model
The bridge-vehicle model has been shown in Figure 1 Thebridge has been modeled as a uniform beam with simplysupported end conditions The mass stiffness and dampingare assumed to be uniform along the span of bridge Dueto eccentricity of the vehicle path the bridge is subjected toflexure as well as torsionThe bridge deck is unevenwhich hasbeen realized as nonhomogeneous process in spatial domainThis is represented by a function ℎ(119909)
21 Equation of Motion of Vehicle Vehicle body has beenidealized as Euler-Bernoulli beam of length 119897V The behaviorof suspension systems consisting of spring and dashpot isassumed as linear The governing differential equation ofmotion of the vehicle deflection can be expressed as
119864V119868V1205974119911 (119906 119905)
1205971199064+ 119862V
120597119911 (119906 119905)
120597119905+ 119898V
1205972119911 (119906 119905)
1205971199052= 119891V (119906 119905) (1)
Shock and Vibration 3
v
D1D2
c1c2 z(u t)
mw1mw2
ct1ct2y(x t)
kt1kt2
k1k2
h(x)
z1(t)z2(t)
ex
x
xcL
l(t)
u
Figure 1 Bridge-vehicle model
in which 119898V 119864V119868V and 119862V denote the mass per unit lengthflexural rigidity and viscous damping per unit length of thevehicle body and 119911(119906 119905) represents vertical deflection of thevehicle body measured at location 119906 from the reference point(taken at the left end of the vehicle) at time instant 119905 Theimpressed vertical force on the vehicle body is given by
119891V (119906 119905)
= [119896V1 119911 (119906 119905) minus 1199111 (119905) + 119888V1 (119906 119905) minus 1 (119905)]
times 120575 (119906 minus 1199061)
+ [119896V2 119911 (119906 119905) minus 1199112 (119905) + 119888V2 (119906 119905) minus 2 (119905)]
times 120575 (119906 minus 1199062)
(2)
where 1199061and 119906
2represent the location of the attachment
point of vehicle suspension from the reference point 1199111
and 1199112denote the vertical displacement of front and rear
wheel masses respectively 119896V1 and 119896V2 are the front and rearvehicle suspension stiffness respectively 119888V1 and 119888V2 representdamping for vehicle front and rear suspension respectively 120575represents Dirac delta function with the property
int
infin
minusinfin
119891 (119909) 120575 (119909 minus 1199091) 119889119909 = 119891 (119909
1) (3)
The equation of motion for the front unsprung mass is givenby
1198981(119905)1+ 11989611990511199111(119905) minus 119910 (119909
1 119905) minus ℎ (119909
1)
+ 119896V1 1199111 (119905) minus 119911 (1199061 119905) + 119888V1 1 (119905) minus (1199061 119905)
+ 1198881199051[1(119905) minus
119863
119863119905119910 (1199091 119905) + ℎ (119909
1)] = 0
(4)
The equation of motion for the rear unsprung mass is givenby
11989822(119905) + 119896
11990521199112(119905) minus 119910 (119909
2 119905) minus ℎ (119909
2)
+ 119896V2 1199112 (119905) minus 119911 (1199062 119905) + 119888V2 2 (119905) minus (1199062 119905)
+ 1198881199052[2(119905) minus
119863
119863119905119910 (1199092 119905) + ℎ (119909
2)] = 0
(5)
where1198981and119898
2are front and rear wheel mass respectively
1198961199051 1198961199052are front and rear suspension stiffness respectively
and 1198881199051 1198881199052are front and rear suspension damping respec-
tively ℎ(1199091) and ℎ(119909
2) represent the nonhomogeneous deck
profile under the front and rear wheels respectively 119910(1199091 119905)
and 119910(1199092 119905) are bridge displacements under front and rear
wheels respectively at any instant of time 119905 119911(1199061 119905) and
119911(1199062 119905) represent vehicle body deflection at the front and rear
wheels position at any instant of time 119905 1199061and 119906
2are the
location of wheel from the end of the vehicle body Coriolisforces that arise due to rolling of wheel on the deflectedprofile of the bridge have been considered in the equation ofmotion using total derivative operator 119863119863119905 (with 119863119910119863119905 =(120597119910120597119909)(120597119909120597119905) + 120597119910120597119905) [1 33]
22 Equation of Motion of Bridge It is assumed that forsymmetrical cross-section (symmetrical about vertical axis)bending and torsion of the bridge would be independentunder vertically applied live loadThus governing differentialequation of motion of the bridge in flexure can be expressedas
119864119887119868119887
1205974119910 (119909 119905)
1205971199094+ 119862119887
120597119910 (119909 119905)
120597119905+ 119898119887
1205972119910 (119909 119905)
1205971199052= 119891119887(119909 119905) (6)
in which119898119887 119864119887119868119887 and 119862
119887represent the mass per unit length
flexural rigidity and viscous damping per unit length of
4 Shock and Vibration
bridgeThe impressed vertical force119891119887(119909 119905) on the bridge due
to vehicle interaction is given by
119891119887(119909 119905)
= minus [11989611990511199111(119905) minus 119910 (119909 119905) minus ℎ (119909)
+11988811990511(119905) minus
119863
119863119905[119910 (119909 119905) + ℎ (119909)]]
times 120575 (119909 minus 1199091)
minus [11989611990521199112(119905) minus 119910 (119909 119905) minus ℎ (119909)
+11988811990522(119905) minus
119863
119863119905[119910 (119909 119905) + ℎ (119909)]] 120575 (119909 minus 119909
2)
minus 1198981+1
2119898V119897V119892120575 (119909 minus 1199091) minus 1198982 +
1
2119898V119897V119892
times 120575 (119909 minus 1199092)
+ 1198981
1198632
1198631199052[119910 (119909 119905) + ℎ (119909)] 120575 (119909 minus 119909
1)
+ 1198982
1198632
1198631199052[119910 (119909 119905) + ℎ (119909)] 120575 (119909 minus 119909
2)
(7)
where 119892 is the acceleration due to gravity The governingdifferential equation of the bridge in torsion can be writtenas
119866119887119869119887
1205972120574 (119909 119905)
1205971199092minus 119862119887119879
120597120574 (119909 119905)
120597119905minus 119868119887
1205972120574 (119909 119905)
1205971199052= 119891119879(119909 119905)
(8)
in which 119868119887119866119887119869119887119862119887119905 and 120574(119909 119905) represent the mass moment
of inertia per unit length torsional rigidity distributedviscous damping to rotational motion and torsional functionof bridge respectively 119869
119887is torsional constant and 119866
119887is
the shear modulus of beam material 119891119879(119909 119905) is the torque
produced in the bridge cross-section due to eccentric loadingwhich is given by
119891119879(119909 119905)
= minus [11989611990511199111(119905) minus 119910 (119909 119905) minus ℎ (119909)
+11988811990511(119905) minus
119863
119863119905[119910 (119909 119905) + ℎ (119909)]]
times 119890119909120575 (119909 minus 119909
1)
minus [11989611990521199112(119905) minus 119910 (119909 119905) minus ℎ (119909)
+11988811990522(119905) minus
119863
119863119905[119910 (119909 119905) + ℎ (119909)]]
times 119890119909120575 (119909 minus 119909
2)
minus 1198981+1
2119898V119897V119892119890119909120575 (119909 minus 1199091)
minus 1198982+1
2119898V119897V119892119890119909120575 (119909 minus 1199092)
+ 1198981
1198632
1198631199052[119910 (119909 119905) + ℎ (119909)] 119890
119909120575 (119909 minus 119909
1)
+ 1198982
1198632
1198631199052[119910 (119909 119905) + ℎ (119909)] 119890
119909120575(119909 minus 119909
2)119909120575 (119909 minus 119909
2)
(9)
The parameter 119890119909in (9) denotes the eccentricity of vehicle
wheels from the centre line of bridge deck
23 Bridge Deck Roughness In the present study we intro-duce a roughness which is nonhomogeneous in space eventhough vehicle velocity is constant by adopting the followingrelation
ℎ (119909) = ℎ119898(119909) +
119873
sum
119904=1
120589119904cos (2120587Ω
119904119909 + 120579119904) (10)
where ℎ119898(119909) is a deterministic mean which represents
construction defects expansion joints created pot holesapproach slab settlement expansion joints development ofcorrugation and so forth 120589
119904is the amplitude of cosine wave
and Ω119904is the spatial frequency (radm) within the interval
[Ω119871 Ω119880] in which power spectral density is defined Ω
119871
and Ω119880are lower and upper cut-off frequencies The deck
roughness is a Gaussian process [34] with a random phaseangle 120579
119904uniformly distributed from 0 to 2120587119873 is the number
of terms used to build up the road surface roughness Theparameters 120589
119904andΩ
119904are computed as
120589119904= radic2119878 (Ω
119904) ΔΩ
Ω119904= Ω119871+ (119904 minus
1
2)ΔΩ
ΔΩ =(Ω119880minus Ω119871)
119873
(11)
in which 119878(Ω119904) is the power spectral density function
(m3rad) taken from [35] modifying the same with additionof one term in denominator so that the function exists whenΩ rarr 0
119878 (Ω) = 119878 (Ω0) times
Ω2
0
Ω119904
2+ Ω2119871
(12)
In the above equation Ω0= 12120587 radm has been taken
The spatial frequency Ω (radm) and temporal frequency 120596(rads) for the surface profile are related to the vehicle speed119881 (ms) as 120596 = Ω119881 In the present study vehicle forwardvelocity has been assumed as constant
24 Discretization of Flexible Vehicle Equation of Motion Asmentioned earlier vehicle body has beenmodeled as free-free
Shock and Vibration 5
beam which has two rigid modes and 119899V number of elasticmodes It can be shown that when the translation of the masscentroid and the rotational motion about the mass centroidare considered the two motions are orthogonal with respectto each other and with respect to the elastic modes [36]Thustotal displacement of these rigid body degrees of freedom andelastic modes can be described by
119911 (119906 119905) =
119899V
sum
119895 =minus1
120601V119895 (119906) 120578119895 (119905) (13)
where 120601V119895(119906) is the vehicle mode shapes the subscript Vdenotes vehicle 120578
119895(119905) is the time dependent generalized
coordinate 119895 is the mode number 119895 = minus1 0 are takento denote rigid body translatory and pitching mode 119895 =
1 2 3 119899V represent elastic mode sequence of free-freebeam and 119899V is the number of significant modes of flexiblevehicle body Thus two rigid modes can be written as
120601minus1= 1
1206010= 119906 minus 119863
2
(14)
where 1198632is a distance of vehicle centre of gravity from the
trailing edge as given in Figure 1The elastic bending modes of free-free beam for 119895 =
1 2 3 are given by [37]
120601V119895 = sin (120572119895119906) + sinh (120572
119895119906)
+ 120573119895[cos (120572
119895119906) + cosh (120572
119895119906)]
120573119895=cos (120572
119895119897V) + cosh (120572
119895119897V)
sin (120572119895119897V) + sinh (120572
119895119897V)
(15)
where corresponding nondimensional frequency parameters120572119895119897V can be related to circular natural frequency as
120596V119895 = 1205722
119895radic
119864V119868V
119898V1198974
V (16)
Substituting (13) in (1) and multiplying both sides of theequation by 120601V119896(119906) and then integrating with respect to 119906
from 0 to 119897V alongwith orthogonality conditions the equationof motion can be discretized as
120578119895(119905) + 2120585V119895120596V119895 120578119895 (119905) + 120596
2
V119895120578119895 (119905) = 119876V119895 (119905) (17)
where 119895 = minus1 0 1 2 Generalized force 119876V119895(119905) in the 119895th mode acting on the
vehicle is given as
119876V119895 (119905) =1
119872V119895int
119897119881
0
119891V (119906 119905) 120601119895 (119906) 119889119906 (18)
in which generalized mass119872V119895 in the 119895th mode is given by
119872V119895 = int
119897V
0
119898V1206012
V119895 (119906) 119889119906 (19)
Making use of (2) and (13) in (17) and integrating theexpression using the property of Dirac delta function one hasthe following expression for generalized force
119876V119895 (119905)
=1
119872V119895
[
[
119896V1
1199111(119905) minus
119899V
sum
119895 =minus1
120601119895(1199061) 120578 (119905)
120601119895(1199061)
+ 119888V1
1(119905) minus
119899V
sum
119895 =minus1
120601119895(1199061) 120578 (119905)
120601119895(1199061)
+ 119896V2
1199112(119905) minus
119899V
sum
119895 =minus1
120601119895(1199062) 120578 (119905)
120601119895(1199062)
+119888V2
2(119905) minus
119899V
sum
119895 =minus1
120601119895(1199062) 120578 (119905)
120601119895(1199062)]
]
(20)
It may be mentioned that infinite number of modes arepossible in continuous system considered in the presentstudy However for practical implementation only first 119899Vmodes of vehicle body have been included
25 Discretization of Bridge Equation of Motion Using first119899119887number of bridge bending modes the bridge deflection in
flexure be written as
119910 (119909 119905) =
119899119887
sum
119896=1
120601119887119896(119909) 119902119896(119905) (21)
where subscript 119887 represents bridge 120601119887119896(119909) is the flexural
mode of the beam for simply supported boundary conditioncorresponding to natural frequency and 120596
119887119896and 119902
119896(119905) are
generalized coordinates in 119896th mode [37]Now substituting (21) in (6) and multiplying both sides
of the equation by 120601119887119895(119909) and then integrating with respect to
119909 from 0 to 119871 with the use of orthogonality conditions theequation of motion can be discretized in normal coordinatesas
119902119896(119905) + 2120585
119887119896120596119887119896
119902119896(119905) + 120596
2
119887119896119902119896(119905) = 119876
119887119896(119905) (22)
where 119896 = 1 2 3 119899119887
The generalized force119876119887119896(119905) in the 119896th mode of bridge in
flexure is given as
119876119887119896(119905) =
1
119872119887119896
int
119871
0
119891119887(119909 119905) 120601
119887119896(119909) 119889119909 (23)
in which generalized mass119872119887119896in the 119896th mode is given by
119872119887119896= int
119871
0
1198981198871206012
119887119896(119909) 119889119909 (24)
6 Shock and Vibration
The generalized force in the 119896th of mode of bridge transversevibration has been worked out as
119876119887119896(119905)
= minus1
119872119887119896
[11989611990511199111(119905) minus
119899119887
sum
119896=1
120601119887119896(1199091) 119902119896(119905) minus ℎ (119909
1)
times 120601119887119896(1199091)
+ 11989611990521199112(119905) minus
119899119887
sum
119896=1
120601119887119896(1199092) 119902119896(119905) minus ℎ (119909
2)
times 120601119887119896(1199092)
+ 11988811990511(119905) minus 119881
119899119887
sum
119896=1
1206011015840
119887119896(1199091) 119902119896(119905)
minus119881
119899119887
sum
119896=1
120601119887119896(1199091) 119902119896(119905) minus 119881ℎ
1015840(1199091)
times 120601119887119896(1199091)
+ 11988811990522(119905) minus 119881
119899119887
sum
119896=1
1206011015840
119887119896(1199092) 119902119896(119905)
minus119881
119899119887
sum
119896=1
120601119887119896(1199092) 119902119896(119905) minus 119881ℎ
1015840(1199092)
times 120601119887119896(1199092)
minus 1198981+1
2119898V119897V119892120601119887119896 (1199091)
minus 1198982+1
2119898V119897V119892120601119887119896 (1199092)
times 1198981
119899119887
sum
119896=1
120601119887119896(1199091) 119902119896(119905)
+ 2119881
119899119887
sum
119896=1
1206011015840
119887119896(1199091) 119902119896(119905)
+1198812
119899119887
sum
119896=1
12060110158401015840
119887119896(1199091) 119902119896(119905) + 4119881ℎ
10158401015840(1199091)
times 120601119887119896(1199091)
+ 1198982
119899119887
sum
119896=1
120601119887119896(1199092) 119902119896(119905)
+ 2119881
119899119887
sum
119896=1
1206011015840
119887119896(1199092) 119902119896(119905)
+ 1198812
119899119887
sum
119896=1
12060110158401015840
119887119896(1199092) 119902119896(119905)
+4119881ℎ10158401015840(1199092)
times 120601119887119896(1199092) ]
(25)
in which (sdot) denotes time derivative Repeating the similarsteps the discretized bridge equation for torsion in normalcoordinates can be expressed as
120574119897(119905) + 2120585
119879119897120596119879119897
120574119897(119905) + 120596
2
119879119897120574119897(119905) = 119876
119879119897(119905)
(119897 = 1 2 3 119899119879)
(26)
where 119899119879represents number of bridge torsional modes con-
sidered and 120596119879119897and 120585119879119897are the natural frequency and modal
damping coefficient of the 119897th mode in torsion respectivelyThe generalized torque in the 119897th mode is given by
119876119879119897(119905) =
1
119872119879119897
int
119871
0
119891119879(119909 119905) 120601
119879119897(119909) 119889119909 (27)
The torsional natural frequency120596119879119897and correspondingmode
120601119879119897
for the given simply supported boundary conditionsfor no warping restrains have been taken from [37] Thegeneralized mass moment of inertia 119872
119879119897in the 119897th mode is
given by
119872119879119897= int
119871
0
1198681198871206012
119879119897(119909) 119889119909 (28)
The generalized torque in the 119897th mode can be expressed as
119876119879119897(119905)
= minus119890119909
119872119879119897
[11989611990511199111(119905) minus
119899119879
sum
119897=1
120601119879119897(1199091) 120574119897(119905) minus ℎ (119909
1)
times 120601119879119897(1199091)
+ 11989611990521199112(119905) minus
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) minus ℎ (119909
2)
times 120601119879119897(1199092)
+ 11988811990511(119905) minus 119881
119899119879
sum
119897=1
1206011015840
119879119897(1199091) 120574119897(119905)
minus119881
119899119879
sum
119897=1
120601119879119897(1199091) 120574119897(119905) minus 119881ℎ
1015840(1199091)
Shock and Vibration 7
times 120601119879119897(1199091)
+ 11988811990522(119905) minus 119881
119899119879
sum
119897=1
1206011015840
119879119897(1199092) 120574119897(119905)
minus119881
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) minus 119881ℎ
1015840(1199092)
times 120601119879119897(1199092)
minus 1198981+1
2119898V119897V119892120601119879119897 (1199091) minus 1198982 +
1
2119898V119897V
times 119892120601119879119897(1199092)
times 1198981
119899119879
sum
119897=1
120601119879119897(1199091) 120574119897(119905) + 2119881
119899119879
sum
119897=1
1206011015840
119879119897(1199091) 120574119897(119905)
+1198812
119899119879
sum
119897=1
12060110158401015840
119879119897(1199091) 120574119897(119905) + 4119881ℎ
10158401015840(1199091)
times 120601119879119897(1199091)
+ 1198982
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) + 2119881
119899119879
sum
119897=1
1206011015840
119879119896(1199092) 120574119897(119905)
+1198812
119899119879
sum
119896=1
12060110158401015840
119879119896(1199092) 120574119897(119905) + 4119881ℎ
10158401015840(1199092)
times 120601119879119897(1199092) ]
(29)
3 Method of Solution
The system of (4) (5) (17) (22) and (26) is coupled secondorder ordinary differential equations In general for continu-ous system like the ones (vehicle and bridge) presented in thepaper infinite number of modes exist However for practicalapplications modes have to be truncated to a finite size Let119899V 119899119887 and 119899
119879be number of significant modes of vehicle
motion bridge flexural and torsional vibration respectivelyThe number of coupled equations becomes 119899 = 2 + 119899V + 119899
119887+
119899119879The system equations can be expressed inmatrix notation
as
[119872] 119903 (119905) + [119862] 119903 (119905) + [119870] 119903 (119905) = 119865 (119905) (30)
where 119903(119905) = 1205781(119905) 1205782(119905) 120578
119899V(119905) 1199111(119905) 1199112(119905) 1199021(119905)1199022(119905) 119902
119899119887(119905) 1205741(119905) 1205742(119905) 120574
119899119879(119905)119879 is the response vec-
tor 119865(119905) is the generalized force vector and [119872] [C]and [119870] are system mass damping and stiffness matrixrespectively
The system equation can be cast into a 2119899-dimensionalfirst order differential equation of the following form
(119905) + [119860] 119901 (119905) = 119875 (119905) (31)
where
119901 (119905) = 119903 (119905)
119903 (119905) 119875 (119905) =
[119872]minus1119865 (119905)
0
[119860] = [119872]minus1[119862]
minus [119868]
[119872]minus1[119870]
[0]
(32)
This form is suitable for bridge-vehicle interaction problemssince suspension damping is not small and diagonalizationof damping matrix as in case of Rayleighrsquos damping may notbe fully convincing [119868] is an identity matrix and 0 a nullvector or matrix Let the eigenvalues of the state matrix A be1205721 1205722 1205723 120572
2119899and the corresponding eigenvectors u1
u2 u3 u2119899 The modal matrix is defined as[119880] = [119906
11199062 119906
2119899] (33)
The eigenvalues are assumed to be distinct Thus one has
[119880]minus1[119860] [119880] = diagonal [120572
1 1205722 1205723 120572
2119899] (34)
Let us assume119901 = [119880] V (35)
Using linear transformation in (35) the state-space equationsin decoupled form can be written as
V119895(119905) + 120572
119895V119895(119905) = 119877
119895(119905) 119895 = 1 2 3 2119899 (36)
with
119877119895=
119899
sum
119896=1
1199061015840
119895119904
119899
sum
119904=1
1198981015840
119904119896119865119896(119905) (37)
1199061015840
119895119904denotes elements in the inverse of the matrix [119880] and1198981015840
119904119896
the elements in the inverse of matrix [119872]The general solution of (36) in Stieltjes integral [38] form
may be expressed as
V119895(119905) = 119883
0119895exp (minus120572
119895119905) + int
infin
minusinfin
119867119895(120596 119905) 119889119878 [119865
119896(120596)] (38)
where 1198830119895
are constants of integration to be determinedfrom the initial conditions119867
119895(120596 119905) is the transient frequency
response function given by [38]
119867119895(120596 119905) =
1
minus119894120596 + 120572119895
[exp (minus119894120596119905) minus exp minus120572119895(119905 minus 1199050)]
(39)It can be seen that as 119905
0rarr minusinfin for the positive real
part of 120572119895 119867119895(120596 119905) approaches the limiting value (1 minus
119894120596 + 120572119895) exp(minus119894120596119905) This is the characteristics of stable
dynamic system Using (37) and (39) in (38) the response ingeneralized normal coordinate may be expressed as
119903119898(119905) =
2119899
sum
119895=1
119906119898+119899119895
1198830119895exp (minus120572
119895119905)
+
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896int
infin
minusinfin
119867119895(120596 119905) 119889119878 (119865
119896(120596))
119898 = 1 2 3 119899
(40)
8 Shock and Vibration
The first term of (40) represents homogeneous solution ofthe system equation due to initial condition and the secondterm of the equation may be written using the limiting valueof transient frequency response function
119903119875119898
(119905) =
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
times
119899
sum
119896=1
1198981015840
119904119896int
infin
minusinfin
exp (minus119894120596119905)minus119894120596 + 120572
119895
119865119896(120596) 119889120596
(41)
Using Fourier integral [39] and changing the order of integra-tion (41) can be written as
119903119875119898
(119905)
=
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896
times int
infin
minusinfin
119865119896(120591) [
1
2120587int
infin
minusinfin
exp [119894120596 (120591 minus 119905)]minus119894120596 + 120572
119895
119889120596]119889120591
(42)
Using Cauchyrsquos residue theorem [39] the particular solutioncan be expressed as
119903119875119898
(119905) =
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896119868119895119896 (43)
where
119868119895119896= int
119905
0
exp [120572119895(120591 minus 119905)] 119865
119896(120591) 119889120591 (44)
in which 119905 is the bridge loading time 119868119895119896
can be split up forconvenience as
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (45)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 3119899V+4 119899V+2+119899119887 119911 = 119899V+119899119887+3 119899V+119899119887+4 119899V+119899119887+119899119879+2
Closed form expressions for the components of the aboveintegral which generates each of the response samples havebeen developed and given in the appendixThe response sam-ples thus form complete ensemble of the process Averagingacross the ensemble at each time step yields mean 120583
119884(119905119896) and
standard deviation 120590119884(119905119896) of a response process 119884
4 Results and Discussions
41 Model Validation The results obtained by present ana-lytical method have been first compared with numericallysimulated results and published results from the literatureNewmark integration scheme [40] has been adopted fornumerical simulation Time step for integration purpose hasbeen selected as 0005 sec Two-axle vehicle model data andbridge of single span with simple supports have been usedfor comparison purpose For this purpose bridge and vehicleparameters have been selected from study conducted byDengand Cai [41] in which they have also presented experimental
0 05 1 15 2 25
Disp
lace
men
t (m
)
Time (s)
Numerically simulated resultPresent analytical resultExperimental result [41]
50E minus 4
00E + 0
minus50E minus 4
minus10E minus 3
minus15E minus 3
minus20E minus 3
Figure 2 Comparison of analytical numerical and experimentalresults
data Following are the inputs taken in both analytical modeland numerical integration scheme
span (119871) 16764m mass per unit length (119898119887) 108 times
104 kgm flexural rigidity (119864
119887119868119887) 248 times 10
12Nm2 torsionalrigidity (119866
119887119869119887) 248 times 10
12Nm2 mass moment of inertia(119868119887) 187 times 10
5 kgm2m 119864119887= 32GPa deck = 2512GPa
vehicle mass (119898V) 248 times 104 kg mass of front and rear
wheel (1198981199081 1198981199082) 7254 kg eachmassmoment of inertia (119868V)
172times105 kgm2 front and rear suspension stiffness (119896V1 119896V2)
728 times 105Nm 197 times 10
6Nm front and rear suspensiondamping (119888V1 119888V2) 21896Nsm 71818Nsm and front andrear tyre stiffness (119896
1199051 1198961199052) 197 times 10
6Nm 474 times 106Nm
In Figure 2 the analytically obtained response sample hasbeen compared with numerically simulated response sampleand experimental results found in [41] The comparison ofresponse sample exhibits close agreement between analyticaland numerically simulated results The experimental data inthe initial portion has shown considerable deviation fromtheoretical results which however becomes closer in thelater part of the response time historyThe peakmagnitude ofthe displacement in analytical numerical and experimentalresults agrees well
42 Parametric Study The following system data have beenadopted to generate numerical results and to conduct para-metric study a RC slab-girder bridge of span (119871) 20mthree longitudinal girders along the span and three cross-girders at midspan and at supports are provided in bridgethe lane width 86m deck thickness 200mm and concretecharacteristic strength 25Nmm2 The cross-section of thebridge is shown in Figure 3 A finite element (FE) model ofbridge in SAP2000 commercial software is first developedusing the above details of the bridge so as to match thefundamental natural frequency andfirstmodal damping ratioof the simply supported beam model of T-beam bridgeThe sectional properties of FE model are then used inthe present analytical program of the bridge The followingphysical parameters are finally selected for the beam modelto represent a T-beam RC concrete bridge
mass (119898119887) 1115times103 kgm flexural rigidity (119864
119887119868119887) 37times
1010N-m2 and torsional rigidity (119866
119887119869119887) 1695 times 10
10N-m2
Shock and Vibration 9
56 MM THKAC wearing coat
860
086
756
038
084
063 063 063
300 300
015
025
120
Figure 3 Cross-section of T-beam bridge (all dimensions are in meter)
1200
935
978
265100
250
1200
Figure 4 Longitudinal section of vehicle (all dimensions are in meter)
The sectional parameters to be given in the beam model ofbridge have been found from the FE model of bridge in SAP2000 commercial software to match the fundamental naturalfrequency and first modal damping of both the beam and theFE model of bridge
Vehicle parameters are as follows a long vehicle carryingheavy load often crossing the bridge has been chosen toillustrate the present approach The standards of vehicle aredifferent from the live load prescribed by bridge code Inthe present study we use a vehicle type TATA 3516C-EX asshown in Figures 4 and 5 This has been idealized as Euler-Bernoulli beam adopted in present formulation Followingare the important physical parameters pertaining to vehiclelength (119897V) 12m flexural rigidity (119864V119868V) 53times10
6N-m2 massper unit length (119898V) 1500 kgm front and rear wheel masses(1198981199081 1198981199082) 800 kg each suspension stiffness front and rear
(119896V1 119896V2) 36 times 107Nm suspension damping front and rear
(119888V1 119888V2) 72 times 104N-secm front and rear tyre stiffness
(1198961199051 1198961199052) 09 times 10
7Nm and front and rear tyre damping(1198961199051 1198961199052) 07 times 104N-secm
421 Bridge Response Statistics Bridge mean responses atmidspan displacement (120583
119889119910) velocity (120583V119910) and acceleration
(120583119886119910) subjected to three vehicle speed have been shown in
Figures 6 7 and 8 The roughness of the bridge deck hasbeen assumed to be of poor category as per ISO classifi-cation corresponding to roughness coefficient 120589
119904= 16 times
10minus6m2(mcycle) [42] The mean peak central deflection is
found to increase with the vehicle speed The correspondingstandard deviation of each response displacement (120590
119889119911)
velocity (120590V119911) and acceleration (120590119886119911) has been shown in
Figures 9 10 and 11 It may be noted that bridge response fre-quency ismodified by change in vehicle velocity and obtainedbehavior has appropriate physical sense that higher velocityincreases the temporal frequency of road excitation This isobvious from left shift of the peak when velocity increasesfrom lower to higher The peak magnitude is also higher incase of vehicle travelling with higher velocity No definitepattern is discernible in the standard deviation Althoughthe magnitudes of standard deviation are insignificant forpractical purpose magnitudes of the coefficient of variationof peak displacement velocity and accelerations are found tobe 011 0183 and 0105 respectively Itmay bementioned thatdynamic loads do not lead to major bridge damage except inresonance but they contribute to continuous degradation ofbridge increasing necessity of bridge maintenance
10 Shock and Vibration
200
030
075 120 075
Figure 5 Vehicle cross-section (all dimensions are in meter)
0 05 1 15 2 25 3 35 4
Time (s)10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
50kmh60kmh80kmh
Figure 6 Mean displacement of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)
minus80E minus 3
40E minus 3
minus10E minus 18
minus40E minus 3
minus80E minus 3
minus12E minus 2
120583y
(ms
)
50kmh60kmh80kmh
Figure 7 Mean velocity of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
minus12E minus 1
minus16E minus 1
120583ay
(ms2)
50kmh60kmh80kmh
Figure 8 Mean acceleration of bridge at the midspan
0 05 1 15 2 25 3 35 4Time (s)
40E minus 5
30E minus 5
20E minus 5
10E minus 5
00E + 0
minus10E minus 5
120590dy
(m)
50kmh60kmh80kmh
Figure 9 Standard deviation of bridge midspan deflection
422 Vehicle Response Statistics The mean vehicle bodyresponses (at centroid)mdashdisplacement (120583
119889119911) velocity (120583V119911)
and acceleration (120583119886119911) time historymdashincluding residual
response have been shown in Figures 12 13 and 14 Thecorresponding standard deviation of responses displacement(120590119889119911) velocity (120590V119911) and acceleration (120590
119886119911) is shown in
Figures 15 16 and 17 It has been seen that the peak response isincreased with increase in vehicle speed Standard deviationhas no definite trend in the present case for vehicle response
423 Effect of Vehicle Flexibility on Mean and Standard Devi-ation The contribution of significant number of structuralmodes of vehicle to bridge response has been examined ina bar diagram presented in Figures 18 and 19 by comparingmaximum mean and standard deviation respectively It maybe seen that inclusion of bendingmodes of the vehicle reducesthe response magnitude of the bridge The same figure alsoreveals that when flexiblemodes of the vehicle are consideredsummation of first five modes for finding the response isadequate Figures 20 and 21 show the comparison of mean
Shock and Vibration 11
0 05 1 15 2 25 3 35Time (s)
16E minus 3
12E minus 3
80E minus 4
40E minus 4
00E + 0
minus40E minus 4
120590y
(ms
)
50kmh60kmh80kmh
Figure 10 Standard deviation of bridge midspan velocity
0 05 1 15 2 25 3 35Time (s)
16E minus 2
12E minus 2
80E minus 3
40E minus 3
00E + 0
120590ay
(ms2)
50kmh60kmh80kmh
Figure 11 Standard deviation of bridge midspan acceleration
0 05 1 15 2 25 3Time (s)
80E minus 3
40E minus 3
00E + 0
minus40E minus 3
minus80E minus 3
minus12E minus 2
minus16E minus 2
120583dz
(m)
50kmh60kmh80kmh
Figure 12 Mean displacement of vehicle CG
0 05 1 15 2 25 3Time (s)
12E minus 1
80E minus 2
40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
120583z
(ms
)
50kmh60kmh80kmh
Figure 13 Mean velocity of vehicle at CG
0 1 2 3Time (s)
80E minus 1
40E minus 1
00E + 0
minus40E minus 1
minus80E minus 1
50kmh60kmh80kmh
120583az
(ms2)
Figure 14 Mean acceleration of vehicle at CG
0 05 1 15 2 25 3Time (s)
10E minus 3
80E minus 4
60E minus 4
40E minus 4
20E minus 4
00E + 0
120590dz (m
)
50kmh60kmh80kmh
Figure 15 Standard deviation of vehicle displacement at CG
12 Shock and Vibration
0 1 2 3Time (s)
80E minus 3
60E minus 3
40E minus 3
20E minus 3
00E + 0
120590z
(ms
)
50kmh60kmh80kmh
Figure 16 Standard deviation of vehicle velocity at CG
0 05 1 15 2 25 3Time (s)
40E minus 2
30E minus 2
20E minus 2
10E minus 2
00E + 0
120590az
(ms2)
50kmh60kmh80kmh
Figure 17 Standard deviation of vehicle acceleration at CG
A B C D
50E minus 04
40E minus 04
30E minus 04
20E minus 04
10E minus 04
00E + 00
120583dy
(m)
Figure 18 Maximummean displacement of bridge at midspan (A)rigid vehicle (B) flexible vehicle only with first structural mode (C)flexible vehicle with first three structural modes and (D) flexiblevehicle with first five structural modes
A B C D
40E minus 05
30E minus 05
20E minus 05
10E minus 05
00E + 00
120590dy
(m)
Figure 19 Maximum standard deviation of displacement atmidspan (A) rigid vehicle (B) flexible vehicle only with firststructural mode (C) flexible vehicle with first three structuralmodes and (D) flexible vehicle with first five structural modes
0 025 05 075 1 125 15 175Time (s)
Flexible vehicleRigid vehicle
30E + 5
25E + 5
20E + 5
15E + 5
10E + 5
50E + 4
00E + 0
120583F
(N)
Figure 20 Mean of imposed force time history of the bridge due topassage of rigid and flexible vehicle
Flexible vehicleRigid vehicle
0 025 05 075 1 125 15 175Time (s)
25E + 4
20E + 4
15E + 4
10E + 4
50E + 3
00E + 0
minus50 + 3
120590F
(N)
Figure 21 Standard deviation of imposed force time history of thebridge due to passage of rigid and flexible vehicle
Shock and Vibration 13
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
minus40E minus 4
120583dy
(m)
Figure 22 Effect of flexibility on mean response of bridge (A)119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107 N-m2 and (C) 119864V119868V =
82 times 1010 N-m2
0 05 1 15 2 25 3 35Time (s)
ABC
20E minus 5
16E minus 5
12E minus 5
80E minus 6
40E minus 6
00E + 0
120590dy
(m)
Figure 23 Effect of flexibility on standard deviation of bridgeresponse (A) 119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107N-m2
and (C) 119864V119868V = 82 times 1010N-m2
and standard deviation of imposed force on the bridge dueto passage of a rigid vehicle with those of flexible vehicle Itreveals that when structural bending modes are consideredthe imposed force on the bridge is lessThismay be attributedto the fact that part total strain energy has been utilized inbending of elastic vehicle body as compared to rigid beamwhich reduces imposed force on the bridge
The comparison of mean response of bridge at midspanwith different values of vehicle flexural rigidity has beenpresented in Figure 22 Corresponding standard deviation ispresented in Figure 23 It may be noted that vehicle withlower flexural rigidity generates less response in the bridgeIn generating numerical results under this section vehiclevelocity is taken as 60 kmh
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
Figure 24 Mean of bridge midspan displacement due to differenteccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909= 1m and
(C) 119890119909= 15m
0 05 1 15 2 25 3 35Time (s)
ABC
30E minus 5
25E minus 5
20E minus 5
15E minus 5
10E minus 5
50E minus 6
00E + 0
120590dy
(m)
Figure 25 Standard deviation of bridge midspan displacement dueto different eccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909=
1m and (C) 119890119909= 15m
424 Effect of Eccentricity of Vehicle Path on Mean andStandard Deviation The effect of eccentricity on the bridgeresponse has been studied by varying the loading positionfrom the centre of the bridge width In the result shown inFigures 24 and 25 6 to 8 increment in the bridge dynamicresponses has been observed as the eccentricity varies from05m to 15m The vehicle stiffness for comparing the resultsin Figures 24 and 25 is taken uniform (119864V119868V = 53times10
6Nsdotm2)In generating numerical results under this section vehiclevelocity is taken as 60 kmh
43 Dynamic Amplification Factor (DAF) Considering anyresponse variable 119884 as random process the maximumdynamic response can be written as
119884dynamic =1003816100381610038161003816120583119884 (119909119896 119905119896) + 120590119884 (119909119896 119905119896)
1003816100381610038161003816 (46)
14 Shock and Vibration
1
12
14
16
18
0 0002 0004 0006 0008 001
DA
F
ABC
GbJbEbIb
Figure 26 Dynamic amplification factor (DAF) with the ratio ofbridge torsional rigidity to flexural rigidity (119866
119887119869119887119864119887119868119887) for different
vehicle flexural rigidity (A) 119864V119868V = 53 times 106N-m2 (B) 119864V119868V = 64 times
107 N-m2 and (C) 119864V119868V = 82 times 10
10 N-m2
where 119884dynamic denotes the maximum response due to fluctu-ating load imposed on bridge due to vibratory motion of thevehicle excited by road unevenness
Thus dynamic amplification factor (DAF) in this study isdefined as
DAF =119884static + 119884dynamic
119884static (47)
where119884static refers to the response of the bridge at themidspanlocation for adverse position of static wheel loads
431 Effect of Bridge Torsional Rigidity on Dynamic Ampli-fication Factor (DAF) The effect of torsional rigidity ofbridge has been studied by obtaining DAF for differentratios of torsional rigidity (119866
119887119869119887) to flexural rigidity (119864
119887119868119887)
of bridge with various values of vehicle flexural rigidity(119864V119868V) and presented in Figure 26 The results reveal thatdynamic amplification factor decreases by an amount of 23to 34 when the ratio of torsional rigidity to flexural rigidityof bridge increases from 0002 to 001 This indicates thattorsionally stiffer bridge produces less dynamic amplificationof static live load response
432 Effect of VehicleMass and Speed onDAF Since dynamicamplification factor depends on several variables we chooseto represent it by surface plot rather than a two-dimensionalplot The effect of vehicle mass as well as speed on thedynamic amplification factor (DAF) has been shown inFigure 27 Individual effect on earlier classical studies [43]has shown that effect of increasing mass has reducing effecton DAF However a surface plot shown in Figure 18 shows
that combined effect has an increasing trend Earlier authorsargued that reduction of dynamic amplification factor withincreasing vehicle weight is due to increase of static deflec-tion However the coupled dynamic interaction may be thecause of increased inertia force in addition to suspensionforce imposed by moving mass at greater velocity whichincreases dynamic component of the response
433 Effect of Bridge Surface Roughness and Speed Thesurface roughness and speed of the vehicle are two mostinfluential factors that can cause increased dynamic ampli-fication factor and rapid degradation of the bridge Bridgedynamic amplification factor has been found by changingbridge surface roughness coefficient for good condition topoor condition as mentioned in ISO specification [42] withchange in vehicle speed Figure 28 shows that poor conditionof road induces more deflection on the bridge when vehiclemoves over it and also can be catalyzed by vehicle speed
434 Effect of Bridge Span and Velocity The span of thebridge is an important factor which decides the impact factorinmost of the bridge design codes Combined effect of bridgespan and speed of the vehicle on DAF is not fully knownFigure 29 shows the DAF with variation of bridge span andvelocity It has been found thatwhen the bridge span increasesfrom 14m to 30m dynamic amplification factor decreases byan amount of 12 to 15 irrespective of increase of vehiclevelocity Although increasing span shows a decreasing trendin DAF similar to the earlier studies the increment found inthe present case is not very significant for the range of span14ndash30m
5 Conclusions
In the present study an analytical solution for coupledvehicle-bridge interaction problem considering eccentricallymoving flexible vehicle as well as randomdeck surface rough-ness has been obtained Response samples are generatedfrom the expressions derived in the present study consideringnonhomogeneity of deck roughness The results obtainedfrom analytical approach have been validated with numericalsimulation and experimental data available in the literatureIndividual and combined effects of several bridge-vehicleparameters have been considered to find out the responsestatistics The increased effect of vehicle speed has beenfoundmore significant in changing the frequency of imposedoscillation rather than noticeable increase in response peaksCombined effect of increasing vehicle weight and speed hasbeen found to increase the dynamic amplification factor Thestudy reveals that flexibility of long vehicle is an importantconsideration in obtaining bridge response and due tochange in load carrying vehicle configuration it is nowimperative to address this issue in bridge design codesTorsion of the bridge is activated by eccentric movement ofvehicle and dynamic amplification factor is largely depen-dent on the ratio of torsional rigidity to flexural rigidity ofbridge cross-section
Shock and Vibration 15
1520 25 30 35 40
45 5055
404550556065707580146148
15152154156158
16162164
Vehicle mass (kg)Vehicle speed (kmh)
DA
F
times103
Figure 27 Dynamic amplification factor with change in vehicle speed and vehicle mass
4050
6070
8013514
14515
15516
16517
17518
Vehicle speed (kmh)
DA
F
Roughness coefficient (m2cyclem)
18e minus 6 16e minus 6 14e minus 612e minus 6
10e minus 6 8e minus 66e minus 6
2e minus 64e minus 6
Figure 28 Dynamic amplification factor with vehicle speed and bridge surface roughness
4045
5055
6065
7075
80
14161820222426283013
14
15
16
17
18
Vehicle speed (kmh)Bridge span (m)
DA
F
Figure 29 Dynamic amplification factor with change in bridge span and vehicle speed
16 Shock and Vibration
Appendix
Expression of the Integral 119868119895119896
forGenerating Response Sample
The vector 119865(119905) needed to perform the integration is givenbelow
119865119895(119905) = 0 for119895 = 1 2 3 119899V
= 119896119905119895minus119899V
ℎ (119909119895minus119899V
) + 119888119905119895minus119899V
ℎ (119909119895minus119899V
)
For119895 = 119899V + 1 119899V + 2
= 1198961199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198961199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
+ 1198881199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198881199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
For 119895 = 119899V + 3 119899V + 4 119899V + 2 + 119899119887
= 1198901199091198961199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+ 1198961199052ℎ (1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
+ 1198881199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+1198881199052ℎ1015840(1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
For 119895 = 119899V + 119899119887 + 3
119899V + 119899119887 + 4 119899V + 119899119887 + 119899119905 + 2
(A1)
Themean surface profile has been taken as shallow parabolicthe equation of which with respect to one end of the bridge isgiven by
ℎ119898(119909) =
4ℎ0
1198712119909 (119871 minus 119909) (A2)
For one trial a generation of a set of random phase angles 120579119904
(119904 = 1 2 119873) is employed to express a Gaussian process is
ℎ119903(119909) =
119873
sum
119904=1
119860119904cos (2120587Ω
119904119909 + 120579119904) (A3)
Further ℎ1015840(119909) = 119889ℎ119889119909 and ℎ(119909) = 119889ℎ119889119905 = 119881(119889ℎ119889119909) where119881 is the speed of vehicle
For convenience of computation
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (A4)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 2 + 1119899V + 2 + 2 119899V + 2 + 119899
119887 119911 = 119899V + 2 + 119899
119887+ 1 119899V + 2 + 119899
119887+
2 119899V + 2 + 119899119887 + 119899119879Thefirst term 119868
119895119908(119908 = 1 2 119899V) of (A4) can bewritten
as
1198681198951= 1198681198952= sdot sdot sdot = 119868
119895119899V= 0 (A5)
The second term of (A4) can be written as
119868119895119909= 1198681198951199091
+ 1198681198951199092 (A6)
Splitting the first term of integral (A6) again into two we get
1198681198951199091
= 11986811989511990911
+ 11986811989511990912
(A7)
Introducing 119860119904= radic2119878(119881Ω
119904)minus2 and 119861
119904= 2120587Ω
119871+ (119904 minus
05)(Ω119880minus Ω119871)119873 the components can be written as
11986811989511990911
= 1198961199051[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895cos (120579
119904) minus 119861119904119881 sin (120579
119904)
+ exp (120572119895119905)
times [120572119895cos (119861
119904119881119905 + 120579
119904)
+119861119904119881 cos (119861
119904119881119905 + 120579
119904)]
+4ℎ0119881
12057231198951198712
120572119895119871 (120572119895119905 + exp (minus120572
119895119905) minus 1)
minus119881
12057231198951198712
120572119895119905 (120572119895119905 minus 2) minus 2 exp (minus120572
119895119905) + 2 ]
]
11986811989511990912
= 1198881199051[
[
119873
sum
119904=1
119881119860119904119861119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895sin (120579119904) minus 119861119904119881 cos (120579
119904)
+ exp (120572119895119905)
times [120572119895sin (119861
119904119881119905 + 120579
119904)
minus119861119904119881 sin (119861
119904119881119905 + 120579
119904)]
minus4ℎ0119881 exp (minus120572
119895119905)
12057231198951198712
times 2119881 [exp (minus120572119895119905) (120572119895119905 minus 1) + 1]
minus1
120572119895119871exp (120572
119895119905) minus 2]
]
(A8)
Shock and Vibration 17
Similarly splitting the second term of integral (A6) into twowe get
1198681198951199092
= 11986811989511990921
+ 11986811989511990922
11986811989511990921
= 1198961199052[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2
times minus 120572119895cos (119861
119904119897V minus 120579119904) minus 119861119904119881 sin (119861
119904119897V minus 120579119904)
+ exp (120572119895119905) [120572119895cos (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 sin (119861
119904(119897V minus 119881119905) + 120579119904)]
+1198812[2 minus exp (120572
119895119905) 120572119895119905 (120572119895119905 minus 2) + 2]
+4ℎ0
12057231198951198712
minus1205722
119895119897V (119897V + 119871) (exp (120572119895119905) minus 1)
+120572119895119881 (2119897V + 119871) [exp (120572119895119905) (120572119895119905 minus 1) + 1] ]
]
11986811989511990922
= 1198881199052[
[
119873
sum
119904=1
119860119904119861119904119881
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2120572119895sin (119861
119904119897V minus 120579119904)
+ 119861119904119881 cos (119861
119904119897V minus 120579119904)
minus exp (120572119895119905) [120572119895sin (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 cos (119861
119904(119897V minus 119881119905) + 120579119904)]
+4ℎ0119881 exp (minus120572
119895119905)
12057221198951198712
times 2119881 [exp (120572119895119905) (120572119895119905 minus 1) + 1]
minus120572119895(2119897V + 119871) (exp (120572119895119905) minus 1)]
]
(A9)
The third term of (A4) is written as
119868119895119910=
119899119887
sum
119896=1
119868119895119899V+2+119896
(A10)
The 119896th term of the above series is composed of ten differentterms as given below
119868119895119899V+2+119896
=
10
sum
119886=1
119868(119895119899V+2+119896)119886
(119896 = 1 2 3 119899119887) (A11)
The components of (A11) are as followsIntroducing the following parameters
119876119904= 119861119904119881 119877
119896=119896120587119881
119871
119878119896=119896120587
119871 119885
119904= 119861119904119897V
119868(119895119899V+2+119896)
1
=1
21198961199051
119873
sum
119904=1
119860119904 ((2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) cos (120579
119904)
+2120572119895119876119904sin (120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times cos (119876119904minus 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119876
119904+ 119877119896) 119905 + 120579
119904
minus (119877119896+ 119876119904)
times cos (119876119904+ 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
2
=1
21198961199051[
[
4ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198762119904)3
times 119871 (1205722
119895+ 1198762
119904) [exp (120572
119895119905) sin (119876
119904119905)
times 1198762
119904(120572119895119905 + 1)
+1205722
119895(120572119895119905 minus 1)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904119905 + 120572119895(120572119895119905 minus 2)] minus 2120572
119895119876119904
+ 119881 (21198763
119904+ 119876119904exp (120572
119895119905)) cos (119876
119904119905)
times 1198764
1199041199052+ 21198762
119904(1205722
1198951199052minus 2120572119895119905 minus 1)
18 Shock and Vibration
+1205722
119895(1205722
1198951199052minus 4120572119895119905 + 6)
minus exp (120572119895119905) sin (119876
119904119905)
times 1198764
119904(120572119895119905 + 2) + 120572
1198951198762
119904(1205722
1198951199052minus 3)
+1205723
119895(1205722
1198951199052minus 2120572119895119905 + 2) minus 6120572
2
119895119876119904]
]
119868(119895119899V+2+119896)
3
=1
21198961199052
119873
sum
119904=1
119860119904[ exp (minus120572
119895119905)
times (((119877119896+ 119876119904) cos (119878
119904minus 119885119904minus 120579119904)
+120572119895sin (119878119896minus 119885119904minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times (((119877119896minus 119876119904) cos (119878
119896minus 119885119904+ 120579119904)
+120572119895sin (119878119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 119878
119896minus 119885119904+ 120579119904
minus (119877119896+ 119876119904) cos (119876
119904minus 119877119896) 119905
+119878119896minus 119885119904+ 120579119904)
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
+ ((120572119895sin 119878119896+ 119885119904minus (119876119904+ 119877) 119905 minus 120579
119904
+ (119877119896+ 119876119904) cos 119878
119896+ 119885119904
+ (119876119904+ 119877119896) 119905
minus120579119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
4
= minus1
21198961199052[
[
4ℎ0119881
1198712(1205722119895+ 1198812)
3
times sin (119881119905 minus 119897V) [1205721198951198972
V(1205722
119895+ 1198812)2
minus 119897V (1205722
119895+ 1198812)
times minus1205723
119895119871 minus 1205721198951198711198812
+ 21198813(120572119895119905 + 1)
+21205722
119895119881(120572119895119905 minus 1)
+ 119881 [119881 21205723
119895+ 120572119895119905(1205722
119895+ 1198812)2
+2119905 (1205724
119895minus 1198814) minus 6120572
1198951198812
minus 119871 (1205722
119895+ 1198812)
times 1205722
119895(120572119895119905 minus 1)+ 119881
2(120572119895119905 +1)]
+ 119881 cos (119897V minus 119881119905) [1198814(1198972
V + 119897V119871
+21205722
1198951199052minus 4120572119895119905 minus 2)
+ 1205722
1198951198812(21198972
V + 2119897V119871
+41205722
1198951199052+ 6)
+ 1205724
119895119897V (119897V + 119871)
minus 1198815119905 (2119897V + 119871)
times (120572119895119905 minus 1)
minus 1205723
119895119881 (2119897V + 119871)
times (120572119895119905 minus 2) + 119897
2
V1198816]]
]
119868(119895119899V+2+119896)
5
=1
21198881199051
119873
sum
119904=1
119860119904119876119904( minus (2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) sin (120579
119904)
minus2120572119895119876119904cos (120579
119904))
times (1205722
119895+ (119876119904minus 119877)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times sin (119876119904minus 119877119896) 119905 + 120579
119904)
Shock and Vibration 19
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos (119876
119904+ 119877119896) 119905 + 120579
119904
+ (119877119896+ 119876119904)
times sin (119876119904+ 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
6
= minus1198881199051
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) cos (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) sin (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
7
=1
21198881199052
119873
sum
119904=1
119860119904119876119904
times [ exp (minus120572119895119905 ( ( (119877
119896+ 119876119904) sin (119878
119896+ 119885119904minus 120579119904)
minus120572119895cos (119878
119896+ 119885119904minus 120579119904))
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times ( ( (119876119904minus 119877119896) sin (119878
119896minus 119885119904+ 120579119904)
+120572119895cos (119878
119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos 119878
119896+ 119885119904minus (119876119904+ 119877119896) 119905 minus 120579
119904
minus (119877119896+ 119876119904) sin 119878
119896+ 119885119904
minus (119876119904+ 119877119896) 119905 minus 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos 119878
119896minus 119885119904+ (119876119904minus 119877119896) 119905 + 120579
119904
+ (119876119904minus 119877119896) sin 119878
119896minus 119885119904
+ (119876119904minus 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
8
= minus1198881199052
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) sin (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
9
= minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881 + exp (120572119895119905) 119896120587119881 cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881cos(119896120587119863119871
)
minus exp (120572119895119905) cos(119896120587119863 minus 119881119905
119871)
minus 119871120572119895sin(119896120587119863
119871)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119896)
10
= minus21198711198812(1198981199081
+ 1198981199082)
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
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Shock and Vibration
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DistributedSensor Networks
International Journal of
2 Shock and Vibration
special attention was given to the modeling of tyre with athree-dimensional linear spring and a rectangular contactsurface Other notable works in bridge-vehicle interactiondynamics that include various dynamic properties of rigidvehicle have been reported by Chen and Cai [12] Law andZhu [13] Zhang et al [14] and Green and Cebon [15]Marchesiello et al [16] studied the interaction of multispancontinuous bridges modeled by isotropic plates with multi-degree of freedom vehicles moving at constant speed The-oretical modes of plate vibration have been obtained withthe help of Rayleigh-Ritz approximate method Prestressedconcrete single track railway bridges consisting of severalbox girders were studied by Chu et al [17] in which theyconsidered each girder to share equal loads and modelled asa beam Rail irregularities are modeled using power spectraldensity function Variousworks on bridge-vehicle interactiononmultispan bridges have been reported by Huang et al [18]Wang [19] and Ichikawa et al [20] Numerical techniques forsolving the finite element model with rigid vehicle have beenadopted Other important works which include complexity inbridge model are that of horizontally curved girder [21 22]Analytical methods were employed to solve bridge dynamicproblem subject to moving mass taking effect of centrifugalforce Effect of vehicle braking has been included in studyof vehicle-bridge interaction problem by Kishan and Traill-Nash [23] and Radley and Traill-Nash [24]
Interests in research on bridge-vehicle interactiondynamics are still growing because of several complexities inmodeling and uncertainties in excitation In the last decaderesearchers have undertaken more and more complexproblems and attempted to solve by newer methodologytaking into consideration support flexibility and nonuniformcross-section [25] A vehicle-track-bridge interactionelement considering vehiclersquos pitching effect has beendeveloped by Lou [26] Experimental results and theircomparison with finite element model analysis of vehicle-bridge interaction problem have been presented by Bradyet al [27] Rigid model of vehicle has been considered inthe study to determine set of critical velocity associated withpeaks of dynamic amplification factor Multiple resonanceresponse of railway bridge has been investigated by Yau andYang [28] A vehicle-bridge interaction process has beensimulatedwithMATLABSimulink byHarris et al [29] to findout bridge-friendly damping control strategy with a tractorsemitrailer vehicle model Very recently some interestingstudies of bridge-vehicle or road-vehicle coupled dynamicsinclude stochastic numerics and discrete integration schemesfor digital simulation of road-vehicle system by Wedig [30]application of spectral stochastic finite element by Wu andLaw [31] and use of spectral matrix operator for directsolution of stochastic coupled differential equations by Kozarand Malic [32] Those studies have significantly improvedthe understanding of complex problem in vehicle-bridgeinteractions However vehicle model has been assumed aslumped masses with rigid link connected by suspensionelements exhibiting various discrete degrees of freedomIn most of the studies numerical integration and MonteCarlo simulation techniques have been used In the moderndays characteristics of vehicles have greatly changed due
to incorporation of larger pay load and for increasingdemand of traffic In the past vehicles have been modeledby a rigid 2D or 3D system having degrees of freedom inbounce pitch and roll However due to long and slendervehicle plying frequently over the bridges there is a needto consider flexibility in the vehicle model and to examinethe effect of flexible modes of vehicle on the dynamics ofbridge This aspect of bridge-vehicle dynamic interactionis not adequately addressed in the literature With this inmind present study has been conducted to find out theresponse statistics of single span bridge due to movement offlexible vehicle along an eccentric path By the term ldquoflexiblevehiclerdquo it is understood here that flexural modes havebeen included in addition to rigid body modes The bridgehas been considered to be under independent transversebending as well as under torsional excitation arising outof the eccentric path of the vehicle Nonhomogeneousprofile of deck surface has been incorporated in the studyby considering a deterministic mean surface superimposedby zero mean random process Such formulation can takecare of defects in surface finishing construction jointspotholes bump approach slab settlement and so forthBridge-vehicle system equations are expressed in state-space form and decoupled at each time step using complexeigenvalue analysis Closed form expression has been derivedfor state vectors for each sample input of bridge profile toform the ensemble of response Finally averaging acrossthe ensemble has been carried out to determine mean andstandard deviation of the response quantities In presentapproach numerical integration can be avoided to generateresponse samples which can save considerable amountof computational time The results obtained from presentapproach have been validated by numerical simulation andavailable experimental results from the literature The effectof vehicle velocity on the response and combined effect ofseveral vehicle-bridge parameters on dynamic amplificationfactor (DAF) have been examined
2 Mathematical Model
The bridge-vehicle model has been shown in Figure 1 Thebridge has been modeled as a uniform beam with simplysupported end conditions The mass stiffness and dampingare assumed to be uniform along the span of bridge Dueto eccentricity of the vehicle path the bridge is subjected toflexure as well as torsionThe bridge deck is unevenwhich hasbeen realized as nonhomogeneous process in spatial domainThis is represented by a function ℎ(119909)
21 Equation of Motion of Vehicle Vehicle body has beenidealized as Euler-Bernoulli beam of length 119897V The behaviorof suspension systems consisting of spring and dashpot isassumed as linear The governing differential equation ofmotion of the vehicle deflection can be expressed as
119864V119868V1205974119911 (119906 119905)
1205971199064+ 119862V
120597119911 (119906 119905)
120597119905+ 119898V
1205972119911 (119906 119905)
1205971199052= 119891V (119906 119905) (1)
Shock and Vibration 3
v
D1D2
c1c2 z(u t)
mw1mw2
ct1ct2y(x t)
kt1kt2
k1k2
h(x)
z1(t)z2(t)
ex
x
xcL
l(t)
u
Figure 1 Bridge-vehicle model
in which 119898V 119864V119868V and 119862V denote the mass per unit lengthflexural rigidity and viscous damping per unit length of thevehicle body and 119911(119906 119905) represents vertical deflection of thevehicle body measured at location 119906 from the reference point(taken at the left end of the vehicle) at time instant 119905 Theimpressed vertical force on the vehicle body is given by
119891V (119906 119905)
= [119896V1 119911 (119906 119905) minus 1199111 (119905) + 119888V1 (119906 119905) minus 1 (119905)]
times 120575 (119906 minus 1199061)
+ [119896V2 119911 (119906 119905) minus 1199112 (119905) + 119888V2 (119906 119905) minus 2 (119905)]
times 120575 (119906 minus 1199062)
(2)
where 1199061and 119906
2represent the location of the attachment
point of vehicle suspension from the reference point 1199111
and 1199112denote the vertical displacement of front and rear
wheel masses respectively 119896V1 and 119896V2 are the front and rearvehicle suspension stiffness respectively 119888V1 and 119888V2 representdamping for vehicle front and rear suspension respectively 120575represents Dirac delta function with the property
int
infin
minusinfin
119891 (119909) 120575 (119909 minus 1199091) 119889119909 = 119891 (119909
1) (3)
The equation of motion for the front unsprung mass is givenby
1198981(119905)1+ 11989611990511199111(119905) minus 119910 (119909
1 119905) minus ℎ (119909
1)
+ 119896V1 1199111 (119905) minus 119911 (1199061 119905) + 119888V1 1 (119905) minus (1199061 119905)
+ 1198881199051[1(119905) minus
119863
119863119905119910 (1199091 119905) + ℎ (119909
1)] = 0
(4)
The equation of motion for the rear unsprung mass is givenby
11989822(119905) + 119896
11990521199112(119905) minus 119910 (119909
2 119905) minus ℎ (119909
2)
+ 119896V2 1199112 (119905) minus 119911 (1199062 119905) + 119888V2 2 (119905) minus (1199062 119905)
+ 1198881199052[2(119905) minus
119863
119863119905119910 (1199092 119905) + ℎ (119909
2)] = 0
(5)
where1198981and119898
2are front and rear wheel mass respectively
1198961199051 1198961199052are front and rear suspension stiffness respectively
and 1198881199051 1198881199052are front and rear suspension damping respec-
tively ℎ(1199091) and ℎ(119909
2) represent the nonhomogeneous deck
profile under the front and rear wheels respectively 119910(1199091 119905)
and 119910(1199092 119905) are bridge displacements under front and rear
wheels respectively at any instant of time 119905 119911(1199061 119905) and
119911(1199062 119905) represent vehicle body deflection at the front and rear
wheels position at any instant of time 119905 1199061and 119906
2are the
location of wheel from the end of the vehicle body Coriolisforces that arise due to rolling of wheel on the deflectedprofile of the bridge have been considered in the equation ofmotion using total derivative operator 119863119863119905 (with 119863119910119863119905 =(120597119910120597119909)(120597119909120597119905) + 120597119910120597119905) [1 33]
22 Equation of Motion of Bridge It is assumed that forsymmetrical cross-section (symmetrical about vertical axis)bending and torsion of the bridge would be independentunder vertically applied live loadThus governing differentialequation of motion of the bridge in flexure can be expressedas
119864119887119868119887
1205974119910 (119909 119905)
1205971199094+ 119862119887
120597119910 (119909 119905)
120597119905+ 119898119887
1205972119910 (119909 119905)
1205971199052= 119891119887(119909 119905) (6)
in which119898119887 119864119887119868119887 and 119862
119887represent the mass per unit length
flexural rigidity and viscous damping per unit length of
4 Shock and Vibration
bridgeThe impressed vertical force119891119887(119909 119905) on the bridge due
to vehicle interaction is given by
119891119887(119909 119905)
= minus [11989611990511199111(119905) minus 119910 (119909 119905) minus ℎ (119909)
+11988811990511(119905) minus
119863
119863119905[119910 (119909 119905) + ℎ (119909)]]
times 120575 (119909 minus 1199091)
minus [11989611990521199112(119905) minus 119910 (119909 119905) minus ℎ (119909)
+11988811990522(119905) minus
119863
119863119905[119910 (119909 119905) + ℎ (119909)]] 120575 (119909 minus 119909
2)
minus 1198981+1
2119898V119897V119892120575 (119909 minus 1199091) minus 1198982 +
1
2119898V119897V119892
times 120575 (119909 minus 1199092)
+ 1198981
1198632
1198631199052[119910 (119909 119905) + ℎ (119909)] 120575 (119909 minus 119909
1)
+ 1198982
1198632
1198631199052[119910 (119909 119905) + ℎ (119909)] 120575 (119909 minus 119909
2)
(7)
where 119892 is the acceleration due to gravity The governingdifferential equation of the bridge in torsion can be writtenas
119866119887119869119887
1205972120574 (119909 119905)
1205971199092minus 119862119887119879
120597120574 (119909 119905)
120597119905minus 119868119887
1205972120574 (119909 119905)
1205971199052= 119891119879(119909 119905)
(8)
in which 119868119887119866119887119869119887119862119887119905 and 120574(119909 119905) represent the mass moment
of inertia per unit length torsional rigidity distributedviscous damping to rotational motion and torsional functionof bridge respectively 119869
119887is torsional constant and 119866
119887is
the shear modulus of beam material 119891119879(119909 119905) is the torque
produced in the bridge cross-section due to eccentric loadingwhich is given by
119891119879(119909 119905)
= minus [11989611990511199111(119905) minus 119910 (119909 119905) minus ℎ (119909)
+11988811990511(119905) minus
119863
119863119905[119910 (119909 119905) + ℎ (119909)]]
times 119890119909120575 (119909 minus 119909
1)
minus [11989611990521199112(119905) minus 119910 (119909 119905) minus ℎ (119909)
+11988811990522(119905) minus
119863
119863119905[119910 (119909 119905) + ℎ (119909)]]
times 119890119909120575 (119909 minus 119909
2)
minus 1198981+1
2119898V119897V119892119890119909120575 (119909 minus 1199091)
minus 1198982+1
2119898V119897V119892119890119909120575 (119909 minus 1199092)
+ 1198981
1198632
1198631199052[119910 (119909 119905) + ℎ (119909)] 119890
119909120575 (119909 minus 119909
1)
+ 1198982
1198632
1198631199052[119910 (119909 119905) + ℎ (119909)] 119890
119909120575(119909 minus 119909
2)119909120575 (119909 minus 119909
2)
(9)
The parameter 119890119909in (9) denotes the eccentricity of vehicle
wheels from the centre line of bridge deck
23 Bridge Deck Roughness In the present study we intro-duce a roughness which is nonhomogeneous in space eventhough vehicle velocity is constant by adopting the followingrelation
ℎ (119909) = ℎ119898(119909) +
119873
sum
119904=1
120589119904cos (2120587Ω
119904119909 + 120579119904) (10)
where ℎ119898(119909) is a deterministic mean which represents
construction defects expansion joints created pot holesapproach slab settlement expansion joints development ofcorrugation and so forth 120589
119904is the amplitude of cosine wave
and Ω119904is the spatial frequency (radm) within the interval
[Ω119871 Ω119880] in which power spectral density is defined Ω
119871
and Ω119880are lower and upper cut-off frequencies The deck
roughness is a Gaussian process [34] with a random phaseangle 120579
119904uniformly distributed from 0 to 2120587119873 is the number
of terms used to build up the road surface roughness Theparameters 120589
119904andΩ
119904are computed as
120589119904= radic2119878 (Ω
119904) ΔΩ
Ω119904= Ω119871+ (119904 minus
1
2)ΔΩ
ΔΩ =(Ω119880minus Ω119871)
119873
(11)
in which 119878(Ω119904) is the power spectral density function
(m3rad) taken from [35] modifying the same with additionof one term in denominator so that the function exists whenΩ rarr 0
119878 (Ω) = 119878 (Ω0) times
Ω2
0
Ω119904
2+ Ω2119871
(12)
In the above equation Ω0= 12120587 radm has been taken
The spatial frequency Ω (radm) and temporal frequency 120596(rads) for the surface profile are related to the vehicle speed119881 (ms) as 120596 = Ω119881 In the present study vehicle forwardvelocity has been assumed as constant
24 Discretization of Flexible Vehicle Equation of Motion Asmentioned earlier vehicle body has beenmodeled as free-free
Shock and Vibration 5
beam which has two rigid modes and 119899V number of elasticmodes It can be shown that when the translation of the masscentroid and the rotational motion about the mass centroidare considered the two motions are orthogonal with respectto each other and with respect to the elastic modes [36]Thustotal displacement of these rigid body degrees of freedom andelastic modes can be described by
119911 (119906 119905) =
119899V
sum
119895 =minus1
120601V119895 (119906) 120578119895 (119905) (13)
where 120601V119895(119906) is the vehicle mode shapes the subscript Vdenotes vehicle 120578
119895(119905) is the time dependent generalized
coordinate 119895 is the mode number 119895 = minus1 0 are takento denote rigid body translatory and pitching mode 119895 =
1 2 3 119899V represent elastic mode sequence of free-freebeam and 119899V is the number of significant modes of flexiblevehicle body Thus two rigid modes can be written as
120601minus1= 1
1206010= 119906 minus 119863
2
(14)
where 1198632is a distance of vehicle centre of gravity from the
trailing edge as given in Figure 1The elastic bending modes of free-free beam for 119895 =
1 2 3 are given by [37]
120601V119895 = sin (120572119895119906) + sinh (120572
119895119906)
+ 120573119895[cos (120572
119895119906) + cosh (120572
119895119906)]
120573119895=cos (120572
119895119897V) + cosh (120572
119895119897V)
sin (120572119895119897V) + sinh (120572
119895119897V)
(15)
where corresponding nondimensional frequency parameters120572119895119897V can be related to circular natural frequency as
120596V119895 = 1205722
119895radic
119864V119868V
119898V1198974
V (16)
Substituting (13) in (1) and multiplying both sides of theequation by 120601V119896(119906) and then integrating with respect to 119906
from 0 to 119897V alongwith orthogonality conditions the equationof motion can be discretized as
120578119895(119905) + 2120585V119895120596V119895 120578119895 (119905) + 120596
2
V119895120578119895 (119905) = 119876V119895 (119905) (17)
where 119895 = minus1 0 1 2 Generalized force 119876V119895(119905) in the 119895th mode acting on the
vehicle is given as
119876V119895 (119905) =1
119872V119895int
119897119881
0
119891V (119906 119905) 120601119895 (119906) 119889119906 (18)
in which generalized mass119872V119895 in the 119895th mode is given by
119872V119895 = int
119897V
0
119898V1206012
V119895 (119906) 119889119906 (19)
Making use of (2) and (13) in (17) and integrating theexpression using the property of Dirac delta function one hasthe following expression for generalized force
119876V119895 (119905)
=1
119872V119895
[
[
119896V1
1199111(119905) minus
119899V
sum
119895 =minus1
120601119895(1199061) 120578 (119905)
120601119895(1199061)
+ 119888V1
1(119905) minus
119899V
sum
119895 =minus1
120601119895(1199061) 120578 (119905)
120601119895(1199061)
+ 119896V2
1199112(119905) minus
119899V
sum
119895 =minus1
120601119895(1199062) 120578 (119905)
120601119895(1199062)
+119888V2
2(119905) minus
119899V
sum
119895 =minus1
120601119895(1199062) 120578 (119905)
120601119895(1199062)]
]
(20)
It may be mentioned that infinite number of modes arepossible in continuous system considered in the presentstudy However for practical implementation only first 119899Vmodes of vehicle body have been included
25 Discretization of Bridge Equation of Motion Using first119899119887number of bridge bending modes the bridge deflection in
flexure be written as
119910 (119909 119905) =
119899119887
sum
119896=1
120601119887119896(119909) 119902119896(119905) (21)
where subscript 119887 represents bridge 120601119887119896(119909) is the flexural
mode of the beam for simply supported boundary conditioncorresponding to natural frequency and 120596
119887119896and 119902
119896(119905) are
generalized coordinates in 119896th mode [37]Now substituting (21) in (6) and multiplying both sides
of the equation by 120601119887119895(119909) and then integrating with respect to
119909 from 0 to 119871 with the use of orthogonality conditions theequation of motion can be discretized in normal coordinatesas
119902119896(119905) + 2120585
119887119896120596119887119896
119902119896(119905) + 120596
2
119887119896119902119896(119905) = 119876
119887119896(119905) (22)
where 119896 = 1 2 3 119899119887
The generalized force119876119887119896(119905) in the 119896th mode of bridge in
flexure is given as
119876119887119896(119905) =
1
119872119887119896
int
119871
0
119891119887(119909 119905) 120601
119887119896(119909) 119889119909 (23)
in which generalized mass119872119887119896in the 119896th mode is given by
119872119887119896= int
119871
0
1198981198871206012
119887119896(119909) 119889119909 (24)
6 Shock and Vibration
The generalized force in the 119896th of mode of bridge transversevibration has been worked out as
119876119887119896(119905)
= minus1
119872119887119896
[11989611990511199111(119905) minus
119899119887
sum
119896=1
120601119887119896(1199091) 119902119896(119905) minus ℎ (119909
1)
times 120601119887119896(1199091)
+ 11989611990521199112(119905) minus
119899119887
sum
119896=1
120601119887119896(1199092) 119902119896(119905) minus ℎ (119909
2)
times 120601119887119896(1199092)
+ 11988811990511(119905) minus 119881
119899119887
sum
119896=1
1206011015840
119887119896(1199091) 119902119896(119905)
minus119881
119899119887
sum
119896=1
120601119887119896(1199091) 119902119896(119905) minus 119881ℎ
1015840(1199091)
times 120601119887119896(1199091)
+ 11988811990522(119905) minus 119881
119899119887
sum
119896=1
1206011015840
119887119896(1199092) 119902119896(119905)
minus119881
119899119887
sum
119896=1
120601119887119896(1199092) 119902119896(119905) minus 119881ℎ
1015840(1199092)
times 120601119887119896(1199092)
minus 1198981+1
2119898V119897V119892120601119887119896 (1199091)
minus 1198982+1
2119898V119897V119892120601119887119896 (1199092)
times 1198981
119899119887
sum
119896=1
120601119887119896(1199091) 119902119896(119905)
+ 2119881
119899119887
sum
119896=1
1206011015840
119887119896(1199091) 119902119896(119905)
+1198812
119899119887
sum
119896=1
12060110158401015840
119887119896(1199091) 119902119896(119905) + 4119881ℎ
10158401015840(1199091)
times 120601119887119896(1199091)
+ 1198982
119899119887
sum
119896=1
120601119887119896(1199092) 119902119896(119905)
+ 2119881
119899119887
sum
119896=1
1206011015840
119887119896(1199092) 119902119896(119905)
+ 1198812
119899119887
sum
119896=1
12060110158401015840
119887119896(1199092) 119902119896(119905)
+4119881ℎ10158401015840(1199092)
times 120601119887119896(1199092) ]
(25)
in which (sdot) denotes time derivative Repeating the similarsteps the discretized bridge equation for torsion in normalcoordinates can be expressed as
120574119897(119905) + 2120585
119879119897120596119879119897
120574119897(119905) + 120596
2
119879119897120574119897(119905) = 119876
119879119897(119905)
(119897 = 1 2 3 119899119879)
(26)
where 119899119879represents number of bridge torsional modes con-
sidered and 120596119879119897and 120585119879119897are the natural frequency and modal
damping coefficient of the 119897th mode in torsion respectivelyThe generalized torque in the 119897th mode is given by
119876119879119897(119905) =
1
119872119879119897
int
119871
0
119891119879(119909 119905) 120601
119879119897(119909) 119889119909 (27)
The torsional natural frequency120596119879119897and correspondingmode
120601119879119897
for the given simply supported boundary conditionsfor no warping restrains have been taken from [37] Thegeneralized mass moment of inertia 119872
119879119897in the 119897th mode is
given by
119872119879119897= int
119871
0
1198681198871206012
119879119897(119909) 119889119909 (28)
The generalized torque in the 119897th mode can be expressed as
119876119879119897(119905)
= minus119890119909
119872119879119897
[11989611990511199111(119905) minus
119899119879
sum
119897=1
120601119879119897(1199091) 120574119897(119905) minus ℎ (119909
1)
times 120601119879119897(1199091)
+ 11989611990521199112(119905) minus
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) minus ℎ (119909
2)
times 120601119879119897(1199092)
+ 11988811990511(119905) minus 119881
119899119879
sum
119897=1
1206011015840
119879119897(1199091) 120574119897(119905)
minus119881
119899119879
sum
119897=1
120601119879119897(1199091) 120574119897(119905) minus 119881ℎ
1015840(1199091)
Shock and Vibration 7
times 120601119879119897(1199091)
+ 11988811990522(119905) minus 119881
119899119879
sum
119897=1
1206011015840
119879119897(1199092) 120574119897(119905)
minus119881
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) minus 119881ℎ
1015840(1199092)
times 120601119879119897(1199092)
minus 1198981+1
2119898V119897V119892120601119879119897 (1199091) minus 1198982 +
1
2119898V119897V
times 119892120601119879119897(1199092)
times 1198981
119899119879
sum
119897=1
120601119879119897(1199091) 120574119897(119905) + 2119881
119899119879
sum
119897=1
1206011015840
119879119897(1199091) 120574119897(119905)
+1198812
119899119879
sum
119897=1
12060110158401015840
119879119897(1199091) 120574119897(119905) + 4119881ℎ
10158401015840(1199091)
times 120601119879119897(1199091)
+ 1198982
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) + 2119881
119899119879
sum
119897=1
1206011015840
119879119896(1199092) 120574119897(119905)
+1198812
119899119879
sum
119896=1
12060110158401015840
119879119896(1199092) 120574119897(119905) + 4119881ℎ
10158401015840(1199092)
times 120601119879119897(1199092) ]
(29)
3 Method of Solution
The system of (4) (5) (17) (22) and (26) is coupled secondorder ordinary differential equations In general for continu-ous system like the ones (vehicle and bridge) presented in thepaper infinite number of modes exist However for practicalapplications modes have to be truncated to a finite size Let119899V 119899119887 and 119899
119879be number of significant modes of vehicle
motion bridge flexural and torsional vibration respectivelyThe number of coupled equations becomes 119899 = 2 + 119899V + 119899
119887+
119899119879The system equations can be expressed inmatrix notation
as
[119872] 119903 (119905) + [119862] 119903 (119905) + [119870] 119903 (119905) = 119865 (119905) (30)
where 119903(119905) = 1205781(119905) 1205782(119905) 120578
119899V(119905) 1199111(119905) 1199112(119905) 1199021(119905)1199022(119905) 119902
119899119887(119905) 1205741(119905) 1205742(119905) 120574
119899119879(119905)119879 is the response vec-
tor 119865(119905) is the generalized force vector and [119872] [C]and [119870] are system mass damping and stiffness matrixrespectively
The system equation can be cast into a 2119899-dimensionalfirst order differential equation of the following form
(119905) + [119860] 119901 (119905) = 119875 (119905) (31)
where
119901 (119905) = 119903 (119905)
119903 (119905) 119875 (119905) =
[119872]minus1119865 (119905)
0
[119860] = [119872]minus1[119862]
minus [119868]
[119872]minus1[119870]
[0]
(32)
This form is suitable for bridge-vehicle interaction problemssince suspension damping is not small and diagonalizationof damping matrix as in case of Rayleighrsquos damping may notbe fully convincing [119868] is an identity matrix and 0 a nullvector or matrix Let the eigenvalues of the state matrix A be1205721 1205722 1205723 120572
2119899and the corresponding eigenvectors u1
u2 u3 u2119899 The modal matrix is defined as[119880] = [119906
11199062 119906
2119899] (33)
The eigenvalues are assumed to be distinct Thus one has
[119880]minus1[119860] [119880] = diagonal [120572
1 1205722 1205723 120572
2119899] (34)
Let us assume119901 = [119880] V (35)
Using linear transformation in (35) the state-space equationsin decoupled form can be written as
V119895(119905) + 120572
119895V119895(119905) = 119877
119895(119905) 119895 = 1 2 3 2119899 (36)
with
119877119895=
119899
sum
119896=1
1199061015840
119895119904
119899
sum
119904=1
1198981015840
119904119896119865119896(119905) (37)
1199061015840
119895119904denotes elements in the inverse of the matrix [119880] and1198981015840
119904119896
the elements in the inverse of matrix [119872]The general solution of (36) in Stieltjes integral [38] form
may be expressed as
V119895(119905) = 119883
0119895exp (minus120572
119895119905) + int
infin
minusinfin
119867119895(120596 119905) 119889119878 [119865
119896(120596)] (38)
where 1198830119895
are constants of integration to be determinedfrom the initial conditions119867
119895(120596 119905) is the transient frequency
response function given by [38]
119867119895(120596 119905) =
1
minus119894120596 + 120572119895
[exp (minus119894120596119905) minus exp minus120572119895(119905 minus 1199050)]
(39)It can be seen that as 119905
0rarr minusinfin for the positive real
part of 120572119895 119867119895(120596 119905) approaches the limiting value (1 minus
119894120596 + 120572119895) exp(minus119894120596119905) This is the characteristics of stable
dynamic system Using (37) and (39) in (38) the response ingeneralized normal coordinate may be expressed as
119903119898(119905) =
2119899
sum
119895=1
119906119898+119899119895
1198830119895exp (minus120572
119895119905)
+
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896int
infin
minusinfin
119867119895(120596 119905) 119889119878 (119865
119896(120596))
119898 = 1 2 3 119899
(40)
8 Shock and Vibration
The first term of (40) represents homogeneous solution ofthe system equation due to initial condition and the secondterm of the equation may be written using the limiting valueof transient frequency response function
119903119875119898
(119905) =
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
times
119899
sum
119896=1
1198981015840
119904119896int
infin
minusinfin
exp (minus119894120596119905)minus119894120596 + 120572
119895
119865119896(120596) 119889120596
(41)
Using Fourier integral [39] and changing the order of integra-tion (41) can be written as
119903119875119898
(119905)
=
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896
times int
infin
minusinfin
119865119896(120591) [
1
2120587int
infin
minusinfin
exp [119894120596 (120591 minus 119905)]minus119894120596 + 120572
119895
119889120596]119889120591
(42)
Using Cauchyrsquos residue theorem [39] the particular solutioncan be expressed as
119903119875119898
(119905) =
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896119868119895119896 (43)
where
119868119895119896= int
119905
0
exp [120572119895(120591 minus 119905)] 119865
119896(120591) 119889120591 (44)
in which 119905 is the bridge loading time 119868119895119896
can be split up forconvenience as
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (45)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 3119899V+4 119899V+2+119899119887 119911 = 119899V+119899119887+3 119899V+119899119887+4 119899V+119899119887+119899119879+2
Closed form expressions for the components of the aboveintegral which generates each of the response samples havebeen developed and given in the appendixThe response sam-ples thus form complete ensemble of the process Averagingacross the ensemble at each time step yields mean 120583
119884(119905119896) and
standard deviation 120590119884(119905119896) of a response process 119884
4 Results and Discussions
41 Model Validation The results obtained by present ana-lytical method have been first compared with numericallysimulated results and published results from the literatureNewmark integration scheme [40] has been adopted fornumerical simulation Time step for integration purpose hasbeen selected as 0005 sec Two-axle vehicle model data andbridge of single span with simple supports have been usedfor comparison purpose For this purpose bridge and vehicleparameters have been selected from study conducted byDengand Cai [41] in which they have also presented experimental
0 05 1 15 2 25
Disp
lace
men
t (m
)
Time (s)
Numerically simulated resultPresent analytical resultExperimental result [41]
50E minus 4
00E + 0
minus50E minus 4
minus10E minus 3
minus15E minus 3
minus20E minus 3
Figure 2 Comparison of analytical numerical and experimentalresults
data Following are the inputs taken in both analytical modeland numerical integration scheme
span (119871) 16764m mass per unit length (119898119887) 108 times
104 kgm flexural rigidity (119864
119887119868119887) 248 times 10
12Nm2 torsionalrigidity (119866
119887119869119887) 248 times 10
12Nm2 mass moment of inertia(119868119887) 187 times 10
5 kgm2m 119864119887= 32GPa deck = 2512GPa
vehicle mass (119898V) 248 times 104 kg mass of front and rear
wheel (1198981199081 1198981199082) 7254 kg eachmassmoment of inertia (119868V)
172times105 kgm2 front and rear suspension stiffness (119896V1 119896V2)
728 times 105Nm 197 times 10
6Nm front and rear suspensiondamping (119888V1 119888V2) 21896Nsm 71818Nsm and front andrear tyre stiffness (119896
1199051 1198961199052) 197 times 10
6Nm 474 times 106Nm
In Figure 2 the analytically obtained response sample hasbeen compared with numerically simulated response sampleand experimental results found in [41] The comparison ofresponse sample exhibits close agreement between analyticaland numerically simulated results The experimental data inthe initial portion has shown considerable deviation fromtheoretical results which however becomes closer in thelater part of the response time historyThe peakmagnitude ofthe displacement in analytical numerical and experimentalresults agrees well
42 Parametric Study The following system data have beenadopted to generate numerical results and to conduct para-metric study a RC slab-girder bridge of span (119871) 20mthree longitudinal girders along the span and three cross-girders at midspan and at supports are provided in bridgethe lane width 86m deck thickness 200mm and concretecharacteristic strength 25Nmm2 The cross-section of thebridge is shown in Figure 3 A finite element (FE) model ofbridge in SAP2000 commercial software is first developedusing the above details of the bridge so as to match thefundamental natural frequency andfirstmodal damping ratioof the simply supported beam model of T-beam bridgeThe sectional properties of FE model are then used inthe present analytical program of the bridge The followingphysical parameters are finally selected for the beam modelto represent a T-beam RC concrete bridge
mass (119898119887) 1115times103 kgm flexural rigidity (119864
119887119868119887) 37times
1010N-m2 and torsional rigidity (119866
119887119869119887) 1695 times 10
10N-m2
Shock and Vibration 9
56 MM THKAC wearing coat
860
086
756
038
084
063 063 063
300 300
015
025
120
Figure 3 Cross-section of T-beam bridge (all dimensions are in meter)
1200
935
978
265100
250
1200
Figure 4 Longitudinal section of vehicle (all dimensions are in meter)
The sectional parameters to be given in the beam model ofbridge have been found from the FE model of bridge in SAP2000 commercial software to match the fundamental naturalfrequency and first modal damping of both the beam and theFE model of bridge
Vehicle parameters are as follows a long vehicle carryingheavy load often crossing the bridge has been chosen toillustrate the present approach The standards of vehicle aredifferent from the live load prescribed by bridge code Inthe present study we use a vehicle type TATA 3516C-EX asshown in Figures 4 and 5 This has been idealized as Euler-Bernoulli beam adopted in present formulation Followingare the important physical parameters pertaining to vehiclelength (119897V) 12m flexural rigidity (119864V119868V) 53times10
6N-m2 massper unit length (119898V) 1500 kgm front and rear wheel masses(1198981199081 1198981199082) 800 kg each suspension stiffness front and rear
(119896V1 119896V2) 36 times 107Nm suspension damping front and rear
(119888V1 119888V2) 72 times 104N-secm front and rear tyre stiffness
(1198961199051 1198961199052) 09 times 10
7Nm and front and rear tyre damping(1198961199051 1198961199052) 07 times 104N-secm
421 Bridge Response Statistics Bridge mean responses atmidspan displacement (120583
119889119910) velocity (120583V119910) and acceleration
(120583119886119910) subjected to three vehicle speed have been shown in
Figures 6 7 and 8 The roughness of the bridge deck hasbeen assumed to be of poor category as per ISO classifi-cation corresponding to roughness coefficient 120589
119904= 16 times
10minus6m2(mcycle) [42] The mean peak central deflection is
found to increase with the vehicle speed The correspondingstandard deviation of each response displacement (120590
119889119911)
velocity (120590V119911) and acceleration (120590119886119911) has been shown in
Figures 9 10 and 11 It may be noted that bridge response fre-quency ismodified by change in vehicle velocity and obtainedbehavior has appropriate physical sense that higher velocityincreases the temporal frequency of road excitation This isobvious from left shift of the peak when velocity increasesfrom lower to higher The peak magnitude is also higher incase of vehicle travelling with higher velocity No definitepattern is discernible in the standard deviation Althoughthe magnitudes of standard deviation are insignificant forpractical purpose magnitudes of the coefficient of variationof peak displacement velocity and accelerations are found tobe 011 0183 and 0105 respectively Itmay bementioned thatdynamic loads do not lead to major bridge damage except inresonance but they contribute to continuous degradation ofbridge increasing necessity of bridge maintenance
10 Shock and Vibration
200
030
075 120 075
Figure 5 Vehicle cross-section (all dimensions are in meter)
0 05 1 15 2 25 3 35 4
Time (s)10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
50kmh60kmh80kmh
Figure 6 Mean displacement of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)
minus80E minus 3
40E minus 3
minus10E minus 18
minus40E minus 3
minus80E minus 3
minus12E minus 2
120583y
(ms
)
50kmh60kmh80kmh
Figure 7 Mean velocity of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
minus12E minus 1
minus16E minus 1
120583ay
(ms2)
50kmh60kmh80kmh
Figure 8 Mean acceleration of bridge at the midspan
0 05 1 15 2 25 3 35 4Time (s)
40E minus 5
30E minus 5
20E minus 5
10E minus 5
00E + 0
minus10E minus 5
120590dy
(m)
50kmh60kmh80kmh
Figure 9 Standard deviation of bridge midspan deflection
422 Vehicle Response Statistics The mean vehicle bodyresponses (at centroid)mdashdisplacement (120583
119889119911) velocity (120583V119911)
and acceleration (120583119886119911) time historymdashincluding residual
response have been shown in Figures 12 13 and 14 Thecorresponding standard deviation of responses displacement(120590119889119911) velocity (120590V119911) and acceleration (120590
119886119911) is shown in
Figures 15 16 and 17 It has been seen that the peak response isincreased with increase in vehicle speed Standard deviationhas no definite trend in the present case for vehicle response
423 Effect of Vehicle Flexibility on Mean and Standard Devi-ation The contribution of significant number of structuralmodes of vehicle to bridge response has been examined ina bar diagram presented in Figures 18 and 19 by comparingmaximum mean and standard deviation respectively It maybe seen that inclusion of bendingmodes of the vehicle reducesthe response magnitude of the bridge The same figure alsoreveals that when flexiblemodes of the vehicle are consideredsummation of first five modes for finding the response isadequate Figures 20 and 21 show the comparison of mean
Shock and Vibration 11
0 05 1 15 2 25 3 35Time (s)
16E minus 3
12E minus 3
80E minus 4
40E minus 4
00E + 0
minus40E minus 4
120590y
(ms
)
50kmh60kmh80kmh
Figure 10 Standard deviation of bridge midspan velocity
0 05 1 15 2 25 3 35Time (s)
16E minus 2
12E minus 2
80E minus 3
40E minus 3
00E + 0
120590ay
(ms2)
50kmh60kmh80kmh
Figure 11 Standard deviation of bridge midspan acceleration
0 05 1 15 2 25 3Time (s)
80E minus 3
40E minus 3
00E + 0
minus40E minus 3
minus80E minus 3
minus12E minus 2
minus16E minus 2
120583dz
(m)
50kmh60kmh80kmh
Figure 12 Mean displacement of vehicle CG
0 05 1 15 2 25 3Time (s)
12E minus 1
80E minus 2
40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
120583z
(ms
)
50kmh60kmh80kmh
Figure 13 Mean velocity of vehicle at CG
0 1 2 3Time (s)
80E minus 1
40E minus 1
00E + 0
minus40E minus 1
minus80E minus 1
50kmh60kmh80kmh
120583az
(ms2)
Figure 14 Mean acceleration of vehicle at CG
0 05 1 15 2 25 3Time (s)
10E minus 3
80E minus 4
60E minus 4
40E minus 4
20E minus 4
00E + 0
120590dz (m
)
50kmh60kmh80kmh
Figure 15 Standard deviation of vehicle displacement at CG
12 Shock and Vibration
0 1 2 3Time (s)
80E minus 3
60E minus 3
40E minus 3
20E minus 3
00E + 0
120590z
(ms
)
50kmh60kmh80kmh
Figure 16 Standard deviation of vehicle velocity at CG
0 05 1 15 2 25 3Time (s)
40E minus 2
30E minus 2
20E minus 2
10E minus 2
00E + 0
120590az
(ms2)
50kmh60kmh80kmh
Figure 17 Standard deviation of vehicle acceleration at CG
A B C D
50E minus 04
40E minus 04
30E minus 04
20E minus 04
10E minus 04
00E + 00
120583dy
(m)
Figure 18 Maximummean displacement of bridge at midspan (A)rigid vehicle (B) flexible vehicle only with first structural mode (C)flexible vehicle with first three structural modes and (D) flexiblevehicle with first five structural modes
A B C D
40E minus 05
30E minus 05
20E minus 05
10E minus 05
00E + 00
120590dy
(m)
Figure 19 Maximum standard deviation of displacement atmidspan (A) rigid vehicle (B) flexible vehicle only with firststructural mode (C) flexible vehicle with first three structuralmodes and (D) flexible vehicle with first five structural modes
0 025 05 075 1 125 15 175Time (s)
Flexible vehicleRigid vehicle
30E + 5
25E + 5
20E + 5
15E + 5
10E + 5
50E + 4
00E + 0
120583F
(N)
Figure 20 Mean of imposed force time history of the bridge due topassage of rigid and flexible vehicle
Flexible vehicleRigid vehicle
0 025 05 075 1 125 15 175Time (s)
25E + 4
20E + 4
15E + 4
10E + 4
50E + 3
00E + 0
minus50 + 3
120590F
(N)
Figure 21 Standard deviation of imposed force time history of thebridge due to passage of rigid and flexible vehicle
Shock and Vibration 13
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
minus40E minus 4
120583dy
(m)
Figure 22 Effect of flexibility on mean response of bridge (A)119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107 N-m2 and (C) 119864V119868V =
82 times 1010 N-m2
0 05 1 15 2 25 3 35Time (s)
ABC
20E minus 5
16E minus 5
12E minus 5
80E minus 6
40E minus 6
00E + 0
120590dy
(m)
Figure 23 Effect of flexibility on standard deviation of bridgeresponse (A) 119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107N-m2
and (C) 119864V119868V = 82 times 1010N-m2
and standard deviation of imposed force on the bridge dueto passage of a rigid vehicle with those of flexible vehicle Itreveals that when structural bending modes are consideredthe imposed force on the bridge is lessThismay be attributedto the fact that part total strain energy has been utilized inbending of elastic vehicle body as compared to rigid beamwhich reduces imposed force on the bridge
The comparison of mean response of bridge at midspanwith different values of vehicle flexural rigidity has beenpresented in Figure 22 Corresponding standard deviation ispresented in Figure 23 It may be noted that vehicle withlower flexural rigidity generates less response in the bridgeIn generating numerical results under this section vehiclevelocity is taken as 60 kmh
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
Figure 24 Mean of bridge midspan displacement due to differenteccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909= 1m and
(C) 119890119909= 15m
0 05 1 15 2 25 3 35Time (s)
ABC
30E minus 5
25E minus 5
20E minus 5
15E minus 5
10E minus 5
50E minus 6
00E + 0
120590dy
(m)
Figure 25 Standard deviation of bridge midspan displacement dueto different eccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909=
1m and (C) 119890119909= 15m
424 Effect of Eccentricity of Vehicle Path on Mean andStandard Deviation The effect of eccentricity on the bridgeresponse has been studied by varying the loading positionfrom the centre of the bridge width In the result shown inFigures 24 and 25 6 to 8 increment in the bridge dynamicresponses has been observed as the eccentricity varies from05m to 15m The vehicle stiffness for comparing the resultsin Figures 24 and 25 is taken uniform (119864V119868V = 53times10
6Nsdotm2)In generating numerical results under this section vehiclevelocity is taken as 60 kmh
43 Dynamic Amplification Factor (DAF) Considering anyresponse variable 119884 as random process the maximumdynamic response can be written as
119884dynamic =1003816100381610038161003816120583119884 (119909119896 119905119896) + 120590119884 (119909119896 119905119896)
1003816100381610038161003816 (46)
14 Shock and Vibration
1
12
14
16
18
0 0002 0004 0006 0008 001
DA
F
ABC
GbJbEbIb
Figure 26 Dynamic amplification factor (DAF) with the ratio ofbridge torsional rigidity to flexural rigidity (119866
119887119869119887119864119887119868119887) for different
vehicle flexural rigidity (A) 119864V119868V = 53 times 106N-m2 (B) 119864V119868V = 64 times
107 N-m2 and (C) 119864V119868V = 82 times 10
10 N-m2
where 119884dynamic denotes the maximum response due to fluctu-ating load imposed on bridge due to vibratory motion of thevehicle excited by road unevenness
Thus dynamic amplification factor (DAF) in this study isdefined as
DAF =119884static + 119884dynamic
119884static (47)
where119884static refers to the response of the bridge at themidspanlocation for adverse position of static wheel loads
431 Effect of Bridge Torsional Rigidity on Dynamic Ampli-fication Factor (DAF) The effect of torsional rigidity ofbridge has been studied by obtaining DAF for differentratios of torsional rigidity (119866
119887119869119887) to flexural rigidity (119864
119887119868119887)
of bridge with various values of vehicle flexural rigidity(119864V119868V) and presented in Figure 26 The results reveal thatdynamic amplification factor decreases by an amount of 23to 34 when the ratio of torsional rigidity to flexural rigidityof bridge increases from 0002 to 001 This indicates thattorsionally stiffer bridge produces less dynamic amplificationof static live load response
432 Effect of VehicleMass and Speed onDAF Since dynamicamplification factor depends on several variables we chooseto represent it by surface plot rather than a two-dimensionalplot The effect of vehicle mass as well as speed on thedynamic amplification factor (DAF) has been shown inFigure 27 Individual effect on earlier classical studies [43]has shown that effect of increasing mass has reducing effecton DAF However a surface plot shown in Figure 18 shows
that combined effect has an increasing trend Earlier authorsargued that reduction of dynamic amplification factor withincreasing vehicle weight is due to increase of static deflec-tion However the coupled dynamic interaction may be thecause of increased inertia force in addition to suspensionforce imposed by moving mass at greater velocity whichincreases dynamic component of the response
433 Effect of Bridge Surface Roughness and Speed Thesurface roughness and speed of the vehicle are two mostinfluential factors that can cause increased dynamic ampli-fication factor and rapid degradation of the bridge Bridgedynamic amplification factor has been found by changingbridge surface roughness coefficient for good condition topoor condition as mentioned in ISO specification [42] withchange in vehicle speed Figure 28 shows that poor conditionof road induces more deflection on the bridge when vehiclemoves over it and also can be catalyzed by vehicle speed
434 Effect of Bridge Span and Velocity The span of thebridge is an important factor which decides the impact factorinmost of the bridge design codes Combined effect of bridgespan and speed of the vehicle on DAF is not fully knownFigure 29 shows the DAF with variation of bridge span andvelocity It has been found thatwhen the bridge span increasesfrom 14m to 30m dynamic amplification factor decreases byan amount of 12 to 15 irrespective of increase of vehiclevelocity Although increasing span shows a decreasing trendin DAF similar to the earlier studies the increment found inthe present case is not very significant for the range of span14ndash30m
5 Conclusions
In the present study an analytical solution for coupledvehicle-bridge interaction problem considering eccentricallymoving flexible vehicle as well as randomdeck surface rough-ness has been obtained Response samples are generatedfrom the expressions derived in the present study consideringnonhomogeneity of deck roughness The results obtainedfrom analytical approach have been validated with numericalsimulation and experimental data available in the literatureIndividual and combined effects of several bridge-vehicleparameters have been considered to find out the responsestatistics The increased effect of vehicle speed has beenfoundmore significant in changing the frequency of imposedoscillation rather than noticeable increase in response peaksCombined effect of increasing vehicle weight and speed hasbeen found to increase the dynamic amplification factor Thestudy reveals that flexibility of long vehicle is an importantconsideration in obtaining bridge response and due tochange in load carrying vehicle configuration it is nowimperative to address this issue in bridge design codesTorsion of the bridge is activated by eccentric movement ofvehicle and dynamic amplification factor is largely depen-dent on the ratio of torsional rigidity to flexural rigidity ofbridge cross-section
Shock and Vibration 15
1520 25 30 35 40
45 5055
404550556065707580146148
15152154156158
16162164
Vehicle mass (kg)Vehicle speed (kmh)
DA
F
times103
Figure 27 Dynamic amplification factor with change in vehicle speed and vehicle mass
4050
6070
8013514
14515
15516
16517
17518
Vehicle speed (kmh)
DA
F
Roughness coefficient (m2cyclem)
18e minus 6 16e minus 6 14e minus 612e minus 6
10e minus 6 8e minus 66e minus 6
2e minus 64e minus 6
Figure 28 Dynamic amplification factor with vehicle speed and bridge surface roughness
4045
5055
6065
7075
80
14161820222426283013
14
15
16
17
18
Vehicle speed (kmh)Bridge span (m)
DA
F
Figure 29 Dynamic amplification factor with change in bridge span and vehicle speed
16 Shock and Vibration
Appendix
Expression of the Integral 119868119895119896
forGenerating Response Sample
The vector 119865(119905) needed to perform the integration is givenbelow
119865119895(119905) = 0 for119895 = 1 2 3 119899V
= 119896119905119895minus119899V
ℎ (119909119895minus119899V
) + 119888119905119895minus119899V
ℎ (119909119895minus119899V
)
For119895 = 119899V + 1 119899V + 2
= 1198961199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198961199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
+ 1198881199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198881199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
For 119895 = 119899V + 3 119899V + 4 119899V + 2 + 119899119887
= 1198901199091198961199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+ 1198961199052ℎ (1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
+ 1198881199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+1198881199052ℎ1015840(1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
For 119895 = 119899V + 119899119887 + 3
119899V + 119899119887 + 4 119899V + 119899119887 + 119899119905 + 2
(A1)
Themean surface profile has been taken as shallow parabolicthe equation of which with respect to one end of the bridge isgiven by
ℎ119898(119909) =
4ℎ0
1198712119909 (119871 minus 119909) (A2)
For one trial a generation of a set of random phase angles 120579119904
(119904 = 1 2 119873) is employed to express a Gaussian process is
ℎ119903(119909) =
119873
sum
119904=1
119860119904cos (2120587Ω
119904119909 + 120579119904) (A3)
Further ℎ1015840(119909) = 119889ℎ119889119909 and ℎ(119909) = 119889ℎ119889119905 = 119881(119889ℎ119889119909) where119881 is the speed of vehicle
For convenience of computation
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (A4)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 2 + 1119899V + 2 + 2 119899V + 2 + 119899
119887 119911 = 119899V + 2 + 119899
119887+ 1 119899V + 2 + 119899
119887+
2 119899V + 2 + 119899119887 + 119899119879Thefirst term 119868
119895119908(119908 = 1 2 119899V) of (A4) can bewritten
as
1198681198951= 1198681198952= sdot sdot sdot = 119868
119895119899V= 0 (A5)
The second term of (A4) can be written as
119868119895119909= 1198681198951199091
+ 1198681198951199092 (A6)
Splitting the first term of integral (A6) again into two we get
1198681198951199091
= 11986811989511990911
+ 11986811989511990912
(A7)
Introducing 119860119904= radic2119878(119881Ω
119904)minus2 and 119861
119904= 2120587Ω
119871+ (119904 minus
05)(Ω119880minus Ω119871)119873 the components can be written as
11986811989511990911
= 1198961199051[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895cos (120579
119904) minus 119861119904119881 sin (120579
119904)
+ exp (120572119895119905)
times [120572119895cos (119861
119904119881119905 + 120579
119904)
+119861119904119881 cos (119861
119904119881119905 + 120579
119904)]
+4ℎ0119881
12057231198951198712
120572119895119871 (120572119895119905 + exp (minus120572
119895119905) minus 1)
minus119881
12057231198951198712
120572119895119905 (120572119895119905 minus 2) minus 2 exp (minus120572
119895119905) + 2 ]
]
11986811989511990912
= 1198881199051[
[
119873
sum
119904=1
119881119860119904119861119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895sin (120579119904) minus 119861119904119881 cos (120579
119904)
+ exp (120572119895119905)
times [120572119895sin (119861
119904119881119905 + 120579
119904)
minus119861119904119881 sin (119861
119904119881119905 + 120579
119904)]
minus4ℎ0119881 exp (minus120572
119895119905)
12057231198951198712
times 2119881 [exp (minus120572119895119905) (120572119895119905 minus 1) + 1]
minus1
120572119895119871exp (120572
119895119905) minus 2]
]
(A8)
Shock and Vibration 17
Similarly splitting the second term of integral (A6) into twowe get
1198681198951199092
= 11986811989511990921
+ 11986811989511990922
11986811989511990921
= 1198961199052[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2
times minus 120572119895cos (119861
119904119897V minus 120579119904) minus 119861119904119881 sin (119861
119904119897V minus 120579119904)
+ exp (120572119895119905) [120572119895cos (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 sin (119861
119904(119897V minus 119881119905) + 120579119904)]
+1198812[2 minus exp (120572
119895119905) 120572119895119905 (120572119895119905 minus 2) + 2]
+4ℎ0
12057231198951198712
minus1205722
119895119897V (119897V + 119871) (exp (120572119895119905) minus 1)
+120572119895119881 (2119897V + 119871) [exp (120572119895119905) (120572119895119905 minus 1) + 1] ]
]
11986811989511990922
= 1198881199052[
[
119873
sum
119904=1
119860119904119861119904119881
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2120572119895sin (119861
119904119897V minus 120579119904)
+ 119861119904119881 cos (119861
119904119897V minus 120579119904)
minus exp (120572119895119905) [120572119895sin (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 cos (119861
119904(119897V minus 119881119905) + 120579119904)]
+4ℎ0119881 exp (minus120572
119895119905)
12057221198951198712
times 2119881 [exp (120572119895119905) (120572119895119905 minus 1) + 1]
minus120572119895(2119897V + 119871) (exp (120572119895119905) minus 1)]
]
(A9)
The third term of (A4) is written as
119868119895119910=
119899119887
sum
119896=1
119868119895119899V+2+119896
(A10)
The 119896th term of the above series is composed of ten differentterms as given below
119868119895119899V+2+119896
=
10
sum
119886=1
119868(119895119899V+2+119896)119886
(119896 = 1 2 3 119899119887) (A11)
The components of (A11) are as followsIntroducing the following parameters
119876119904= 119861119904119881 119877
119896=119896120587119881
119871
119878119896=119896120587
119871 119885
119904= 119861119904119897V
119868(119895119899V+2+119896)
1
=1
21198961199051
119873
sum
119904=1
119860119904 ((2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) cos (120579
119904)
+2120572119895119876119904sin (120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times cos (119876119904minus 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119876
119904+ 119877119896) 119905 + 120579
119904
minus (119877119896+ 119876119904)
times cos (119876119904+ 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
2
=1
21198961199051[
[
4ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198762119904)3
times 119871 (1205722
119895+ 1198762
119904) [exp (120572
119895119905) sin (119876
119904119905)
times 1198762
119904(120572119895119905 + 1)
+1205722
119895(120572119895119905 minus 1)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904119905 + 120572119895(120572119895119905 minus 2)] minus 2120572
119895119876119904
+ 119881 (21198763
119904+ 119876119904exp (120572
119895119905)) cos (119876
119904119905)
times 1198764
1199041199052+ 21198762
119904(1205722
1198951199052minus 2120572119895119905 minus 1)
18 Shock and Vibration
+1205722
119895(1205722
1198951199052minus 4120572119895119905 + 6)
minus exp (120572119895119905) sin (119876
119904119905)
times 1198764
119904(120572119895119905 + 2) + 120572
1198951198762
119904(1205722
1198951199052minus 3)
+1205723
119895(1205722
1198951199052minus 2120572119895119905 + 2) minus 6120572
2
119895119876119904]
]
119868(119895119899V+2+119896)
3
=1
21198961199052
119873
sum
119904=1
119860119904[ exp (minus120572
119895119905)
times (((119877119896+ 119876119904) cos (119878
119904minus 119885119904minus 120579119904)
+120572119895sin (119878119896minus 119885119904minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times (((119877119896minus 119876119904) cos (119878
119896minus 119885119904+ 120579119904)
+120572119895sin (119878119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 119878
119896minus 119885119904+ 120579119904
minus (119877119896+ 119876119904) cos (119876
119904minus 119877119896) 119905
+119878119896minus 119885119904+ 120579119904)
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
+ ((120572119895sin 119878119896+ 119885119904minus (119876119904+ 119877) 119905 minus 120579
119904
+ (119877119896+ 119876119904) cos 119878
119896+ 119885119904
+ (119876119904+ 119877119896) 119905
minus120579119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
4
= minus1
21198961199052[
[
4ℎ0119881
1198712(1205722119895+ 1198812)
3
times sin (119881119905 minus 119897V) [1205721198951198972
V(1205722
119895+ 1198812)2
minus 119897V (1205722
119895+ 1198812)
times minus1205723
119895119871 minus 1205721198951198711198812
+ 21198813(120572119895119905 + 1)
+21205722
119895119881(120572119895119905 minus 1)
+ 119881 [119881 21205723
119895+ 120572119895119905(1205722
119895+ 1198812)2
+2119905 (1205724
119895minus 1198814) minus 6120572
1198951198812
minus 119871 (1205722
119895+ 1198812)
times 1205722
119895(120572119895119905 minus 1)+ 119881
2(120572119895119905 +1)]
+ 119881 cos (119897V minus 119881119905) [1198814(1198972
V + 119897V119871
+21205722
1198951199052minus 4120572119895119905 minus 2)
+ 1205722
1198951198812(21198972
V + 2119897V119871
+41205722
1198951199052+ 6)
+ 1205724
119895119897V (119897V + 119871)
minus 1198815119905 (2119897V + 119871)
times (120572119895119905 minus 1)
minus 1205723
119895119881 (2119897V + 119871)
times (120572119895119905 minus 2) + 119897
2
V1198816]]
]
119868(119895119899V+2+119896)
5
=1
21198881199051
119873
sum
119904=1
119860119904119876119904( minus (2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) sin (120579
119904)
minus2120572119895119876119904cos (120579
119904))
times (1205722
119895+ (119876119904minus 119877)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times sin (119876119904minus 119877119896) 119905 + 120579
119904)
Shock and Vibration 19
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos (119876
119904+ 119877119896) 119905 + 120579
119904
+ (119877119896+ 119876119904)
times sin (119876119904+ 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
6
= minus1198881199051
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) cos (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) sin (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
7
=1
21198881199052
119873
sum
119904=1
119860119904119876119904
times [ exp (minus120572119895119905 ( ( (119877
119896+ 119876119904) sin (119878
119896+ 119885119904minus 120579119904)
minus120572119895cos (119878
119896+ 119885119904minus 120579119904))
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times ( ( (119876119904minus 119877119896) sin (119878
119896minus 119885119904+ 120579119904)
+120572119895cos (119878
119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos 119878
119896+ 119885119904minus (119876119904+ 119877119896) 119905 minus 120579
119904
minus (119877119896+ 119876119904) sin 119878
119896+ 119885119904
minus (119876119904+ 119877119896) 119905 minus 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos 119878
119896minus 119885119904+ (119876119904minus 119877119896) 119905 + 120579
119904
+ (119876119904minus 119877119896) sin 119878
119896minus 119885119904
+ (119876119904minus 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
8
= minus1198881199052
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) sin (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
9
= minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881 + exp (120572119895119905) 119896120587119881 cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881cos(119896120587119863119871
)
minus exp (120572119895119905) cos(119896120587119863 minus 119881119905
119871)
minus 119871120572119895sin(119896120587119863
119871)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119896)
10
= minus21198711198812(1198981199081
+ 1198981199082)
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
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Shock and Vibration
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Navigation and Observation
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DistributedSensor Networks
International Journal of
Shock and Vibration 3
v
D1D2
c1c2 z(u t)
mw1mw2
ct1ct2y(x t)
kt1kt2
k1k2
h(x)
z1(t)z2(t)
ex
x
xcL
l(t)
u
Figure 1 Bridge-vehicle model
in which 119898V 119864V119868V and 119862V denote the mass per unit lengthflexural rigidity and viscous damping per unit length of thevehicle body and 119911(119906 119905) represents vertical deflection of thevehicle body measured at location 119906 from the reference point(taken at the left end of the vehicle) at time instant 119905 Theimpressed vertical force on the vehicle body is given by
119891V (119906 119905)
= [119896V1 119911 (119906 119905) minus 1199111 (119905) + 119888V1 (119906 119905) minus 1 (119905)]
times 120575 (119906 minus 1199061)
+ [119896V2 119911 (119906 119905) minus 1199112 (119905) + 119888V2 (119906 119905) minus 2 (119905)]
times 120575 (119906 minus 1199062)
(2)
where 1199061and 119906
2represent the location of the attachment
point of vehicle suspension from the reference point 1199111
and 1199112denote the vertical displacement of front and rear
wheel masses respectively 119896V1 and 119896V2 are the front and rearvehicle suspension stiffness respectively 119888V1 and 119888V2 representdamping for vehicle front and rear suspension respectively 120575represents Dirac delta function with the property
int
infin
minusinfin
119891 (119909) 120575 (119909 minus 1199091) 119889119909 = 119891 (119909
1) (3)
The equation of motion for the front unsprung mass is givenby
1198981(119905)1+ 11989611990511199111(119905) minus 119910 (119909
1 119905) minus ℎ (119909
1)
+ 119896V1 1199111 (119905) minus 119911 (1199061 119905) + 119888V1 1 (119905) minus (1199061 119905)
+ 1198881199051[1(119905) minus
119863
119863119905119910 (1199091 119905) + ℎ (119909
1)] = 0
(4)
The equation of motion for the rear unsprung mass is givenby
11989822(119905) + 119896
11990521199112(119905) minus 119910 (119909
2 119905) minus ℎ (119909
2)
+ 119896V2 1199112 (119905) minus 119911 (1199062 119905) + 119888V2 2 (119905) minus (1199062 119905)
+ 1198881199052[2(119905) minus
119863
119863119905119910 (1199092 119905) + ℎ (119909
2)] = 0
(5)
where1198981and119898
2are front and rear wheel mass respectively
1198961199051 1198961199052are front and rear suspension stiffness respectively
and 1198881199051 1198881199052are front and rear suspension damping respec-
tively ℎ(1199091) and ℎ(119909
2) represent the nonhomogeneous deck
profile under the front and rear wheels respectively 119910(1199091 119905)
and 119910(1199092 119905) are bridge displacements under front and rear
wheels respectively at any instant of time 119905 119911(1199061 119905) and
119911(1199062 119905) represent vehicle body deflection at the front and rear
wheels position at any instant of time 119905 1199061and 119906
2are the
location of wheel from the end of the vehicle body Coriolisforces that arise due to rolling of wheel on the deflectedprofile of the bridge have been considered in the equation ofmotion using total derivative operator 119863119863119905 (with 119863119910119863119905 =(120597119910120597119909)(120597119909120597119905) + 120597119910120597119905) [1 33]
22 Equation of Motion of Bridge It is assumed that forsymmetrical cross-section (symmetrical about vertical axis)bending and torsion of the bridge would be independentunder vertically applied live loadThus governing differentialequation of motion of the bridge in flexure can be expressedas
119864119887119868119887
1205974119910 (119909 119905)
1205971199094+ 119862119887
120597119910 (119909 119905)
120597119905+ 119898119887
1205972119910 (119909 119905)
1205971199052= 119891119887(119909 119905) (6)
in which119898119887 119864119887119868119887 and 119862
119887represent the mass per unit length
flexural rigidity and viscous damping per unit length of
4 Shock and Vibration
bridgeThe impressed vertical force119891119887(119909 119905) on the bridge due
to vehicle interaction is given by
119891119887(119909 119905)
= minus [11989611990511199111(119905) minus 119910 (119909 119905) minus ℎ (119909)
+11988811990511(119905) minus
119863
119863119905[119910 (119909 119905) + ℎ (119909)]]
times 120575 (119909 minus 1199091)
minus [11989611990521199112(119905) minus 119910 (119909 119905) minus ℎ (119909)
+11988811990522(119905) minus
119863
119863119905[119910 (119909 119905) + ℎ (119909)]] 120575 (119909 minus 119909
2)
minus 1198981+1
2119898V119897V119892120575 (119909 minus 1199091) minus 1198982 +
1
2119898V119897V119892
times 120575 (119909 minus 1199092)
+ 1198981
1198632
1198631199052[119910 (119909 119905) + ℎ (119909)] 120575 (119909 minus 119909
1)
+ 1198982
1198632
1198631199052[119910 (119909 119905) + ℎ (119909)] 120575 (119909 minus 119909
2)
(7)
where 119892 is the acceleration due to gravity The governingdifferential equation of the bridge in torsion can be writtenas
119866119887119869119887
1205972120574 (119909 119905)
1205971199092minus 119862119887119879
120597120574 (119909 119905)
120597119905minus 119868119887
1205972120574 (119909 119905)
1205971199052= 119891119879(119909 119905)
(8)
in which 119868119887119866119887119869119887119862119887119905 and 120574(119909 119905) represent the mass moment
of inertia per unit length torsional rigidity distributedviscous damping to rotational motion and torsional functionof bridge respectively 119869
119887is torsional constant and 119866
119887is
the shear modulus of beam material 119891119879(119909 119905) is the torque
produced in the bridge cross-section due to eccentric loadingwhich is given by
119891119879(119909 119905)
= minus [11989611990511199111(119905) minus 119910 (119909 119905) minus ℎ (119909)
+11988811990511(119905) minus
119863
119863119905[119910 (119909 119905) + ℎ (119909)]]
times 119890119909120575 (119909 minus 119909
1)
minus [11989611990521199112(119905) minus 119910 (119909 119905) minus ℎ (119909)
+11988811990522(119905) minus
119863
119863119905[119910 (119909 119905) + ℎ (119909)]]
times 119890119909120575 (119909 minus 119909
2)
minus 1198981+1
2119898V119897V119892119890119909120575 (119909 minus 1199091)
minus 1198982+1
2119898V119897V119892119890119909120575 (119909 minus 1199092)
+ 1198981
1198632
1198631199052[119910 (119909 119905) + ℎ (119909)] 119890
119909120575 (119909 minus 119909
1)
+ 1198982
1198632
1198631199052[119910 (119909 119905) + ℎ (119909)] 119890
119909120575(119909 minus 119909
2)119909120575 (119909 minus 119909
2)
(9)
The parameter 119890119909in (9) denotes the eccentricity of vehicle
wheels from the centre line of bridge deck
23 Bridge Deck Roughness In the present study we intro-duce a roughness which is nonhomogeneous in space eventhough vehicle velocity is constant by adopting the followingrelation
ℎ (119909) = ℎ119898(119909) +
119873
sum
119904=1
120589119904cos (2120587Ω
119904119909 + 120579119904) (10)
where ℎ119898(119909) is a deterministic mean which represents
construction defects expansion joints created pot holesapproach slab settlement expansion joints development ofcorrugation and so forth 120589
119904is the amplitude of cosine wave
and Ω119904is the spatial frequency (radm) within the interval
[Ω119871 Ω119880] in which power spectral density is defined Ω
119871
and Ω119880are lower and upper cut-off frequencies The deck
roughness is a Gaussian process [34] with a random phaseangle 120579
119904uniformly distributed from 0 to 2120587119873 is the number
of terms used to build up the road surface roughness Theparameters 120589
119904andΩ
119904are computed as
120589119904= radic2119878 (Ω
119904) ΔΩ
Ω119904= Ω119871+ (119904 minus
1
2)ΔΩ
ΔΩ =(Ω119880minus Ω119871)
119873
(11)
in which 119878(Ω119904) is the power spectral density function
(m3rad) taken from [35] modifying the same with additionof one term in denominator so that the function exists whenΩ rarr 0
119878 (Ω) = 119878 (Ω0) times
Ω2
0
Ω119904
2+ Ω2119871
(12)
In the above equation Ω0= 12120587 radm has been taken
The spatial frequency Ω (radm) and temporal frequency 120596(rads) for the surface profile are related to the vehicle speed119881 (ms) as 120596 = Ω119881 In the present study vehicle forwardvelocity has been assumed as constant
24 Discretization of Flexible Vehicle Equation of Motion Asmentioned earlier vehicle body has beenmodeled as free-free
Shock and Vibration 5
beam which has two rigid modes and 119899V number of elasticmodes It can be shown that when the translation of the masscentroid and the rotational motion about the mass centroidare considered the two motions are orthogonal with respectto each other and with respect to the elastic modes [36]Thustotal displacement of these rigid body degrees of freedom andelastic modes can be described by
119911 (119906 119905) =
119899V
sum
119895 =minus1
120601V119895 (119906) 120578119895 (119905) (13)
where 120601V119895(119906) is the vehicle mode shapes the subscript Vdenotes vehicle 120578
119895(119905) is the time dependent generalized
coordinate 119895 is the mode number 119895 = minus1 0 are takento denote rigid body translatory and pitching mode 119895 =
1 2 3 119899V represent elastic mode sequence of free-freebeam and 119899V is the number of significant modes of flexiblevehicle body Thus two rigid modes can be written as
120601minus1= 1
1206010= 119906 minus 119863
2
(14)
where 1198632is a distance of vehicle centre of gravity from the
trailing edge as given in Figure 1The elastic bending modes of free-free beam for 119895 =
1 2 3 are given by [37]
120601V119895 = sin (120572119895119906) + sinh (120572
119895119906)
+ 120573119895[cos (120572
119895119906) + cosh (120572
119895119906)]
120573119895=cos (120572
119895119897V) + cosh (120572
119895119897V)
sin (120572119895119897V) + sinh (120572
119895119897V)
(15)
where corresponding nondimensional frequency parameters120572119895119897V can be related to circular natural frequency as
120596V119895 = 1205722
119895radic
119864V119868V
119898V1198974
V (16)
Substituting (13) in (1) and multiplying both sides of theequation by 120601V119896(119906) and then integrating with respect to 119906
from 0 to 119897V alongwith orthogonality conditions the equationof motion can be discretized as
120578119895(119905) + 2120585V119895120596V119895 120578119895 (119905) + 120596
2
V119895120578119895 (119905) = 119876V119895 (119905) (17)
where 119895 = minus1 0 1 2 Generalized force 119876V119895(119905) in the 119895th mode acting on the
vehicle is given as
119876V119895 (119905) =1
119872V119895int
119897119881
0
119891V (119906 119905) 120601119895 (119906) 119889119906 (18)
in which generalized mass119872V119895 in the 119895th mode is given by
119872V119895 = int
119897V
0
119898V1206012
V119895 (119906) 119889119906 (19)
Making use of (2) and (13) in (17) and integrating theexpression using the property of Dirac delta function one hasthe following expression for generalized force
119876V119895 (119905)
=1
119872V119895
[
[
119896V1
1199111(119905) minus
119899V
sum
119895 =minus1
120601119895(1199061) 120578 (119905)
120601119895(1199061)
+ 119888V1
1(119905) minus
119899V
sum
119895 =minus1
120601119895(1199061) 120578 (119905)
120601119895(1199061)
+ 119896V2
1199112(119905) minus
119899V
sum
119895 =minus1
120601119895(1199062) 120578 (119905)
120601119895(1199062)
+119888V2
2(119905) minus
119899V
sum
119895 =minus1
120601119895(1199062) 120578 (119905)
120601119895(1199062)]
]
(20)
It may be mentioned that infinite number of modes arepossible in continuous system considered in the presentstudy However for practical implementation only first 119899Vmodes of vehicle body have been included
25 Discretization of Bridge Equation of Motion Using first119899119887number of bridge bending modes the bridge deflection in
flexure be written as
119910 (119909 119905) =
119899119887
sum
119896=1
120601119887119896(119909) 119902119896(119905) (21)
where subscript 119887 represents bridge 120601119887119896(119909) is the flexural
mode of the beam for simply supported boundary conditioncorresponding to natural frequency and 120596
119887119896and 119902
119896(119905) are
generalized coordinates in 119896th mode [37]Now substituting (21) in (6) and multiplying both sides
of the equation by 120601119887119895(119909) and then integrating with respect to
119909 from 0 to 119871 with the use of orthogonality conditions theequation of motion can be discretized in normal coordinatesas
119902119896(119905) + 2120585
119887119896120596119887119896
119902119896(119905) + 120596
2
119887119896119902119896(119905) = 119876
119887119896(119905) (22)
where 119896 = 1 2 3 119899119887
The generalized force119876119887119896(119905) in the 119896th mode of bridge in
flexure is given as
119876119887119896(119905) =
1
119872119887119896
int
119871
0
119891119887(119909 119905) 120601
119887119896(119909) 119889119909 (23)
in which generalized mass119872119887119896in the 119896th mode is given by
119872119887119896= int
119871
0
1198981198871206012
119887119896(119909) 119889119909 (24)
6 Shock and Vibration
The generalized force in the 119896th of mode of bridge transversevibration has been worked out as
119876119887119896(119905)
= minus1
119872119887119896
[11989611990511199111(119905) minus
119899119887
sum
119896=1
120601119887119896(1199091) 119902119896(119905) minus ℎ (119909
1)
times 120601119887119896(1199091)
+ 11989611990521199112(119905) minus
119899119887
sum
119896=1
120601119887119896(1199092) 119902119896(119905) minus ℎ (119909
2)
times 120601119887119896(1199092)
+ 11988811990511(119905) minus 119881
119899119887
sum
119896=1
1206011015840
119887119896(1199091) 119902119896(119905)
minus119881
119899119887
sum
119896=1
120601119887119896(1199091) 119902119896(119905) minus 119881ℎ
1015840(1199091)
times 120601119887119896(1199091)
+ 11988811990522(119905) minus 119881
119899119887
sum
119896=1
1206011015840
119887119896(1199092) 119902119896(119905)
minus119881
119899119887
sum
119896=1
120601119887119896(1199092) 119902119896(119905) minus 119881ℎ
1015840(1199092)
times 120601119887119896(1199092)
minus 1198981+1
2119898V119897V119892120601119887119896 (1199091)
minus 1198982+1
2119898V119897V119892120601119887119896 (1199092)
times 1198981
119899119887
sum
119896=1
120601119887119896(1199091) 119902119896(119905)
+ 2119881
119899119887
sum
119896=1
1206011015840
119887119896(1199091) 119902119896(119905)
+1198812
119899119887
sum
119896=1
12060110158401015840
119887119896(1199091) 119902119896(119905) + 4119881ℎ
10158401015840(1199091)
times 120601119887119896(1199091)
+ 1198982
119899119887
sum
119896=1
120601119887119896(1199092) 119902119896(119905)
+ 2119881
119899119887
sum
119896=1
1206011015840
119887119896(1199092) 119902119896(119905)
+ 1198812
119899119887
sum
119896=1
12060110158401015840
119887119896(1199092) 119902119896(119905)
+4119881ℎ10158401015840(1199092)
times 120601119887119896(1199092) ]
(25)
in which (sdot) denotes time derivative Repeating the similarsteps the discretized bridge equation for torsion in normalcoordinates can be expressed as
120574119897(119905) + 2120585
119879119897120596119879119897
120574119897(119905) + 120596
2
119879119897120574119897(119905) = 119876
119879119897(119905)
(119897 = 1 2 3 119899119879)
(26)
where 119899119879represents number of bridge torsional modes con-
sidered and 120596119879119897and 120585119879119897are the natural frequency and modal
damping coefficient of the 119897th mode in torsion respectivelyThe generalized torque in the 119897th mode is given by
119876119879119897(119905) =
1
119872119879119897
int
119871
0
119891119879(119909 119905) 120601
119879119897(119909) 119889119909 (27)
The torsional natural frequency120596119879119897and correspondingmode
120601119879119897
for the given simply supported boundary conditionsfor no warping restrains have been taken from [37] Thegeneralized mass moment of inertia 119872
119879119897in the 119897th mode is
given by
119872119879119897= int
119871
0
1198681198871206012
119879119897(119909) 119889119909 (28)
The generalized torque in the 119897th mode can be expressed as
119876119879119897(119905)
= minus119890119909
119872119879119897
[11989611990511199111(119905) minus
119899119879
sum
119897=1
120601119879119897(1199091) 120574119897(119905) minus ℎ (119909
1)
times 120601119879119897(1199091)
+ 11989611990521199112(119905) minus
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) minus ℎ (119909
2)
times 120601119879119897(1199092)
+ 11988811990511(119905) minus 119881
119899119879
sum
119897=1
1206011015840
119879119897(1199091) 120574119897(119905)
minus119881
119899119879
sum
119897=1
120601119879119897(1199091) 120574119897(119905) minus 119881ℎ
1015840(1199091)
Shock and Vibration 7
times 120601119879119897(1199091)
+ 11988811990522(119905) minus 119881
119899119879
sum
119897=1
1206011015840
119879119897(1199092) 120574119897(119905)
minus119881
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) minus 119881ℎ
1015840(1199092)
times 120601119879119897(1199092)
minus 1198981+1
2119898V119897V119892120601119879119897 (1199091) minus 1198982 +
1
2119898V119897V
times 119892120601119879119897(1199092)
times 1198981
119899119879
sum
119897=1
120601119879119897(1199091) 120574119897(119905) + 2119881
119899119879
sum
119897=1
1206011015840
119879119897(1199091) 120574119897(119905)
+1198812
119899119879
sum
119897=1
12060110158401015840
119879119897(1199091) 120574119897(119905) + 4119881ℎ
10158401015840(1199091)
times 120601119879119897(1199091)
+ 1198982
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) + 2119881
119899119879
sum
119897=1
1206011015840
119879119896(1199092) 120574119897(119905)
+1198812
119899119879
sum
119896=1
12060110158401015840
119879119896(1199092) 120574119897(119905) + 4119881ℎ
10158401015840(1199092)
times 120601119879119897(1199092) ]
(29)
3 Method of Solution
The system of (4) (5) (17) (22) and (26) is coupled secondorder ordinary differential equations In general for continu-ous system like the ones (vehicle and bridge) presented in thepaper infinite number of modes exist However for practicalapplications modes have to be truncated to a finite size Let119899V 119899119887 and 119899
119879be number of significant modes of vehicle
motion bridge flexural and torsional vibration respectivelyThe number of coupled equations becomes 119899 = 2 + 119899V + 119899
119887+
119899119879The system equations can be expressed inmatrix notation
as
[119872] 119903 (119905) + [119862] 119903 (119905) + [119870] 119903 (119905) = 119865 (119905) (30)
where 119903(119905) = 1205781(119905) 1205782(119905) 120578
119899V(119905) 1199111(119905) 1199112(119905) 1199021(119905)1199022(119905) 119902
119899119887(119905) 1205741(119905) 1205742(119905) 120574
119899119879(119905)119879 is the response vec-
tor 119865(119905) is the generalized force vector and [119872] [C]and [119870] are system mass damping and stiffness matrixrespectively
The system equation can be cast into a 2119899-dimensionalfirst order differential equation of the following form
(119905) + [119860] 119901 (119905) = 119875 (119905) (31)
where
119901 (119905) = 119903 (119905)
119903 (119905) 119875 (119905) =
[119872]minus1119865 (119905)
0
[119860] = [119872]minus1[119862]
minus [119868]
[119872]minus1[119870]
[0]
(32)
This form is suitable for bridge-vehicle interaction problemssince suspension damping is not small and diagonalizationof damping matrix as in case of Rayleighrsquos damping may notbe fully convincing [119868] is an identity matrix and 0 a nullvector or matrix Let the eigenvalues of the state matrix A be1205721 1205722 1205723 120572
2119899and the corresponding eigenvectors u1
u2 u3 u2119899 The modal matrix is defined as[119880] = [119906
11199062 119906
2119899] (33)
The eigenvalues are assumed to be distinct Thus one has
[119880]minus1[119860] [119880] = diagonal [120572
1 1205722 1205723 120572
2119899] (34)
Let us assume119901 = [119880] V (35)
Using linear transformation in (35) the state-space equationsin decoupled form can be written as
V119895(119905) + 120572
119895V119895(119905) = 119877
119895(119905) 119895 = 1 2 3 2119899 (36)
with
119877119895=
119899
sum
119896=1
1199061015840
119895119904
119899
sum
119904=1
1198981015840
119904119896119865119896(119905) (37)
1199061015840
119895119904denotes elements in the inverse of the matrix [119880] and1198981015840
119904119896
the elements in the inverse of matrix [119872]The general solution of (36) in Stieltjes integral [38] form
may be expressed as
V119895(119905) = 119883
0119895exp (minus120572
119895119905) + int
infin
minusinfin
119867119895(120596 119905) 119889119878 [119865
119896(120596)] (38)
where 1198830119895
are constants of integration to be determinedfrom the initial conditions119867
119895(120596 119905) is the transient frequency
response function given by [38]
119867119895(120596 119905) =
1
minus119894120596 + 120572119895
[exp (minus119894120596119905) minus exp minus120572119895(119905 minus 1199050)]
(39)It can be seen that as 119905
0rarr minusinfin for the positive real
part of 120572119895 119867119895(120596 119905) approaches the limiting value (1 minus
119894120596 + 120572119895) exp(minus119894120596119905) This is the characteristics of stable
dynamic system Using (37) and (39) in (38) the response ingeneralized normal coordinate may be expressed as
119903119898(119905) =
2119899
sum
119895=1
119906119898+119899119895
1198830119895exp (minus120572
119895119905)
+
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896int
infin
minusinfin
119867119895(120596 119905) 119889119878 (119865
119896(120596))
119898 = 1 2 3 119899
(40)
8 Shock and Vibration
The first term of (40) represents homogeneous solution ofthe system equation due to initial condition and the secondterm of the equation may be written using the limiting valueof transient frequency response function
119903119875119898
(119905) =
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
times
119899
sum
119896=1
1198981015840
119904119896int
infin
minusinfin
exp (minus119894120596119905)minus119894120596 + 120572
119895
119865119896(120596) 119889120596
(41)
Using Fourier integral [39] and changing the order of integra-tion (41) can be written as
119903119875119898
(119905)
=
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896
times int
infin
minusinfin
119865119896(120591) [
1
2120587int
infin
minusinfin
exp [119894120596 (120591 minus 119905)]minus119894120596 + 120572
119895
119889120596]119889120591
(42)
Using Cauchyrsquos residue theorem [39] the particular solutioncan be expressed as
119903119875119898
(119905) =
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896119868119895119896 (43)
where
119868119895119896= int
119905
0
exp [120572119895(120591 minus 119905)] 119865
119896(120591) 119889120591 (44)
in which 119905 is the bridge loading time 119868119895119896
can be split up forconvenience as
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (45)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 3119899V+4 119899V+2+119899119887 119911 = 119899V+119899119887+3 119899V+119899119887+4 119899V+119899119887+119899119879+2
Closed form expressions for the components of the aboveintegral which generates each of the response samples havebeen developed and given in the appendixThe response sam-ples thus form complete ensemble of the process Averagingacross the ensemble at each time step yields mean 120583
119884(119905119896) and
standard deviation 120590119884(119905119896) of a response process 119884
4 Results and Discussions
41 Model Validation The results obtained by present ana-lytical method have been first compared with numericallysimulated results and published results from the literatureNewmark integration scheme [40] has been adopted fornumerical simulation Time step for integration purpose hasbeen selected as 0005 sec Two-axle vehicle model data andbridge of single span with simple supports have been usedfor comparison purpose For this purpose bridge and vehicleparameters have been selected from study conducted byDengand Cai [41] in which they have also presented experimental
0 05 1 15 2 25
Disp
lace
men
t (m
)
Time (s)
Numerically simulated resultPresent analytical resultExperimental result [41]
50E minus 4
00E + 0
minus50E minus 4
minus10E minus 3
minus15E minus 3
minus20E minus 3
Figure 2 Comparison of analytical numerical and experimentalresults
data Following are the inputs taken in both analytical modeland numerical integration scheme
span (119871) 16764m mass per unit length (119898119887) 108 times
104 kgm flexural rigidity (119864
119887119868119887) 248 times 10
12Nm2 torsionalrigidity (119866
119887119869119887) 248 times 10
12Nm2 mass moment of inertia(119868119887) 187 times 10
5 kgm2m 119864119887= 32GPa deck = 2512GPa
vehicle mass (119898V) 248 times 104 kg mass of front and rear
wheel (1198981199081 1198981199082) 7254 kg eachmassmoment of inertia (119868V)
172times105 kgm2 front and rear suspension stiffness (119896V1 119896V2)
728 times 105Nm 197 times 10
6Nm front and rear suspensiondamping (119888V1 119888V2) 21896Nsm 71818Nsm and front andrear tyre stiffness (119896
1199051 1198961199052) 197 times 10
6Nm 474 times 106Nm
In Figure 2 the analytically obtained response sample hasbeen compared with numerically simulated response sampleand experimental results found in [41] The comparison ofresponse sample exhibits close agreement between analyticaland numerically simulated results The experimental data inthe initial portion has shown considerable deviation fromtheoretical results which however becomes closer in thelater part of the response time historyThe peakmagnitude ofthe displacement in analytical numerical and experimentalresults agrees well
42 Parametric Study The following system data have beenadopted to generate numerical results and to conduct para-metric study a RC slab-girder bridge of span (119871) 20mthree longitudinal girders along the span and three cross-girders at midspan and at supports are provided in bridgethe lane width 86m deck thickness 200mm and concretecharacteristic strength 25Nmm2 The cross-section of thebridge is shown in Figure 3 A finite element (FE) model ofbridge in SAP2000 commercial software is first developedusing the above details of the bridge so as to match thefundamental natural frequency andfirstmodal damping ratioof the simply supported beam model of T-beam bridgeThe sectional properties of FE model are then used inthe present analytical program of the bridge The followingphysical parameters are finally selected for the beam modelto represent a T-beam RC concrete bridge
mass (119898119887) 1115times103 kgm flexural rigidity (119864
119887119868119887) 37times
1010N-m2 and torsional rigidity (119866
119887119869119887) 1695 times 10
10N-m2
Shock and Vibration 9
56 MM THKAC wearing coat
860
086
756
038
084
063 063 063
300 300
015
025
120
Figure 3 Cross-section of T-beam bridge (all dimensions are in meter)
1200
935
978
265100
250
1200
Figure 4 Longitudinal section of vehicle (all dimensions are in meter)
The sectional parameters to be given in the beam model ofbridge have been found from the FE model of bridge in SAP2000 commercial software to match the fundamental naturalfrequency and first modal damping of both the beam and theFE model of bridge
Vehicle parameters are as follows a long vehicle carryingheavy load often crossing the bridge has been chosen toillustrate the present approach The standards of vehicle aredifferent from the live load prescribed by bridge code Inthe present study we use a vehicle type TATA 3516C-EX asshown in Figures 4 and 5 This has been idealized as Euler-Bernoulli beam adopted in present formulation Followingare the important physical parameters pertaining to vehiclelength (119897V) 12m flexural rigidity (119864V119868V) 53times10
6N-m2 massper unit length (119898V) 1500 kgm front and rear wheel masses(1198981199081 1198981199082) 800 kg each suspension stiffness front and rear
(119896V1 119896V2) 36 times 107Nm suspension damping front and rear
(119888V1 119888V2) 72 times 104N-secm front and rear tyre stiffness
(1198961199051 1198961199052) 09 times 10
7Nm and front and rear tyre damping(1198961199051 1198961199052) 07 times 104N-secm
421 Bridge Response Statistics Bridge mean responses atmidspan displacement (120583
119889119910) velocity (120583V119910) and acceleration
(120583119886119910) subjected to three vehicle speed have been shown in
Figures 6 7 and 8 The roughness of the bridge deck hasbeen assumed to be of poor category as per ISO classifi-cation corresponding to roughness coefficient 120589
119904= 16 times
10minus6m2(mcycle) [42] The mean peak central deflection is
found to increase with the vehicle speed The correspondingstandard deviation of each response displacement (120590
119889119911)
velocity (120590V119911) and acceleration (120590119886119911) has been shown in
Figures 9 10 and 11 It may be noted that bridge response fre-quency ismodified by change in vehicle velocity and obtainedbehavior has appropriate physical sense that higher velocityincreases the temporal frequency of road excitation This isobvious from left shift of the peak when velocity increasesfrom lower to higher The peak magnitude is also higher incase of vehicle travelling with higher velocity No definitepattern is discernible in the standard deviation Althoughthe magnitudes of standard deviation are insignificant forpractical purpose magnitudes of the coefficient of variationof peak displacement velocity and accelerations are found tobe 011 0183 and 0105 respectively Itmay bementioned thatdynamic loads do not lead to major bridge damage except inresonance but they contribute to continuous degradation ofbridge increasing necessity of bridge maintenance
10 Shock and Vibration
200
030
075 120 075
Figure 5 Vehicle cross-section (all dimensions are in meter)
0 05 1 15 2 25 3 35 4
Time (s)10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
50kmh60kmh80kmh
Figure 6 Mean displacement of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)
minus80E minus 3
40E minus 3
minus10E minus 18
minus40E minus 3
minus80E minus 3
minus12E minus 2
120583y
(ms
)
50kmh60kmh80kmh
Figure 7 Mean velocity of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
minus12E minus 1
minus16E minus 1
120583ay
(ms2)
50kmh60kmh80kmh
Figure 8 Mean acceleration of bridge at the midspan
0 05 1 15 2 25 3 35 4Time (s)
40E minus 5
30E minus 5
20E minus 5
10E minus 5
00E + 0
minus10E minus 5
120590dy
(m)
50kmh60kmh80kmh
Figure 9 Standard deviation of bridge midspan deflection
422 Vehicle Response Statistics The mean vehicle bodyresponses (at centroid)mdashdisplacement (120583
119889119911) velocity (120583V119911)
and acceleration (120583119886119911) time historymdashincluding residual
response have been shown in Figures 12 13 and 14 Thecorresponding standard deviation of responses displacement(120590119889119911) velocity (120590V119911) and acceleration (120590
119886119911) is shown in
Figures 15 16 and 17 It has been seen that the peak response isincreased with increase in vehicle speed Standard deviationhas no definite trend in the present case for vehicle response
423 Effect of Vehicle Flexibility on Mean and Standard Devi-ation The contribution of significant number of structuralmodes of vehicle to bridge response has been examined ina bar diagram presented in Figures 18 and 19 by comparingmaximum mean and standard deviation respectively It maybe seen that inclusion of bendingmodes of the vehicle reducesthe response magnitude of the bridge The same figure alsoreveals that when flexiblemodes of the vehicle are consideredsummation of first five modes for finding the response isadequate Figures 20 and 21 show the comparison of mean
Shock and Vibration 11
0 05 1 15 2 25 3 35Time (s)
16E minus 3
12E minus 3
80E minus 4
40E minus 4
00E + 0
minus40E minus 4
120590y
(ms
)
50kmh60kmh80kmh
Figure 10 Standard deviation of bridge midspan velocity
0 05 1 15 2 25 3 35Time (s)
16E minus 2
12E minus 2
80E minus 3
40E minus 3
00E + 0
120590ay
(ms2)
50kmh60kmh80kmh
Figure 11 Standard deviation of bridge midspan acceleration
0 05 1 15 2 25 3Time (s)
80E minus 3
40E minus 3
00E + 0
minus40E minus 3
minus80E minus 3
minus12E minus 2
minus16E minus 2
120583dz
(m)
50kmh60kmh80kmh
Figure 12 Mean displacement of vehicle CG
0 05 1 15 2 25 3Time (s)
12E minus 1
80E minus 2
40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
120583z
(ms
)
50kmh60kmh80kmh
Figure 13 Mean velocity of vehicle at CG
0 1 2 3Time (s)
80E minus 1
40E minus 1
00E + 0
minus40E minus 1
minus80E minus 1
50kmh60kmh80kmh
120583az
(ms2)
Figure 14 Mean acceleration of vehicle at CG
0 05 1 15 2 25 3Time (s)
10E minus 3
80E minus 4
60E minus 4
40E minus 4
20E minus 4
00E + 0
120590dz (m
)
50kmh60kmh80kmh
Figure 15 Standard deviation of vehicle displacement at CG
12 Shock and Vibration
0 1 2 3Time (s)
80E minus 3
60E minus 3
40E minus 3
20E minus 3
00E + 0
120590z
(ms
)
50kmh60kmh80kmh
Figure 16 Standard deviation of vehicle velocity at CG
0 05 1 15 2 25 3Time (s)
40E minus 2
30E minus 2
20E minus 2
10E minus 2
00E + 0
120590az
(ms2)
50kmh60kmh80kmh
Figure 17 Standard deviation of vehicle acceleration at CG
A B C D
50E minus 04
40E minus 04
30E minus 04
20E minus 04
10E minus 04
00E + 00
120583dy
(m)
Figure 18 Maximummean displacement of bridge at midspan (A)rigid vehicle (B) flexible vehicle only with first structural mode (C)flexible vehicle with first three structural modes and (D) flexiblevehicle with first five structural modes
A B C D
40E minus 05
30E minus 05
20E minus 05
10E minus 05
00E + 00
120590dy
(m)
Figure 19 Maximum standard deviation of displacement atmidspan (A) rigid vehicle (B) flexible vehicle only with firststructural mode (C) flexible vehicle with first three structuralmodes and (D) flexible vehicle with first five structural modes
0 025 05 075 1 125 15 175Time (s)
Flexible vehicleRigid vehicle
30E + 5
25E + 5
20E + 5
15E + 5
10E + 5
50E + 4
00E + 0
120583F
(N)
Figure 20 Mean of imposed force time history of the bridge due topassage of rigid and flexible vehicle
Flexible vehicleRigid vehicle
0 025 05 075 1 125 15 175Time (s)
25E + 4
20E + 4
15E + 4
10E + 4
50E + 3
00E + 0
minus50 + 3
120590F
(N)
Figure 21 Standard deviation of imposed force time history of thebridge due to passage of rigid and flexible vehicle
Shock and Vibration 13
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
minus40E minus 4
120583dy
(m)
Figure 22 Effect of flexibility on mean response of bridge (A)119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107 N-m2 and (C) 119864V119868V =
82 times 1010 N-m2
0 05 1 15 2 25 3 35Time (s)
ABC
20E minus 5
16E minus 5
12E minus 5
80E minus 6
40E minus 6
00E + 0
120590dy
(m)
Figure 23 Effect of flexibility on standard deviation of bridgeresponse (A) 119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107N-m2
and (C) 119864V119868V = 82 times 1010N-m2
and standard deviation of imposed force on the bridge dueto passage of a rigid vehicle with those of flexible vehicle Itreveals that when structural bending modes are consideredthe imposed force on the bridge is lessThismay be attributedto the fact that part total strain energy has been utilized inbending of elastic vehicle body as compared to rigid beamwhich reduces imposed force on the bridge
The comparison of mean response of bridge at midspanwith different values of vehicle flexural rigidity has beenpresented in Figure 22 Corresponding standard deviation ispresented in Figure 23 It may be noted that vehicle withlower flexural rigidity generates less response in the bridgeIn generating numerical results under this section vehiclevelocity is taken as 60 kmh
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
Figure 24 Mean of bridge midspan displacement due to differenteccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909= 1m and
(C) 119890119909= 15m
0 05 1 15 2 25 3 35Time (s)
ABC
30E minus 5
25E minus 5
20E minus 5
15E minus 5
10E minus 5
50E minus 6
00E + 0
120590dy
(m)
Figure 25 Standard deviation of bridge midspan displacement dueto different eccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909=
1m and (C) 119890119909= 15m
424 Effect of Eccentricity of Vehicle Path on Mean andStandard Deviation The effect of eccentricity on the bridgeresponse has been studied by varying the loading positionfrom the centre of the bridge width In the result shown inFigures 24 and 25 6 to 8 increment in the bridge dynamicresponses has been observed as the eccentricity varies from05m to 15m The vehicle stiffness for comparing the resultsin Figures 24 and 25 is taken uniform (119864V119868V = 53times10
6Nsdotm2)In generating numerical results under this section vehiclevelocity is taken as 60 kmh
43 Dynamic Amplification Factor (DAF) Considering anyresponse variable 119884 as random process the maximumdynamic response can be written as
119884dynamic =1003816100381610038161003816120583119884 (119909119896 119905119896) + 120590119884 (119909119896 119905119896)
1003816100381610038161003816 (46)
14 Shock and Vibration
1
12
14
16
18
0 0002 0004 0006 0008 001
DA
F
ABC
GbJbEbIb
Figure 26 Dynamic amplification factor (DAF) with the ratio ofbridge torsional rigidity to flexural rigidity (119866
119887119869119887119864119887119868119887) for different
vehicle flexural rigidity (A) 119864V119868V = 53 times 106N-m2 (B) 119864V119868V = 64 times
107 N-m2 and (C) 119864V119868V = 82 times 10
10 N-m2
where 119884dynamic denotes the maximum response due to fluctu-ating load imposed on bridge due to vibratory motion of thevehicle excited by road unevenness
Thus dynamic amplification factor (DAF) in this study isdefined as
DAF =119884static + 119884dynamic
119884static (47)
where119884static refers to the response of the bridge at themidspanlocation for adverse position of static wheel loads
431 Effect of Bridge Torsional Rigidity on Dynamic Ampli-fication Factor (DAF) The effect of torsional rigidity ofbridge has been studied by obtaining DAF for differentratios of torsional rigidity (119866
119887119869119887) to flexural rigidity (119864
119887119868119887)
of bridge with various values of vehicle flexural rigidity(119864V119868V) and presented in Figure 26 The results reveal thatdynamic amplification factor decreases by an amount of 23to 34 when the ratio of torsional rigidity to flexural rigidityof bridge increases from 0002 to 001 This indicates thattorsionally stiffer bridge produces less dynamic amplificationof static live load response
432 Effect of VehicleMass and Speed onDAF Since dynamicamplification factor depends on several variables we chooseto represent it by surface plot rather than a two-dimensionalplot The effect of vehicle mass as well as speed on thedynamic amplification factor (DAF) has been shown inFigure 27 Individual effect on earlier classical studies [43]has shown that effect of increasing mass has reducing effecton DAF However a surface plot shown in Figure 18 shows
that combined effect has an increasing trend Earlier authorsargued that reduction of dynamic amplification factor withincreasing vehicle weight is due to increase of static deflec-tion However the coupled dynamic interaction may be thecause of increased inertia force in addition to suspensionforce imposed by moving mass at greater velocity whichincreases dynamic component of the response
433 Effect of Bridge Surface Roughness and Speed Thesurface roughness and speed of the vehicle are two mostinfluential factors that can cause increased dynamic ampli-fication factor and rapid degradation of the bridge Bridgedynamic amplification factor has been found by changingbridge surface roughness coefficient for good condition topoor condition as mentioned in ISO specification [42] withchange in vehicle speed Figure 28 shows that poor conditionof road induces more deflection on the bridge when vehiclemoves over it and also can be catalyzed by vehicle speed
434 Effect of Bridge Span and Velocity The span of thebridge is an important factor which decides the impact factorinmost of the bridge design codes Combined effect of bridgespan and speed of the vehicle on DAF is not fully knownFigure 29 shows the DAF with variation of bridge span andvelocity It has been found thatwhen the bridge span increasesfrom 14m to 30m dynamic amplification factor decreases byan amount of 12 to 15 irrespective of increase of vehiclevelocity Although increasing span shows a decreasing trendin DAF similar to the earlier studies the increment found inthe present case is not very significant for the range of span14ndash30m
5 Conclusions
In the present study an analytical solution for coupledvehicle-bridge interaction problem considering eccentricallymoving flexible vehicle as well as randomdeck surface rough-ness has been obtained Response samples are generatedfrom the expressions derived in the present study consideringnonhomogeneity of deck roughness The results obtainedfrom analytical approach have been validated with numericalsimulation and experimental data available in the literatureIndividual and combined effects of several bridge-vehicleparameters have been considered to find out the responsestatistics The increased effect of vehicle speed has beenfoundmore significant in changing the frequency of imposedoscillation rather than noticeable increase in response peaksCombined effect of increasing vehicle weight and speed hasbeen found to increase the dynamic amplification factor Thestudy reveals that flexibility of long vehicle is an importantconsideration in obtaining bridge response and due tochange in load carrying vehicle configuration it is nowimperative to address this issue in bridge design codesTorsion of the bridge is activated by eccentric movement ofvehicle and dynamic amplification factor is largely depen-dent on the ratio of torsional rigidity to flexural rigidity ofbridge cross-section
Shock and Vibration 15
1520 25 30 35 40
45 5055
404550556065707580146148
15152154156158
16162164
Vehicle mass (kg)Vehicle speed (kmh)
DA
F
times103
Figure 27 Dynamic amplification factor with change in vehicle speed and vehicle mass
4050
6070
8013514
14515
15516
16517
17518
Vehicle speed (kmh)
DA
F
Roughness coefficient (m2cyclem)
18e minus 6 16e minus 6 14e minus 612e minus 6
10e minus 6 8e minus 66e minus 6
2e minus 64e minus 6
Figure 28 Dynamic amplification factor with vehicle speed and bridge surface roughness
4045
5055
6065
7075
80
14161820222426283013
14
15
16
17
18
Vehicle speed (kmh)Bridge span (m)
DA
F
Figure 29 Dynamic amplification factor with change in bridge span and vehicle speed
16 Shock and Vibration
Appendix
Expression of the Integral 119868119895119896
forGenerating Response Sample
The vector 119865(119905) needed to perform the integration is givenbelow
119865119895(119905) = 0 for119895 = 1 2 3 119899V
= 119896119905119895minus119899V
ℎ (119909119895minus119899V
) + 119888119905119895minus119899V
ℎ (119909119895minus119899V
)
For119895 = 119899V + 1 119899V + 2
= 1198961199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198961199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
+ 1198881199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198881199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
For 119895 = 119899V + 3 119899V + 4 119899V + 2 + 119899119887
= 1198901199091198961199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+ 1198961199052ℎ (1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
+ 1198881199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+1198881199052ℎ1015840(1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
For 119895 = 119899V + 119899119887 + 3
119899V + 119899119887 + 4 119899V + 119899119887 + 119899119905 + 2
(A1)
Themean surface profile has been taken as shallow parabolicthe equation of which with respect to one end of the bridge isgiven by
ℎ119898(119909) =
4ℎ0
1198712119909 (119871 minus 119909) (A2)
For one trial a generation of a set of random phase angles 120579119904
(119904 = 1 2 119873) is employed to express a Gaussian process is
ℎ119903(119909) =
119873
sum
119904=1
119860119904cos (2120587Ω
119904119909 + 120579119904) (A3)
Further ℎ1015840(119909) = 119889ℎ119889119909 and ℎ(119909) = 119889ℎ119889119905 = 119881(119889ℎ119889119909) where119881 is the speed of vehicle
For convenience of computation
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (A4)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 2 + 1119899V + 2 + 2 119899V + 2 + 119899
119887 119911 = 119899V + 2 + 119899
119887+ 1 119899V + 2 + 119899
119887+
2 119899V + 2 + 119899119887 + 119899119879Thefirst term 119868
119895119908(119908 = 1 2 119899V) of (A4) can bewritten
as
1198681198951= 1198681198952= sdot sdot sdot = 119868
119895119899V= 0 (A5)
The second term of (A4) can be written as
119868119895119909= 1198681198951199091
+ 1198681198951199092 (A6)
Splitting the first term of integral (A6) again into two we get
1198681198951199091
= 11986811989511990911
+ 11986811989511990912
(A7)
Introducing 119860119904= radic2119878(119881Ω
119904)minus2 and 119861
119904= 2120587Ω
119871+ (119904 minus
05)(Ω119880minus Ω119871)119873 the components can be written as
11986811989511990911
= 1198961199051[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895cos (120579
119904) minus 119861119904119881 sin (120579
119904)
+ exp (120572119895119905)
times [120572119895cos (119861
119904119881119905 + 120579
119904)
+119861119904119881 cos (119861
119904119881119905 + 120579
119904)]
+4ℎ0119881
12057231198951198712
120572119895119871 (120572119895119905 + exp (minus120572
119895119905) minus 1)
minus119881
12057231198951198712
120572119895119905 (120572119895119905 minus 2) minus 2 exp (minus120572
119895119905) + 2 ]
]
11986811989511990912
= 1198881199051[
[
119873
sum
119904=1
119881119860119904119861119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895sin (120579119904) minus 119861119904119881 cos (120579
119904)
+ exp (120572119895119905)
times [120572119895sin (119861
119904119881119905 + 120579
119904)
minus119861119904119881 sin (119861
119904119881119905 + 120579
119904)]
minus4ℎ0119881 exp (minus120572
119895119905)
12057231198951198712
times 2119881 [exp (minus120572119895119905) (120572119895119905 minus 1) + 1]
minus1
120572119895119871exp (120572
119895119905) minus 2]
]
(A8)
Shock and Vibration 17
Similarly splitting the second term of integral (A6) into twowe get
1198681198951199092
= 11986811989511990921
+ 11986811989511990922
11986811989511990921
= 1198961199052[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2
times minus 120572119895cos (119861
119904119897V minus 120579119904) minus 119861119904119881 sin (119861
119904119897V minus 120579119904)
+ exp (120572119895119905) [120572119895cos (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 sin (119861
119904(119897V minus 119881119905) + 120579119904)]
+1198812[2 minus exp (120572
119895119905) 120572119895119905 (120572119895119905 minus 2) + 2]
+4ℎ0
12057231198951198712
minus1205722
119895119897V (119897V + 119871) (exp (120572119895119905) minus 1)
+120572119895119881 (2119897V + 119871) [exp (120572119895119905) (120572119895119905 minus 1) + 1] ]
]
11986811989511990922
= 1198881199052[
[
119873
sum
119904=1
119860119904119861119904119881
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2120572119895sin (119861
119904119897V minus 120579119904)
+ 119861119904119881 cos (119861
119904119897V minus 120579119904)
minus exp (120572119895119905) [120572119895sin (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 cos (119861
119904(119897V minus 119881119905) + 120579119904)]
+4ℎ0119881 exp (minus120572
119895119905)
12057221198951198712
times 2119881 [exp (120572119895119905) (120572119895119905 minus 1) + 1]
minus120572119895(2119897V + 119871) (exp (120572119895119905) minus 1)]
]
(A9)
The third term of (A4) is written as
119868119895119910=
119899119887
sum
119896=1
119868119895119899V+2+119896
(A10)
The 119896th term of the above series is composed of ten differentterms as given below
119868119895119899V+2+119896
=
10
sum
119886=1
119868(119895119899V+2+119896)119886
(119896 = 1 2 3 119899119887) (A11)
The components of (A11) are as followsIntroducing the following parameters
119876119904= 119861119904119881 119877
119896=119896120587119881
119871
119878119896=119896120587
119871 119885
119904= 119861119904119897V
119868(119895119899V+2+119896)
1
=1
21198961199051
119873
sum
119904=1
119860119904 ((2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) cos (120579
119904)
+2120572119895119876119904sin (120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times cos (119876119904minus 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119876
119904+ 119877119896) 119905 + 120579
119904
minus (119877119896+ 119876119904)
times cos (119876119904+ 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
2
=1
21198961199051[
[
4ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198762119904)3
times 119871 (1205722
119895+ 1198762
119904) [exp (120572
119895119905) sin (119876
119904119905)
times 1198762
119904(120572119895119905 + 1)
+1205722
119895(120572119895119905 minus 1)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904119905 + 120572119895(120572119895119905 minus 2)] minus 2120572
119895119876119904
+ 119881 (21198763
119904+ 119876119904exp (120572
119895119905)) cos (119876
119904119905)
times 1198764
1199041199052+ 21198762
119904(1205722
1198951199052minus 2120572119895119905 minus 1)
18 Shock and Vibration
+1205722
119895(1205722
1198951199052minus 4120572119895119905 + 6)
minus exp (120572119895119905) sin (119876
119904119905)
times 1198764
119904(120572119895119905 + 2) + 120572
1198951198762
119904(1205722
1198951199052minus 3)
+1205723
119895(1205722
1198951199052minus 2120572119895119905 + 2) minus 6120572
2
119895119876119904]
]
119868(119895119899V+2+119896)
3
=1
21198961199052
119873
sum
119904=1
119860119904[ exp (minus120572
119895119905)
times (((119877119896+ 119876119904) cos (119878
119904minus 119885119904minus 120579119904)
+120572119895sin (119878119896minus 119885119904minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times (((119877119896minus 119876119904) cos (119878
119896minus 119885119904+ 120579119904)
+120572119895sin (119878119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 119878
119896minus 119885119904+ 120579119904
minus (119877119896+ 119876119904) cos (119876
119904minus 119877119896) 119905
+119878119896minus 119885119904+ 120579119904)
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
+ ((120572119895sin 119878119896+ 119885119904minus (119876119904+ 119877) 119905 minus 120579
119904
+ (119877119896+ 119876119904) cos 119878
119896+ 119885119904
+ (119876119904+ 119877119896) 119905
minus120579119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
4
= minus1
21198961199052[
[
4ℎ0119881
1198712(1205722119895+ 1198812)
3
times sin (119881119905 minus 119897V) [1205721198951198972
V(1205722
119895+ 1198812)2
minus 119897V (1205722
119895+ 1198812)
times minus1205723
119895119871 minus 1205721198951198711198812
+ 21198813(120572119895119905 + 1)
+21205722
119895119881(120572119895119905 minus 1)
+ 119881 [119881 21205723
119895+ 120572119895119905(1205722
119895+ 1198812)2
+2119905 (1205724
119895minus 1198814) minus 6120572
1198951198812
minus 119871 (1205722
119895+ 1198812)
times 1205722
119895(120572119895119905 minus 1)+ 119881
2(120572119895119905 +1)]
+ 119881 cos (119897V minus 119881119905) [1198814(1198972
V + 119897V119871
+21205722
1198951199052minus 4120572119895119905 minus 2)
+ 1205722
1198951198812(21198972
V + 2119897V119871
+41205722
1198951199052+ 6)
+ 1205724
119895119897V (119897V + 119871)
minus 1198815119905 (2119897V + 119871)
times (120572119895119905 minus 1)
minus 1205723
119895119881 (2119897V + 119871)
times (120572119895119905 minus 2) + 119897
2
V1198816]]
]
119868(119895119899V+2+119896)
5
=1
21198881199051
119873
sum
119904=1
119860119904119876119904( minus (2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) sin (120579
119904)
minus2120572119895119876119904cos (120579
119904))
times (1205722
119895+ (119876119904minus 119877)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times sin (119876119904minus 119877119896) 119905 + 120579
119904)
Shock and Vibration 19
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos (119876
119904+ 119877119896) 119905 + 120579
119904
+ (119877119896+ 119876119904)
times sin (119876119904+ 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
6
= minus1198881199051
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) cos (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) sin (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
7
=1
21198881199052
119873
sum
119904=1
119860119904119876119904
times [ exp (minus120572119895119905 ( ( (119877
119896+ 119876119904) sin (119878
119896+ 119885119904minus 120579119904)
minus120572119895cos (119878
119896+ 119885119904minus 120579119904))
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times ( ( (119876119904minus 119877119896) sin (119878
119896minus 119885119904+ 120579119904)
+120572119895cos (119878
119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos 119878
119896+ 119885119904minus (119876119904+ 119877119896) 119905 minus 120579
119904
minus (119877119896+ 119876119904) sin 119878
119896+ 119885119904
minus (119876119904+ 119877119896) 119905 minus 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos 119878
119896minus 119885119904+ (119876119904minus 119877119896) 119905 + 120579
119904
+ (119876119904minus 119877119896) sin 119878
119896minus 119885119904
+ (119876119904minus 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
8
= minus1198881199052
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) sin (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
9
= minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881 + exp (120572119895119905) 119896120587119881 cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881cos(119896120587119863119871
)
minus exp (120572119895119905) cos(119896120587119863 minus 119881119905
119871)
minus 119871120572119895sin(119896120587119863
119871)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119896)
10
= minus21198711198812(1198981199081
+ 1198981199082)
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
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Shock and Vibration
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DistributedSensor Networks
International Journal of
4 Shock and Vibration
bridgeThe impressed vertical force119891119887(119909 119905) on the bridge due
to vehicle interaction is given by
119891119887(119909 119905)
= minus [11989611990511199111(119905) minus 119910 (119909 119905) minus ℎ (119909)
+11988811990511(119905) minus
119863
119863119905[119910 (119909 119905) + ℎ (119909)]]
times 120575 (119909 minus 1199091)
minus [11989611990521199112(119905) minus 119910 (119909 119905) minus ℎ (119909)
+11988811990522(119905) minus
119863
119863119905[119910 (119909 119905) + ℎ (119909)]] 120575 (119909 minus 119909
2)
minus 1198981+1
2119898V119897V119892120575 (119909 minus 1199091) minus 1198982 +
1
2119898V119897V119892
times 120575 (119909 minus 1199092)
+ 1198981
1198632
1198631199052[119910 (119909 119905) + ℎ (119909)] 120575 (119909 minus 119909
1)
+ 1198982
1198632
1198631199052[119910 (119909 119905) + ℎ (119909)] 120575 (119909 minus 119909
2)
(7)
where 119892 is the acceleration due to gravity The governingdifferential equation of the bridge in torsion can be writtenas
119866119887119869119887
1205972120574 (119909 119905)
1205971199092minus 119862119887119879
120597120574 (119909 119905)
120597119905minus 119868119887
1205972120574 (119909 119905)
1205971199052= 119891119879(119909 119905)
(8)
in which 119868119887119866119887119869119887119862119887119905 and 120574(119909 119905) represent the mass moment
of inertia per unit length torsional rigidity distributedviscous damping to rotational motion and torsional functionof bridge respectively 119869
119887is torsional constant and 119866
119887is
the shear modulus of beam material 119891119879(119909 119905) is the torque
produced in the bridge cross-section due to eccentric loadingwhich is given by
119891119879(119909 119905)
= minus [11989611990511199111(119905) minus 119910 (119909 119905) minus ℎ (119909)
+11988811990511(119905) minus
119863
119863119905[119910 (119909 119905) + ℎ (119909)]]
times 119890119909120575 (119909 minus 119909
1)
minus [11989611990521199112(119905) minus 119910 (119909 119905) minus ℎ (119909)
+11988811990522(119905) minus
119863
119863119905[119910 (119909 119905) + ℎ (119909)]]
times 119890119909120575 (119909 minus 119909
2)
minus 1198981+1
2119898V119897V119892119890119909120575 (119909 minus 1199091)
minus 1198982+1
2119898V119897V119892119890119909120575 (119909 minus 1199092)
+ 1198981
1198632
1198631199052[119910 (119909 119905) + ℎ (119909)] 119890
119909120575 (119909 minus 119909
1)
+ 1198982
1198632
1198631199052[119910 (119909 119905) + ℎ (119909)] 119890
119909120575(119909 minus 119909
2)119909120575 (119909 minus 119909
2)
(9)
The parameter 119890119909in (9) denotes the eccentricity of vehicle
wheels from the centre line of bridge deck
23 Bridge Deck Roughness In the present study we intro-duce a roughness which is nonhomogeneous in space eventhough vehicle velocity is constant by adopting the followingrelation
ℎ (119909) = ℎ119898(119909) +
119873
sum
119904=1
120589119904cos (2120587Ω
119904119909 + 120579119904) (10)
where ℎ119898(119909) is a deterministic mean which represents
construction defects expansion joints created pot holesapproach slab settlement expansion joints development ofcorrugation and so forth 120589
119904is the amplitude of cosine wave
and Ω119904is the spatial frequency (radm) within the interval
[Ω119871 Ω119880] in which power spectral density is defined Ω
119871
and Ω119880are lower and upper cut-off frequencies The deck
roughness is a Gaussian process [34] with a random phaseangle 120579
119904uniformly distributed from 0 to 2120587119873 is the number
of terms used to build up the road surface roughness Theparameters 120589
119904andΩ
119904are computed as
120589119904= radic2119878 (Ω
119904) ΔΩ
Ω119904= Ω119871+ (119904 minus
1
2)ΔΩ
ΔΩ =(Ω119880minus Ω119871)
119873
(11)
in which 119878(Ω119904) is the power spectral density function
(m3rad) taken from [35] modifying the same with additionof one term in denominator so that the function exists whenΩ rarr 0
119878 (Ω) = 119878 (Ω0) times
Ω2
0
Ω119904
2+ Ω2119871
(12)
In the above equation Ω0= 12120587 radm has been taken
The spatial frequency Ω (radm) and temporal frequency 120596(rads) for the surface profile are related to the vehicle speed119881 (ms) as 120596 = Ω119881 In the present study vehicle forwardvelocity has been assumed as constant
24 Discretization of Flexible Vehicle Equation of Motion Asmentioned earlier vehicle body has beenmodeled as free-free
Shock and Vibration 5
beam which has two rigid modes and 119899V number of elasticmodes It can be shown that when the translation of the masscentroid and the rotational motion about the mass centroidare considered the two motions are orthogonal with respectto each other and with respect to the elastic modes [36]Thustotal displacement of these rigid body degrees of freedom andelastic modes can be described by
119911 (119906 119905) =
119899V
sum
119895 =minus1
120601V119895 (119906) 120578119895 (119905) (13)
where 120601V119895(119906) is the vehicle mode shapes the subscript Vdenotes vehicle 120578
119895(119905) is the time dependent generalized
coordinate 119895 is the mode number 119895 = minus1 0 are takento denote rigid body translatory and pitching mode 119895 =
1 2 3 119899V represent elastic mode sequence of free-freebeam and 119899V is the number of significant modes of flexiblevehicle body Thus two rigid modes can be written as
120601minus1= 1
1206010= 119906 minus 119863
2
(14)
where 1198632is a distance of vehicle centre of gravity from the
trailing edge as given in Figure 1The elastic bending modes of free-free beam for 119895 =
1 2 3 are given by [37]
120601V119895 = sin (120572119895119906) + sinh (120572
119895119906)
+ 120573119895[cos (120572
119895119906) + cosh (120572
119895119906)]
120573119895=cos (120572
119895119897V) + cosh (120572
119895119897V)
sin (120572119895119897V) + sinh (120572
119895119897V)
(15)
where corresponding nondimensional frequency parameters120572119895119897V can be related to circular natural frequency as
120596V119895 = 1205722
119895radic
119864V119868V
119898V1198974
V (16)
Substituting (13) in (1) and multiplying both sides of theequation by 120601V119896(119906) and then integrating with respect to 119906
from 0 to 119897V alongwith orthogonality conditions the equationof motion can be discretized as
120578119895(119905) + 2120585V119895120596V119895 120578119895 (119905) + 120596
2
V119895120578119895 (119905) = 119876V119895 (119905) (17)
where 119895 = minus1 0 1 2 Generalized force 119876V119895(119905) in the 119895th mode acting on the
vehicle is given as
119876V119895 (119905) =1
119872V119895int
119897119881
0
119891V (119906 119905) 120601119895 (119906) 119889119906 (18)
in which generalized mass119872V119895 in the 119895th mode is given by
119872V119895 = int
119897V
0
119898V1206012
V119895 (119906) 119889119906 (19)
Making use of (2) and (13) in (17) and integrating theexpression using the property of Dirac delta function one hasthe following expression for generalized force
119876V119895 (119905)
=1
119872V119895
[
[
119896V1
1199111(119905) minus
119899V
sum
119895 =minus1
120601119895(1199061) 120578 (119905)
120601119895(1199061)
+ 119888V1
1(119905) minus
119899V
sum
119895 =minus1
120601119895(1199061) 120578 (119905)
120601119895(1199061)
+ 119896V2
1199112(119905) minus
119899V
sum
119895 =minus1
120601119895(1199062) 120578 (119905)
120601119895(1199062)
+119888V2
2(119905) minus
119899V
sum
119895 =minus1
120601119895(1199062) 120578 (119905)
120601119895(1199062)]
]
(20)
It may be mentioned that infinite number of modes arepossible in continuous system considered in the presentstudy However for practical implementation only first 119899Vmodes of vehicle body have been included
25 Discretization of Bridge Equation of Motion Using first119899119887number of bridge bending modes the bridge deflection in
flexure be written as
119910 (119909 119905) =
119899119887
sum
119896=1
120601119887119896(119909) 119902119896(119905) (21)
where subscript 119887 represents bridge 120601119887119896(119909) is the flexural
mode of the beam for simply supported boundary conditioncorresponding to natural frequency and 120596
119887119896and 119902
119896(119905) are
generalized coordinates in 119896th mode [37]Now substituting (21) in (6) and multiplying both sides
of the equation by 120601119887119895(119909) and then integrating with respect to
119909 from 0 to 119871 with the use of orthogonality conditions theequation of motion can be discretized in normal coordinatesas
119902119896(119905) + 2120585
119887119896120596119887119896
119902119896(119905) + 120596
2
119887119896119902119896(119905) = 119876
119887119896(119905) (22)
where 119896 = 1 2 3 119899119887
The generalized force119876119887119896(119905) in the 119896th mode of bridge in
flexure is given as
119876119887119896(119905) =
1
119872119887119896
int
119871
0
119891119887(119909 119905) 120601
119887119896(119909) 119889119909 (23)
in which generalized mass119872119887119896in the 119896th mode is given by
119872119887119896= int
119871
0
1198981198871206012
119887119896(119909) 119889119909 (24)
6 Shock and Vibration
The generalized force in the 119896th of mode of bridge transversevibration has been worked out as
119876119887119896(119905)
= minus1
119872119887119896
[11989611990511199111(119905) minus
119899119887
sum
119896=1
120601119887119896(1199091) 119902119896(119905) minus ℎ (119909
1)
times 120601119887119896(1199091)
+ 11989611990521199112(119905) minus
119899119887
sum
119896=1
120601119887119896(1199092) 119902119896(119905) minus ℎ (119909
2)
times 120601119887119896(1199092)
+ 11988811990511(119905) minus 119881
119899119887
sum
119896=1
1206011015840
119887119896(1199091) 119902119896(119905)
minus119881
119899119887
sum
119896=1
120601119887119896(1199091) 119902119896(119905) minus 119881ℎ
1015840(1199091)
times 120601119887119896(1199091)
+ 11988811990522(119905) minus 119881
119899119887
sum
119896=1
1206011015840
119887119896(1199092) 119902119896(119905)
minus119881
119899119887
sum
119896=1
120601119887119896(1199092) 119902119896(119905) minus 119881ℎ
1015840(1199092)
times 120601119887119896(1199092)
minus 1198981+1
2119898V119897V119892120601119887119896 (1199091)
minus 1198982+1
2119898V119897V119892120601119887119896 (1199092)
times 1198981
119899119887
sum
119896=1
120601119887119896(1199091) 119902119896(119905)
+ 2119881
119899119887
sum
119896=1
1206011015840
119887119896(1199091) 119902119896(119905)
+1198812
119899119887
sum
119896=1
12060110158401015840
119887119896(1199091) 119902119896(119905) + 4119881ℎ
10158401015840(1199091)
times 120601119887119896(1199091)
+ 1198982
119899119887
sum
119896=1
120601119887119896(1199092) 119902119896(119905)
+ 2119881
119899119887
sum
119896=1
1206011015840
119887119896(1199092) 119902119896(119905)
+ 1198812
119899119887
sum
119896=1
12060110158401015840
119887119896(1199092) 119902119896(119905)
+4119881ℎ10158401015840(1199092)
times 120601119887119896(1199092) ]
(25)
in which (sdot) denotes time derivative Repeating the similarsteps the discretized bridge equation for torsion in normalcoordinates can be expressed as
120574119897(119905) + 2120585
119879119897120596119879119897
120574119897(119905) + 120596
2
119879119897120574119897(119905) = 119876
119879119897(119905)
(119897 = 1 2 3 119899119879)
(26)
where 119899119879represents number of bridge torsional modes con-
sidered and 120596119879119897and 120585119879119897are the natural frequency and modal
damping coefficient of the 119897th mode in torsion respectivelyThe generalized torque in the 119897th mode is given by
119876119879119897(119905) =
1
119872119879119897
int
119871
0
119891119879(119909 119905) 120601
119879119897(119909) 119889119909 (27)
The torsional natural frequency120596119879119897and correspondingmode
120601119879119897
for the given simply supported boundary conditionsfor no warping restrains have been taken from [37] Thegeneralized mass moment of inertia 119872
119879119897in the 119897th mode is
given by
119872119879119897= int
119871
0
1198681198871206012
119879119897(119909) 119889119909 (28)
The generalized torque in the 119897th mode can be expressed as
119876119879119897(119905)
= minus119890119909
119872119879119897
[11989611990511199111(119905) minus
119899119879
sum
119897=1
120601119879119897(1199091) 120574119897(119905) minus ℎ (119909
1)
times 120601119879119897(1199091)
+ 11989611990521199112(119905) minus
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) minus ℎ (119909
2)
times 120601119879119897(1199092)
+ 11988811990511(119905) minus 119881
119899119879
sum
119897=1
1206011015840
119879119897(1199091) 120574119897(119905)
minus119881
119899119879
sum
119897=1
120601119879119897(1199091) 120574119897(119905) minus 119881ℎ
1015840(1199091)
Shock and Vibration 7
times 120601119879119897(1199091)
+ 11988811990522(119905) minus 119881
119899119879
sum
119897=1
1206011015840
119879119897(1199092) 120574119897(119905)
minus119881
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) minus 119881ℎ
1015840(1199092)
times 120601119879119897(1199092)
minus 1198981+1
2119898V119897V119892120601119879119897 (1199091) minus 1198982 +
1
2119898V119897V
times 119892120601119879119897(1199092)
times 1198981
119899119879
sum
119897=1
120601119879119897(1199091) 120574119897(119905) + 2119881
119899119879
sum
119897=1
1206011015840
119879119897(1199091) 120574119897(119905)
+1198812
119899119879
sum
119897=1
12060110158401015840
119879119897(1199091) 120574119897(119905) + 4119881ℎ
10158401015840(1199091)
times 120601119879119897(1199091)
+ 1198982
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) + 2119881
119899119879
sum
119897=1
1206011015840
119879119896(1199092) 120574119897(119905)
+1198812
119899119879
sum
119896=1
12060110158401015840
119879119896(1199092) 120574119897(119905) + 4119881ℎ
10158401015840(1199092)
times 120601119879119897(1199092) ]
(29)
3 Method of Solution
The system of (4) (5) (17) (22) and (26) is coupled secondorder ordinary differential equations In general for continu-ous system like the ones (vehicle and bridge) presented in thepaper infinite number of modes exist However for practicalapplications modes have to be truncated to a finite size Let119899V 119899119887 and 119899
119879be number of significant modes of vehicle
motion bridge flexural and torsional vibration respectivelyThe number of coupled equations becomes 119899 = 2 + 119899V + 119899
119887+
119899119879The system equations can be expressed inmatrix notation
as
[119872] 119903 (119905) + [119862] 119903 (119905) + [119870] 119903 (119905) = 119865 (119905) (30)
where 119903(119905) = 1205781(119905) 1205782(119905) 120578
119899V(119905) 1199111(119905) 1199112(119905) 1199021(119905)1199022(119905) 119902
119899119887(119905) 1205741(119905) 1205742(119905) 120574
119899119879(119905)119879 is the response vec-
tor 119865(119905) is the generalized force vector and [119872] [C]and [119870] are system mass damping and stiffness matrixrespectively
The system equation can be cast into a 2119899-dimensionalfirst order differential equation of the following form
(119905) + [119860] 119901 (119905) = 119875 (119905) (31)
where
119901 (119905) = 119903 (119905)
119903 (119905) 119875 (119905) =
[119872]minus1119865 (119905)
0
[119860] = [119872]minus1[119862]
minus [119868]
[119872]minus1[119870]
[0]
(32)
This form is suitable for bridge-vehicle interaction problemssince suspension damping is not small and diagonalizationof damping matrix as in case of Rayleighrsquos damping may notbe fully convincing [119868] is an identity matrix and 0 a nullvector or matrix Let the eigenvalues of the state matrix A be1205721 1205722 1205723 120572
2119899and the corresponding eigenvectors u1
u2 u3 u2119899 The modal matrix is defined as[119880] = [119906
11199062 119906
2119899] (33)
The eigenvalues are assumed to be distinct Thus one has
[119880]minus1[119860] [119880] = diagonal [120572
1 1205722 1205723 120572
2119899] (34)
Let us assume119901 = [119880] V (35)
Using linear transformation in (35) the state-space equationsin decoupled form can be written as
V119895(119905) + 120572
119895V119895(119905) = 119877
119895(119905) 119895 = 1 2 3 2119899 (36)
with
119877119895=
119899
sum
119896=1
1199061015840
119895119904
119899
sum
119904=1
1198981015840
119904119896119865119896(119905) (37)
1199061015840
119895119904denotes elements in the inverse of the matrix [119880] and1198981015840
119904119896
the elements in the inverse of matrix [119872]The general solution of (36) in Stieltjes integral [38] form
may be expressed as
V119895(119905) = 119883
0119895exp (minus120572
119895119905) + int
infin
minusinfin
119867119895(120596 119905) 119889119878 [119865
119896(120596)] (38)
where 1198830119895
are constants of integration to be determinedfrom the initial conditions119867
119895(120596 119905) is the transient frequency
response function given by [38]
119867119895(120596 119905) =
1
minus119894120596 + 120572119895
[exp (minus119894120596119905) minus exp minus120572119895(119905 minus 1199050)]
(39)It can be seen that as 119905
0rarr minusinfin for the positive real
part of 120572119895 119867119895(120596 119905) approaches the limiting value (1 minus
119894120596 + 120572119895) exp(minus119894120596119905) This is the characteristics of stable
dynamic system Using (37) and (39) in (38) the response ingeneralized normal coordinate may be expressed as
119903119898(119905) =
2119899
sum
119895=1
119906119898+119899119895
1198830119895exp (minus120572
119895119905)
+
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896int
infin
minusinfin
119867119895(120596 119905) 119889119878 (119865
119896(120596))
119898 = 1 2 3 119899
(40)
8 Shock and Vibration
The first term of (40) represents homogeneous solution ofthe system equation due to initial condition and the secondterm of the equation may be written using the limiting valueof transient frequency response function
119903119875119898
(119905) =
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
times
119899
sum
119896=1
1198981015840
119904119896int
infin
minusinfin
exp (minus119894120596119905)minus119894120596 + 120572
119895
119865119896(120596) 119889120596
(41)
Using Fourier integral [39] and changing the order of integra-tion (41) can be written as
119903119875119898
(119905)
=
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896
times int
infin
minusinfin
119865119896(120591) [
1
2120587int
infin
minusinfin
exp [119894120596 (120591 minus 119905)]minus119894120596 + 120572
119895
119889120596]119889120591
(42)
Using Cauchyrsquos residue theorem [39] the particular solutioncan be expressed as
119903119875119898
(119905) =
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896119868119895119896 (43)
where
119868119895119896= int
119905
0
exp [120572119895(120591 minus 119905)] 119865
119896(120591) 119889120591 (44)
in which 119905 is the bridge loading time 119868119895119896
can be split up forconvenience as
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (45)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 3119899V+4 119899V+2+119899119887 119911 = 119899V+119899119887+3 119899V+119899119887+4 119899V+119899119887+119899119879+2
Closed form expressions for the components of the aboveintegral which generates each of the response samples havebeen developed and given in the appendixThe response sam-ples thus form complete ensemble of the process Averagingacross the ensemble at each time step yields mean 120583
119884(119905119896) and
standard deviation 120590119884(119905119896) of a response process 119884
4 Results and Discussions
41 Model Validation The results obtained by present ana-lytical method have been first compared with numericallysimulated results and published results from the literatureNewmark integration scheme [40] has been adopted fornumerical simulation Time step for integration purpose hasbeen selected as 0005 sec Two-axle vehicle model data andbridge of single span with simple supports have been usedfor comparison purpose For this purpose bridge and vehicleparameters have been selected from study conducted byDengand Cai [41] in which they have also presented experimental
0 05 1 15 2 25
Disp
lace
men
t (m
)
Time (s)
Numerically simulated resultPresent analytical resultExperimental result [41]
50E minus 4
00E + 0
minus50E minus 4
minus10E minus 3
minus15E minus 3
minus20E minus 3
Figure 2 Comparison of analytical numerical and experimentalresults
data Following are the inputs taken in both analytical modeland numerical integration scheme
span (119871) 16764m mass per unit length (119898119887) 108 times
104 kgm flexural rigidity (119864
119887119868119887) 248 times 10
12Nm2 torsionalrigidity (119866
119887119869119887) 248 times 10
12Nm2 mass moment of inertia(119868119887) 187 times 10
5 kgm2m 119864119887= 32GPa deck = 2512GPa
vehicle mass (119898V) 248 times 104 kg mass of front and rear
wheel (1198981199081 1198981199082) 7254 kg eachmassmoment of inertia (119868V)
172times105 kgm2 front and rear suspension stiffness (119896V1 119896V2)
728 times 105Nm 197 times 10
6Nm front and rear suspensiondamping (119888V1 119888V2) 21896Nsm 71818Nsm and front andrear tyre stiffness (119896
1199051 1198961199052) 197 times 10
6Nm 474 times 106Nm
In Figure 2 the analytically obtained response sample hasbeen compared with numerically simulated response sampleand experimental results found in [41] The comparison ofresponse sample exhibits close agreement between analyticaland numerically simulated results The experimental data inthe initial portion has shown considerable deviation fromtheoretical results which however becomes closer in thelater part of the response time historyThe peakmagnitude ofthe displacement in analytical numerical and experimentalresults agrees well
42 Parametric Study The following system data have beenadopted to generate numerical results and to conduct para-metric study a RC slab-girder bridge of span (119871) 20mthree longitudinal girders along the span and three cross-girders at midspan and at supports are provided in bridgethe lane width 86m deck thickness 200mm and concretecharacteristic strength 25Nmm2 The cross-section of thebridge is shown in Figure 3 A finite element (FE) model ofbridge in SAP2000 commercial software is first developedusing the above details of the bridge so as to match thefundamental natural frequency andfirstmodal damping ratioof the simply supported beam model of T-beam bridgeThe sectional properties of FE model are then used inthe present analytical program of the bridge The followingphysical parameters are finally selected for the beam modelto represent a T-beam RC concrete bridge
mass (119898119887) 1115times103 kgm flexural rigidity (119864
119887119868119887) 37times
1010N-m2 and torsional rigidity (119866
119887119869119887) 1695 times 10
10N-m2
Shock and Vibration 9
56 MM THKAC wearing coat
860
086
756
038
084
063 063 063
300 300
015
025
120
Figure 3 Cross-section of T-beam bridge (all dimensions are in meter)
1200
935
978
265100
250
1200
Figure 4 Longitudinal section of vehicle (all dimensions are in meter)
The sectional parameters to be given in the beam model ofbridge have been found from the FE model of bridge in SAP2000 commercial software to match the fundamental naturalfrequency and first modal damping of both the beam and theFE model of bridge
Vehicle parameters are as follows a long vehicle carryingheavy load often crossing the bridge has been chosen toillustrate the present approach The standards of vehicle aredifferent from the live load prescribed by bridge code Inthe present study we use a vehicle type TATA 3516C-EX asshown in Figures 4 and 5 This has been idealized as Euler-Bernoulli beam adopted in present formulation Followingare the important physical parameters pertaining to vehiclelength (119897V) 12m flexural rigidity (119864V119868V) 53times10
6N-m2 massper unit length (119898V) 1500 kgm front and rear wheel masses(1198981199081 1198981199082) 800 kg each suspension stiffness front and rear
(119896V1 119896V2) 36 times 107Nm suspension damping front and rear
(119888V1 119888V2) 72 times 104N-secm front and rear tyre stiffness
(1198961199051 1198961199052) 09 times 10
7Nm and front and rear tyre damping(1198961199051 1198961199052) 07 times 104N-secm
421 Bridge Response Statistics Bridge mean responses atmidspan displacement (120583
119889119910) velocity (120583V119910) and acceleration
(120583119886119910) subjected to three vehicle speed have been shown in
Figures 6 7 and 8 The roughness of the bridge deck hasbeen assumed to be of poor category as per ISO classifi-cation corresponding to roughness coefficient 120589
119904= 16 times
10minus6m2(mcycle) [42] The mean peak central deflection is
found to increase with the vehicle speed The correspondingstandard deviation of each response displacement (120590
119889119911)
velocity (120590V119911) and acceleration (120590119886119911) has been shown in
Figures 9 10 and 11 It may be noted that bridge response fre-quency ismodified by change in vehicle velocity and obtainedbehavior has appropriate physical sense that higher velocityincreases the temporal frequency of road excitation This isobvious from left shift of the peak when velocity increasesfrom lower to higher The peak magnitude is also higher incase of vehicle travelling with higher velocity No definitepattern is discernible in the standard deviation Althoughthe magnitudes of standard deviation are insignificant forpractical purpose magnitudes of the coefficient of variationof peak displacement velocity and accelerations are found tobe 011 0183 and 0105 respectively Itmay bementioned thatdynamic loads do not lead to major bridge damage except inresonance but they contribute to continuous degradation ofbridge increasing necessity of bridge maintenance
10 Shock and Vibration
200
030
075 120 075
Figure 5 Vehicle cross-section (all dimensions are in meter)
0 05 1 15 2 25 3 35 4
Time (s)10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
50kmh60kmh80kmh
Figure 6 Mean displacement of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)
minus80E minus 3
40E minus 3
minus10E minus 18
minus40E minus 3
minus80E minus 3
minus12E minus 2
120583y
(ms
)
50kmh60kmh80kmh
Figure 7 Mean velocity of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
minus12E minus 1
minus16E minus 1
120583ay
(ms2)
50kmh60kmh80kmh
Figure 8 Mean acceleration of bridge at the midspan
0 05 1 15 2 25 3 35 4Time (s)
40E minus 5
30E minus 5
20E minus 5
10E minus 5
00E + 0
minus10E minus 5
120590dy
(m)
50kmh60kmh80kmh
Figure 9 Standard deviation of bridge midspan deflection
422 Vehicle Response Statistics The mean vehicle bodyresponses (at centroid)mdashdisplacement (120583
119889119911) velocity (120583V119911)
and acceleration (120583119886119911) time historymdashincluding residual
response have been shown in Figures 12 13 and 14 Thecorresponding standard deviation of responses displacement(120590119889119911) velocity (120590V119911) and acceleration (120590
119886119911) is shown in
Figures 15 16 and 17 It has been seen that the peak response isincreased with increase in vehicle speed Standard deviationhas no definite trend in the present case for vehicle response
423 Effect of Vehicle Flexibility on Mean and Standard Devi-ation The contribution of significant number of structuralmodes of vehicle to bridge response has been examined ina bar diagram presented in Figures 18 and 19 by comparingmaximum mean and standard deviation respectively It maybe seen that inclusion of bendingmodes of the vehicle reducesthe response magnitude of the bridge The same figure alsoreveals that when flexiblemodes of the vehicle are consideredsummation of first five modes for finding the response isadequate Figures 20 and 21 show the comparison of mean
Shock and Vibration 11
0 05 1 15 2 25 3 35Time (s)
16E minus 3
12E minus 3
80E minus 4
40E minus 4
00E + 0
minus40E minus 4
120590y
(ms
)
50kmh60kmh80kmh
Figure 10 Standard deviation of bridge midspan velocity
0 05 1 15 2 25 3 35Time (s)
16E minus 2
12E minus 2
80E minus 3
40E minus 3
00E + 0
120590ay
(ms2)
50kmh60kmh80kmh
Figure 11 Standard deviation of bridge midspan acceleration
0 05 1 15 2 25 3Time (s)
80E minus 3
40E minus 3
00E + 0
minus40E minus 3
minus80E minus 3
minus12E minus 2
minus16E minus 2
120583dz
(m)
50kmh60kmh80kmh
Figure 12 Mean displacement of vehicle CG
0 05 1 15 2 25 3Time (s)
12E minus 1
80E minus 2
40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
120583z
(ms
)
50kmh60kmh80kmh
Figure 13 Mean velocity of vehicle at CG
0 1 2 3Time (s)
80E minus 1
40E minus 1
00E + 0
minus40E minus 1
minus80E minus 1
50kmh60kmh80kmh
120583az
(ms2)
Figure 14 Mean acceleration of vehicle at CG
0 05 1 15 2 25 3Time (s)
10E minus 3
80E minus 4
60E minus 4
40E minus 4
20E minus 4
00E + 0
120590dz (m
)
50kmh60kmh80kmh
Figure 15 Standard deviation of vehicle displacement at CG
12 Shock and Vibration
0 1 2 3Time (s)
80E minus 3
60E minus 3
40E minus 3
20E minus 3
00E + 0
120590z
(ms
)
50kmh60kmh80kmh
Figure 16 Standard deviation of vehicle velocity at CG
0 05 1 15 2 25 3Time (s)
40E minus 2
30E minus 2
20E minus 2
10E minus 2
00E + 0
120590az
(ms2)
50kmh60kmh80kmh
Figure 17 Standard deviation of vehicle acceleration at CG
A B C D
50E minus 04
40E minus 04
30E minus 04
20E minus 04
10E minus 04
00E + 00
120583dy
(m)
Figure 18 Maximummean displacement of bridge at midspan (A)rigid vehicle (B) flexible vehicle only with first structural mode (C)flexible vehicle with first three structural modes and (D) flexiblevehicle with first five structural modes
A B C D
40E minus 05
30E minus 05
20E minus 05
10E minus 05
00E + 00
120590dy
(m)
Figure 19 Maximum standard deviation of displacement atmidspan (A) rigid vehicle (B) flexible vehicle only with firststructural mode (C) flexible vehicle with first three structuralmodes and (D) flexible vehicle with first five structural modes
0 025 05 075 1 125 15 175Time (s)
Flexible vehicleRigid vehicle
30E + 5
25E + 5
20E + 5
15E + 5
10E + 5
50E + 4
00E + 0
120583F
(N)
Figure 20 Mean of imposed force time history of the bridge due topassage of rigid and flexible vehicle
Flexible vehicleRigid vehicle
0 025 05 075 1 125 15 175Time (s)
25E + 4
20E + 4
15E + 4
10E + 4
50E + 3
00E + 0
minus50 + 3
120590F
(N)
Figure 21 Standard deviation of imposed force time history of thebridge due to passage of rigid and flexible vehicle
Shock and Vibration 13
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
minus40E minus 4
120583dy
(m)
Figure 22 Effect of flexibility on mean response of bridge (A)119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107 N-m2 and (C) 119864V119868V =
82 times 1010 N-m2
0 05 1 15 2 25 3 35Time (s)
ABC
20E minus 5
16E minus 5
12E minus 5
80E minus 6
40E minus 6
00E + 0
120590dy
(m)
Figure 23 Effect of flexibility on standard deviation of bridgeresponse (A) 119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107N-m2
and (C) 119864V119868V = 82 times 1010N-m2
and standard deviation of imposed force on the bridge dueto passage of a rigid vehicle with those of flexible vehicle Itreveals that when structural bending modes are consideredthe imposed force on the bridge is lessThismay be attributedto the fact that part total strain energy has been utilized inbending of elastic vehicle body as compared to rigid beamwhich reduces imposed force on the bridge
The comparison of mean response of bridge at midspanwith different values of vehicle flexural rigidity has beenpresented in Figure 22 Corresponding standard deviation ispresented in Figure 23 It may be noted that vehicle withlower flexural rigidity generates less response in the bridgeIn generating numerical results under this section vehiclevelocity is taken as 60 kmh
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
Figure 24 Mean of bridge midspan displacement due to differenteccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909= 1m and
(C) 119890119909= 15m
0 05 1 15 2 25 3 35Time (s)
ABC
30E minus 5
25E minus 5
20E minus 5
15E minus 5
10E minus 5
50E minus 6
00E + 0
120590dy
(m)
Figure 25 Standard deviation of bridge midspan displacement dueto different eccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909=
1m and (C) 119890119909= 15m
424 Effect of Eccentricity of Vehicle Path on Mean andStandard Deviation The effect of eccentricity on the bridgeresponse has been studied by varying the loading positionfrom the centre of the bridge width In the result shown inFigures 24 and 25 6 to 8 increment in the bridge dynamicresponses has been observed as the eccentricity varies from05m to 15m The vehicle stiffness for comparing the resultsin Figures 24 and 25 is taken uniform (119864V119868V = 53times10
6Nsdotm2)In generating numerical results under this section vehiclevelocity is taken as 60 kmh
43 Dynamic Amplification Factor (DAF) Considering anyresponse variable 119884 as random process the maximumdynamic response can be written as
119884dynamic =1003816100381610038161003816120583119884 (119909119896 119905119896) + 120590119884 (119909119896 119905119896)
1003816100381610038161003816 (46)
14 Shock and Vibration
1
12
14
16
18
0 0002 0004 0006 0008 001
DA
F
ABC
GbJbEbIb
Figure 26 Dynamic amplification factor (DAF) with the ratio ofbridge torsional rigidity to flexural rigidity (119866
119887119869119887119864119887119868119887) for different
vehicle flexural rigidity (A) 119864V119868V = 53 times 106N-m2 (B) 119864V119868V = 64 times
107 N-m2 and (C) 119864V119868V = 82 times 10
10 N-m2
where 119884dynamic denotes the maximum response due to fluctu-ating load imposed on bridge due to vibratory motion of thevehicle excited by road unevenness
Thus dynamic amplification factor (DAF) in this study isdefined as
DAF =119884static + 119884dynamic
119884static (47)
where119884static refers to the response of the bridge at themidspanlocation for adverse position of static wheel loads
431 Effect of Bridge Torsional Rigidity on Dynamic Ampli-fication Factor (DAF) The effect of torsional rigidity ofbridge has been studied by obtaining DAF for differentratios of torsional rigidity (119866
119887119869119887) to flexural rigidity (119864
119887119868119887)
of bridge with various values of vehicle flexural rigidity(119864V119868V) and presented in Figure 26 The results reveal thatdynamic amplification factor decreases by an amount of 23to 34 when the ratio of torsional rigidity to flexural rigidityof bridge increases from 0002 to 001 This indicates thattorsionally stiffer bridge produces less dynamic amplificationof static live load response
432 Effect of VehicleMass and Speed onDAF Since dynamicamplification factor depends on several variables we chooseto represent it by surface plot rather than a two-dimensionalplot The effect of vehicle mass as well as speed on thedynamic amplification factor (DAF) has been shown inFigure 27 Individual effect on earlier classical studies [43]has shown that effect of increasing mass has reducing effecton DAF However a surface plot shown in Figure 18 shows
that combined effect has an increasing trend Earlier authorsargued that reduction of dynamic amplification factor withincreasing vehicle weight is due to increase of static deflec-tion However the coupled dynamic interaction may be thecause of increased inertia force in addition to suspensionforce imposed by moving mass at greater velocity whichincreases dynamic component of the response
433 Effect of Bridge Surface Roughness and Speed Thesurface roughness and speed of the vehicle are two mostinfluential factors that can cause increased dynamic ampli-fication factor and rapid degradation of the bridge Bridgedynamic amplification factor has been found by changingbridge surface roughness coefficient for good condition topoor condition as mentioned in ISO specification [42] withchange in vehicle speed Figure 28 shows that poor conditionof road induces more deflection on the bridge when vehiclemoves over it and also can be catalyzed by vehicle speed
434 Effect of Bridge Span and Velocity The span of thebridge is an important factor which decides the impact factorinmost of the bridge design codes Combined effect of bridgespan and speed of the vehicle on DAF is not fully knownFigure 29 shows the DAF with variation of bridge span andvelocity It has been found thatwhen the bridge span increasesfrom 14m to 30m dynamic amplification factor decreases byan amount of 12 to 15 irrespective of increase of vehiclevelocity Although increasing span shows a decreasing trendin DAF similar to the earlier studies the increment found inthe present case is not very significant for the range of span14ndash30m
5 Conclusions
In the present study an analytical solution for coupledvehicle-bridge interaction problem considering eccentricallymoving flexible vehicle as well as randomdeck surface rough-ness has been obtained Response samples are generatedfrom the expressions derived in the present study consideringnonhomogeneity of deck roughness The results obtainedfrom analytical approach have been validated with numericalsimulation and experimental data available in the literatureIndividual and combined effects of several bridge-vehicleparameters have been considered to find out the responsestatistics The increased effect of vehicle speed has beenfoundmore significant in changing the frequency of imposedoscillation rather than noticeable increase in response peaksCombined effect of increasing vehicle weight and speed hasbeen found to increase the dynamic amplification factor Thestudy reveals that flexibility of long vehicle is an importantconsideration in obtaining bridge response and due tochange in load carrying vehicle configuration it is nowimperative to address this issue in bridge design codesTorsion of the bridge is activated by eccentric movement ofvehicle and dynamic amplification factor is largely depen-dent on the ratio of torsional rigidity to flexural rigidity ofbridge cross-section
Shock and Vibration 15
1520 25 30 35 40
45 5055
404550556065707580146148
15152154156158
16162164
Vehicle mass (kg)Vehicle speed (kmh)
DA
F
times103
Figure 27 Dynamic amplification factor with change in vehicle speed and vehicle mass
4050
6070
8013514
14515
15516
16517
17518
Vehicle speed (kmh)
DA
F
Roughness coefficient (m2cyclem)
18e minus 6 16e minus 6 14e minus 612e minus 6
10e minus 6 8e minus 66e minus 6
2e minus 64e minus 6
Figure 28 Dynamic amplification factor with vehicle speed and bridge surface roughness
4045
5055
6065
7075
80
14161820222426283013
14
15
16
17
18
Vehicle speed (kmh)Bridge span (m)
DA
F
Figure 29 Dynamic amplification factor with change in bridge span and vehicle speed
16 Shock and Vibration
Appendix
Expression of the Integral 119868119895119896
forGenerating Response Sample
The vector 119865(119905) needed to perform the integration is givenbelow
119865119895(119905) = 0 for119895 = 1 2 3 119899V
= 119896119905119895minus119899V
ℎ (119909119895minus119899V
) + 119888119905119895minus119899V
ℎ (119909119895minus119899V
)
For119895 = 119899V + 1 119899V + 2
= 1198961199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198961199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
+ 1198881199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198881199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
For 119895 = 119899V + 3 119899V + 4 119899V + 2 + 119899119887
= 1198901199091198961199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+ 1198961199052ℎ (1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
+ 1198881199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+1198881199052ℎ1015840(1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
For 119895 = 119899V + 119899119887 + 3
119899V + 119899119887 + 4 119899V + 119899119887 + 119899119905 + 2
(A1)
Themean surface profile has been taken as shallow parabolicthe equation of which with respect to one end of the bridge isgiven by
ℎ119898(119909) =
4ℎ0
1198712119909 (119871 minus 119909) (A2)
For one trial a generation of a set of random phase angles 120579119904
(119904 = 1 2 119873) is employed to express a Gaussian process is
ℎ119903(119909) =
119873
sum
119904=1
119860119904cos (2120587Ω
119904119909 + 120579119904) (A3)
Further ℎ1015840(119909) = 119889ℎ119889119909 and ℎ(119909) = 119889ℎ119889119905 = 119881(119889ℎ119889119909) where119881 is the speed of vehicle
For convenience of computation
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (A4)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 2 + 1119899V + 2 + 2 119899V + 2 + 119899
119887 119911 = 119899V + 2 + 119899
119887+ 1 119899V + 2 + 119899
119887+
2 119899V + 2 + 119899119887 + 119899119879Thefirst term 119868
119895119908(119908 = 1 2 119899V) of (A4) can bewritten
as
1198681198951= 1198681198952= sdot sdot sdot = 119868
119895119899V= 0 (A5)
The second term of (A4) can be written as
119868119895119909= 1198681198951199091
+ 1198681198951199092 (A6)
Splitting the first term of integral (A6) again into two we get
1198681198951199091
= 11986811989511990911
+ 11986811989511990912
(A7)
Introducing 119860119904= radic2119878(119881Ω
119904)minus2 and 119861
119904= 2120587Ω
119871+ (119904 minus
05)(Ω119880minus Ω119871)119873 the components can be written as
11986811989511990911
= 1198961199051[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895cos (120579
119904) minus 119861119904119881 sin (120579
119904)
+ exp (120572119895119905)
times [120572119895cos (119861
119904119881119905 + 120579
119904)
+119861119904119881 cos (119861
119904119881119905 + 120579
119904)]
+4ℎ0119881
12057231198951198712
120572119895119871 (120572119895119905 + exp (minus120572
119895119905) minus 1)
minus119881
12057231198951198712
120572119895119905 (120572119895119905 minus 2) minus 2 exp (minus120572
119895119905) + 2 ]
]
11986811989511990912
= 1198881199051[
[
119873
sum
119904=1
119881119860119904119861119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895sin (120579119904) minus 119861119904119881 cos (120579
119904)
+ exp (120572119895119905)
times [120572119895sin (119861
119904119881119905 + 120579
119904)
minus119861119904119881 sin (119861
119904119881119905 + 120579
119904)]
minus4ℎ0119881 exp (minus120572
119895119905)
12057231198951198712
times 2119881 [exp (minus120572119895119905) (120572119895119905 minus 1) + 1]
minus1
120572119895119871exp (120572
119895119905) minus 2]
]
(A8)
Shock and Vibration 17
Similarly splitting the second term of integral (A6) into twowe get
1198681198951199092
= 11986811989511990921
+ 11986811989511990922
11986811989511990921
= 1198961199052[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2
times minus 120572119895cos (119861
119904119897V minus 120579119904) minus 119861119904119881 sin (119861
119904119897V minus 120579119904)
+ exp (120572119895119905) [120572119895cos (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 sin (119861
119904(119897V minus 119881119905) + 120579119904)]
+1198812[2 minus exp (120572
119895119905) 120572119895119905 (120572119895119905 minus 2) + 2]
+4ℎ0
12057231198951198712
minus1205722
119895119897V (119897V + 119871) (exp (120572119895119905) minus 1)
+120572119895119881 (2119897V + 119871) [exp (120572119895119905) (120572119895119905 minus 1) + 1] ]
]
11986811989511990922
= 1198881199052[
[
119873
sum
119904=1
119860119904119861119904119881
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2120572119895sin (119861
119904119897V minus 120579119904)
+ 119861119904119881 cos (119861
119904119897V minus 120579119904)
minus exp (120572119895119905) [120572119895sin (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 cos (119861
119904(119897V minus 119881119905) + 120579119904)]
+4ℎ0119881 exp (minus120572
119895119905)
12057221198951198712
times 2119881 [exp (120572119895119905) (120572119895119905 minus 1) + 1]
minus120572119895(2119897V + 119871) (exp (120572119895119905) minus 1)]
]
(A9)
The third term of (A4) is written as
119868119895119910=
119899119887
sum
119896=1
119868119895119899V+2+119896
(A10)
The 119896th term of the above series is composed of ten differentterms as given below
119868119895119899V+2+119896
=
10
sum
119886=1
119868(119895119899V+2+119896)119886
(119896 = 1 2 3 119899119887) (A11)
The components of (A11) are as followsIntroducing the following parameters
119876119904= 119861119904119881 119877
119896=119896120587119881
119871
119878119896=119896120587
119871 119885
119904= 119861119904119897V
119868(119895119899V+2+119896)
1
=1
21198961199051
119873
sum
119904=1
119860119904 ((2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) cos (120579
119904)
+2120572119895119876119904sin (120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times cos (119876119904minus 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119876
119904+ 119877119896) 119905 + 120579
119904
minus (119877119896+ 119876119904)
times cos (119876119904+ 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
2
=1
21198961199051[
[
4ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198762119904)3
times 119871 (1205722
119895+ 1198762
119904) [exp (120572
119895119905) sin (119876
119904119905)
times 1198762
119904(120572119895119905 + 1)
+1205722
119895(120572119895119905 minus 1)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904119905 + 120572119895(120572119895119905 minus 2)] minus 2120572
119895119876119904
+ 119881 (21198763
119904+ 119876119904exp (120572
119895119905)) cos (119876
119904119905)
times 1198764
1199041199052+ 21198762
119904(1205722
1198951199052minus 2120572119895119905 minus 1)
18 Shock and Vibration
+1205722
119895(1205722
1198951199052minus 4120572119895119905 + 6)
minus exp (120572119895119905) sin (119876
119904119905)
times 1198764
119904(120572119895119905 + 2) + 120572
1198951198762
119904(1205722
1198951199052minus 3)
+1205723
119895(1205722
1198951199052minus 2120572119895119905 + 2) minus 6120572
2
119895119876119904]
]
119868(119895119899V+2+119896)
3
=1
21198961199052
119873
sum
119904=1
119860119904[ exp (minus120572
119895119905)
times (((119877119896+ 119876119904) cos (119878
119904minus 119885119904minus 120579119904)
+120572119895sin (119878119896minus 119885119904minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times (((119877119896minus 119876119904) cos (119878
119896minus 119885119904+ 120579119904)
+120572119895sin (119878119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 119878
119896minus 119885119904+ 120579119904
minus (119877119896+ 119876119904) cos (119876
119904minus 119877119896) 119905
+119878119896minus 119885119904+ 120579119904)
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
+ ((120572119895sin 119878119896+ 119885119904minus (119876119904+ 119877) 119905 minus 120579
119904
+ (119877119896+ 119876119904) cos 119878
119896+ 119885119904
+ (119876119904+ 119877119896) 119905
minus120579119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
4
= minus1
21198961199052[
[
4ℎ0119881
1198712(1205722119895+ 1198812)
3
times sin (119881119905 minus 119897V) [1205721198951198972
V(1205722
119895+ 1198812)2
minus 119897V (1205722
119895+ 1198812)
times minus1205723
119895119871 minus 1205721198951198711198812
+ 21198813(120572119895119905 + 1)
+21205722
119895119881(120572119895119905 minus 1)
+ 119881 [119881 21205723
119895+ 120572119895119905(1205722
119895+ 1198812)2
+2119905 (1205724
119895minus 1198814) minus 6120572
1198951198812
minus 119871 (1205722
119895+ 1198812)
times 1205722
119895(120572119895119905 minus 1)+ 119881
2(120572119895119905 +1)]
+ 119881 cos (119897V minus 119881119905) [1198814(1198972
V + 119897V119871
+21205722
1198951199052minus 4120572119895119905 minus 2)
+ 1205722
1198951198812(21198972
V + 2119897V119871
+41205722
1198951199052+ 6)
+ 1205724
119895119897V (119897V + 119871)
minus 1198815119905 (2119897V + 119871)
times (120572119895119905 minus 1)
minus 1205723
119895119881 (2119897V + 119871)
times (120572119895119905 minus 2) + 119897
2
V1198816]]
]
119868(119895119899V+2+119896)
5
=1
21198881199051
119873
sum
119904=1
119860119904119876119904( minus (2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) sin (120579
119904)
minus2120572119895119876119904cos (120579
119904))
times (1205722
119895+ (119876119904minus 119877)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times sin (119876119904minus 119877119896) 119905 + 120579
119904)
Shock and Vibration 19
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos (119876
119904+ 119877119896) 119905 + 120579
119904
+ (119877119896+ 119876119904)
times sin (119876119904+ 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
6
= minus1198881199051
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) cos (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) sin (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
7
=1
21198881199052
119873
sum
119904=1
119860119904119876119904
times [ exp (minus120572119895119905 ( ( (119877
119896+ 119876119904) sin (119878
119896+ 119885119904minus 120579119904)
minus120572119895cos (119878
119896+ 119885119904minus 120579119904))
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times ( ( (119876119904minus 119877119896) sin (119878
119896minus 119885119904+ 120579119904)
+120572119895cos (119878
119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos 119878
119896+ 119885119904minus (119876119904+ 119877119896) 119905 minus 120579
119904
minus (119877119896+ 119876119904) sin 119878
119896+ 119885119904
minus (119876119904+ 119877119896) 119905 minus 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos 119878
119896minus 119885119904+ (119876119904minus 119877119896) 119905 + 120579
119904
+ (119876119904minus 119877119896) sin 119878
119896minus 119885119904
+ (119876119904minus 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
8
= minus1198881199052
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) sin (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
9
= minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881 + exp (120572119895119905) 119896120587119881 cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881cos(119896120587119863119871
)
minus exp (120572119895119905) cos(119896120587119863 minus 119881119905
119871)
minus 119871120572119895sin(119896120587119863
119871)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119896)
10
= minus21198711198812(1198981199081
+ 1198981199082)
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
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Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Navigation and Observation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
DistributedSensor Networks
International Journal of
Shock and Vibration 5
beam which has two rigid modes and 119899V number of elasticmodes It can be shown that when the translation of the masscentroid and the rotational motion about the mass centroidare considered the two motions are orthogonal with respectto each other and with respect to the elastic modes [36]Thustotal displacement of these rigid body degrees of freedom andelastic modes can be described by
119911 (119906 119905) =
119899V
sum
119895 =minus1
120601V119895 (119906) 120578119895 (119905) (13)
where 120601V119895(119906) is the vehicle mode shapes the subscript Vdenotes vehicle 120578
119895(119905) is the time dependent generalized
coordinate 119895 is the mode number 119895 = minus1 0 are takento denote rigid body translatory and pitching mode 119895 =
1 2 3 119899V represent elastic mode sequence of free-freebeam and 119899V is the number of significant modes of flexiblevehicle body Thus two rigid modes can be written as
120601minus1= 1
1206010= 119906 minus 119863
2
(14)
where 1198632is a distance of vehicle centre of gravity from the
trailing edge as given in Figure 1The elastic bending modes of free-free beam for 119895 =
1 2 3 are given by [37]
120601V119895 = sin (120572119895119906) + sinh (120572
119895119906)
+ 120573119895[cos (120572
119895119906) + cosh (120572
119895119906)]
120573119895=cos (120572
119895119897V) + cosh (120572
119895119897V)
sin (120572119895119897V) + sinh (120572
119895119897V)
(15)
where corresponding nondimensional frequency parameters120572119895119897V can be related to circular natural frequency as
120596V119895 = 1205722
119895radic
119864V119868V
119898V1198974
V (16)
Substituting (13) in (1) and multiplying both sides of theequation by 120601V119896(119906) and then integrating with respect to 119906
from 0 to 119897V alongwith orthogonality conditions the equationof motion can be discretized as
120578119895(119905) + 2120585V119895120596V119895 120578119895 (119905) + 120596
2
V119895120578119895 (119905) = 119876V119895 (119905) (17)
where 119895 = minus1 0 1 2 Generalized force 119876V119895(119905) in the 119895th mode acting on the
vehicle is given as
119876V119895 (119905) =1
119872V119895int
119897119881
0
119891V (119906 119905) 120601119895 (119906) 119889119906 (18)
in which generalized mass119872V119895 in the 119895th mode is given by
119872V119895 = int
119897V
0
119898V1206012
V119895 (119906) 119889119906 (19)
Making use of (2) and (13) in (17) and integrating theexpression using the property of Dirac delta function one hasthe following expression for generalized force
119876V119895 (119905)
=1
119872V119895
[
[
119896V1
1199111(119905) minus
119899V
sum
119895 =minus1
120601119895(1199061) 120578 (119905)
120601119895(1199061)
+ 119888V1
1(119905) minus
119899V
sum
119895 =minus1
120601119895(1199061) 120578 (119905)
120601119895(1199061)
+ 119896V2
1199112(119905) minus
119899V
sum
119895 =minus1
120601119895(1199062) 120578 (119905)
120601119895(1199062)
+119888V2
2(119905) minus
119899V
sum
119895 =minus1
120601119895(1199062) 120578 (119905)
120601119895(1199062)]
]
(20)
It may be mentioned that infinite number of modes arepossible in continuous system considered in the presentstudy However for practical implementation only first 119899Vmodes of vehicle body have been included
25 Discretization of Bridge Equation of Motion Using first119899119887number of bridge bending modes the bridge deflection in
flexure be written as
119910 (119909 119905) =
119899119887
sum
119896=1
120601119887119896(119909) 119902119896(119905) (21)
where subscript 119887 represents bridge 120601119887119896(119909) is the flexural
mode of the beam for simply supported boundary conditioncorresponding to natural frequency and 120596
119887119896and 119902
119896(119905) are
generalized coordinates in 119896th mode [37]Now substituting (21) in (6) and multiplying both sides
of the equation by 120601119887119895(119909) and then integrating with respect to
119909 from 0 to 119871 with the use of orthogonality conditions theequation of motion can be discretized in normal coordinatesas
119902119896(119905) + 2120585
119887119896120596119887119896
119902119896(119905) + 120596
2
119887119896119902119896(119905) = 119876
119887119896(119905) (22)
where 119896 = 1 2 3 119899119887
The generalized force119876119887119896(119905) in the 119896th mode of bridge in
flexure is given as
119876119887119896(119905) =
1
119872119887119896
int
119871
0
119891119887(119909 119905) 120601
119887119896(119909) 119889119909 (23)
in which generalized mass119872119887119896in the 119896th mode is given by
119872119887119896= int
119871
0
1198981198871206012
119887119896(119909) 119889119909 (24)
6 Shock and Vibration
The generalized force in the 119896th of mode of bridge transversevibration has been worked out as
119876119887119896(119905)
= minus1
119872119887119896
[11989611990511199111(119905) minus
119899119887
sum
119896=1
120601119887119896(1199091) 119902119896(119905) minus ℎ (119909
1)
times 120601119887119896(1199091)
+ 11989611990521199112(119905) minus
119899119887
sum
119896=1
120601119887119896(1199092) 119902119896(119905) minus ℎ (119909
2)
times 120601119887119896(1199092)
+ 11988811990511(119905) minus 119881
119899119887
sum
119896=1
1206011015840
119887119896(1199091) 119902119896(119905)
minus119881
119899119887
sum
119896=1
120601119887119896(1199091) 119902119896(119905) minus 119881ℎ
1015840(1199091)
times 120601119887119896(1199091)
+ 11988811990522(119905) minus 119881
119899119887
sum
119896=1
1206011015840
119887119896(1199092) 119902119896(119905)
minus119881
119899119887
sum
119896=1
120601119887119896(1199092) 119902119896(119905) minus 119881ℎ
1015840(1199092)
times 120601119887119896(1199092)
minus 1198981+1
2119898V119897V119892120601119887119896 (1199091)
minus 1198982+1
2119898V119897V119892120601119887119896 (1199092)
times 1198981
119899119887
sum
119896=1
120601119887119896(1199091) 119902119896(119905)
+ 2119881
119899119887
sum
119896=1
1206011015840
119887119896(1199091) 119902119896(119905)
+1198812
119899119887
sum
119896=1
12060110158401015840
119887119896(1199091) 119902119896(119905) + 4119881ℎ
10158401015840(1199091)
times 120601119887119896(1199091)
+ 1198982
119899119887
sum
119896=1
120601119887119896(1199092) 119902119896(119905)
+ 2119881
119899119887
sum
119896=1
1206011015840
119887119896(1199092) 119902119896(119905)
+ 1198812
119899119887
sum
119896=1
12060110158401015840
119887119896(1199092) 119902119896(119905)
+4119881ℎ10158401015840(1199092)
times 120601119887119896(1199092) ]
(25)
in which (sdot) denotes time derivative Repeating the similarsteps the discretized bridge equation for torsion in normalcoordinates can be expressed as
120574119897(119905) + 2120585
119879119897120596119879119897
120574119897(119905) + 120596
2
119879119897120574119897(119905) = 119876
119879119897(119905)
(119897 = 1 2 3 119899119879)
(26)
where 119899119879represents number of bridge torsional modes con-
sidered and 120596119879119897and 120585119879119897are the natural frequency and modal
damping coefficient of the 119897th mode in torsion respectivelyThe generalized torque in the 119897th mode is given by
119876119879119897(119905) =
1
119872119879119897
int
119871
0
119891119879(119909 119905) 120601
119879119897(119909) 119889119909 (27)
The torsional natural frequency120596119879119897and correspondingmode
120601119879119897
for the given simply supported boundary conditionsfor no warping restrains have been taken from [37] Thegeneralized mass moment of inertia 119872
119879119897in the 119897th mode is
given by
119872119879119897= int
119871
0
1198681198871206012
119879119897(119909) 119889119909 (28)
The generalized torque in the 119897th mode can be expressed as
119876119879119897(119905)
= minus119890119909
119872119879119897
[11989611990511199111(119905) minus
119899119879
sum
119897=1
120601119879119897(1199091) 120574119897(119905) minus ℎ (119909
1)
times 120601119879119897(1199091)
+ 11989611990521199112(119905) minus
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) minus ℎ (119909
2)
times 120601119879119897(1199092)
+ 11988811990511(119905) minus 119881
119899119879
sum
119897=1
1206011015840
119879119897(1199091) 120574119897(119905)
minus119881
119899119879
sum
119897=1
120601119879119897(1199091) 120574119897(119905) minus 119881ℎ
1015840(1199091)
Shock and Vibration 7
times 120601119879119897(1199091)
+ 11988811990522(119905) minus 119881
119899119879
sum
119897=1
1206011015840
119879119897(1199092) 120574119897(119905)
minus119881
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) minus 119881ℎ
1015840(1199092)
times 120601119879119897(1199092)
minus 1198981+1
2119898V119897V119892120601119879119897 (1199091) minus 1198982 +
1
2119898V119897V
times 119892120601119879119897(1199092)
times 1198981
119899119879
sum
119897=1
120601119879119897(1199091) 120574119897(119905) + 2119881
119899119879
sum
119897=1
1206011015840
119879119897(1199091) 120574119897(119905)
+1198812
119899119879
sum
119897=1
12060110158401015840
119879119897(1199091) 120574119897(119905) + 4119881ℎ
10158401015840(1199091)
times 120601119879119897(1199091)
+ 1198982
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) + 2119881
119899119879
sum
119897=1
1206011015840
119879119896(1199092) 120574119897(119905)
+1198812
119899119879
sum
119896=1
12060110158401015840
119879119896(1199092) 120574119897(119905) + 4119881ℎ
10158401015840(1199092)
times 120601119879119897(1199092) ]
(29)
3 Method of Solution
The system of (4) (5) (17) (22) and (26) is coupled secondorder ordinary differential equations In general for continu-ous system like the ones (vehicle and bridge) presented in thepaper infinite number of modes exist However for practicalapplications modes have to be truncated to a finite size Let119899V 119899119887 and 119899
119879be number of significant modes of vehicle
motion bridge flexural and torsional vibration respectivelyThe number of coupled equations becomes 119899 = 2 + 119899V + 119899
119887+
119899119879The system equations can be expressed inmatrix notation
as
[119872] 119903 (119905) + [119862] 119903 (119905) + [119870] 119903 (119905) = 119865 (119905) (30)
where 119903(119905) = 1205781(119905) 1205782(119905) 120578
119899V(119905) 1199111(119905) 1199112(119905) 1199021(119905)1199022(119905) 119902
119899119887(119905) 1205741(119905) 1205742(119905) 120574
119899119879(119905)119879 is the response vec-
tor 119865(119905) is the generalized force vector and [119872] [C]and [119870] are system mass damping and stiffness matrixrespectively
The system equation can be cast into a 2119899-dimensionalfirst order differential equation of the following form
(119905) + [119860] 119901 (119905) = 119875 (119905) (31)
where
119901 (119905) = 119903 (119905)
119903 (119905) 119875 (119905) =
[119872]minus1119865 (119905)
0
[119860] = [119872]minus1[119862]
minus [119868]
[119872]minus1[119870]
[0]
(32)
This form is suitable for bridge-vehicle interaction problemssince suspension damping is not small and diagonalizationof damping matrix as in case of Rayleighrsquos damping may notbe fully convincing [119868] is an identity matrix and 0 a nullvector or matrix Let the eigenvalues of the state matrix A be1205721 1205722 1205723 120572
2119899and the corresponding eigenvectors u1
u2 u3 u2119899 The modal matrix is defined as[119880] = [119906
11199062 119906
2119899] (33)
The eigenvalues are assumed to be distinct Thus one has
[119880]minus1[119860] [119880] = diagonal [120572
1 1205722 1205723 120572
2119899] (34)
Let us assume119901 = [119880] V (35)
Using linear transformation in (35) the state-space equationsin decoupled form can be written as
V119895(119905) + 120572
119895V119895(119905) = 119877
119895(119905) 119895 = 1 2 3 2119899 (36)
with
119877119895=
119899
sum
119896=1
1199061015840
119895119904
119899
sum
119904=1
1198981015840
119904119896119865119896(119905) (37)
1199061015840
119895119904denotes elements in the inverse of the matrix [119880] and1198981015840
119904119896
the elements in the inverse of matrix [119872]The general solution of (36) in Stieltjes integral [38] form
may be expressed as
V119895(119905) = 119883
0119895exp (minus120572
119895119905) + int
infin
minusinfin
119867119895(120596 119905) 119889119878 [119865
119896(120596)] (38)
where 1198830119895
are constants of integration to be determinedfrom the initial conditions119867
119895(120596 119905) is the transient frequency
response function given by [38]
119867119895(120596 119905) =
1
minus119894120596 + 120572119895
[exp (minus119894120596119905) minus exp minus120572119895(119905 minus 1199050)]
(39)It can be seen that as 119905
0rarr minusinfin for the positive real
part of 120572119895 119867119895(120596 119905) approaches the limiting value (1 minus
119894120596 + 120572119895) exp(minus119894120596119905) This is the characteristics of stable
dynamic system Using (37) and (39) in (38) the response ingeneralized normal coordinate may be expressed as
119903119898(119905) =
2119899
sum
119895=1
119906119898+119899119895
1198830119895exp (minus120572
119895119905)
+
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896int
infin
minusinfin
119867119895(120596 119905) 119889119878 (119865
119896(120596))
119898 = 1 2 3 119899
(40)
8 Shock and Vibration
The first term of (40) represents homogeneous solution ofthe system equation due to initial condition and the secondterm of the equation may be written using the limiting valueof transient frequency response function
119903119875119898
(119905) =
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
times
119899
sum
119896=1
1198981015840
119904119896int
infin
minusinfin
exp (minus119894120596119905)minus119894120596 + 120572
119895
119865119896(120596) 119889120596
(41)
Using Fourier integral [39] and changing the order of integra-tion (41) can be written as
119903119875119898
(119905)
=
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896
times int
infin
minusinfin
119865119896(120591) [
1
2120587int
infin
minusinfin
exp [119894120596 (120591 minus 119905)]minus119894120596 + 120572
119895
119889120596]119889120591
(42)
Using Cauchyrsquos residue theorem [39] the particular solutioncan be expressed as
119903119875119898
(119905) =
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896119868119895119896 (43)
where
119868119895119896= int
119905
0
exp [120572119895(120591 minus 119905)] 119865
119896(120591) 119889120591 (44)
in which 119905 is the bridge loading time 119868119895119896
can be split up forconvenience as
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (45)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 3119899V+4 119899V+2+119899119887 119911 = 119899V+119899119887+3 119899V+119899119887+4 119899V+119899119887+119899119879+2
Closed form expressions for the components of the aboveintegral which generates each of the response samples havebeen developed and given in the appendixThe response sam-ples thus form complete ensemble of the process Averagingacross the ensemble at each time step yields mean 120583
119884(119905119896) and
standard deviation 120590119884(119905119896) of a response process 119884
4 Results and Discussions
41 Model Validation The results obtained by present ana-lytical method have been first compared with numericallysimulated results and published results from the literatureNewmark integration scheme [40] has been adopted fornumerical simulation Time step for integration purpose hasbeen selected as 0005 sec Two-axle vehicle model data andbridge of single span with simple supports have been usedfor comparison purpose For this purpose bridge and vehicleparameters have been selected from study conducted byDengand Cai [41] in which they have also presented experimental
0 05 1 15 2 25
Disp
lace
men
t (m
)
Time (s)
Numerically simulated resultPresent analytical resultExperimental result [41]
50E minus 4
00E + 0
minus50E minus 4
minus10E minus 3
minus15E minus 3
minus20E minus 3
Figure 2 Comparison of analytical numerical and experimentalresults
data Following are the inputs taken in both analytical modeland numerical integration scheme
span (119871) 16764m mass per unit length (119898119887) 108 times
104 kgm flexural rigidity (119864
119887119868119887) 248 times 10
12Nm2 torsionalrigidity (119866
119887119869119887) 248 times 10
12Nm2 mass moment of inertia(119868119887) 187 times 10
5 kgm2m 119864119887= 32GPa deck = 2512GPa
vehicle mass (119898V) 248 times 104 kg mass of front and rear
wheel (1198981199081 1198981199082) 7254 kg eachmassmoment of inertia (119868V)
172times105 kgm2 front and rear suspension stiffness (119896V1 119896V2)
728 times 105Nm 197 times 10
6Nm front and rear suspensiondamping (119888V1 119888V2) 21896Nsm 71818Nsm and front andrear tyre stiffness (119896
1199051 1198961199052) 197 times 10
6Nm 474 times 106Nm
In Figure 2 the analytically obtained response sample hasbeen compared with numerically simulated response sampleand experimental results found in [41] The comparison ofresponse sample exhibits close agreement between analyticaland numerically simulated results The experimental data inthe initial portion has shown considerable deviation fromtheoretical results which however becomes closer in thelater part of the response time historyThe peakmagnitude ofthe displacement in analytical numerical and experimentalresults agrees well
42 Parametric Study The following system data have beenadopted to generate numerical results and to conduct para-metric study a RC slab-girder bridge of span (119871) 20mthree longitudinal girders along the span and three cross-girders at midspan and at supports are provided in bridgethe lane width 86m deck thickness 200mm and concretecharacteristic strength 25Nmm2 The cross-section of thebridge is shown in Figure 3 A finite element (FE) model ofbridge in SAP2000 commercial software is first developedusing the above details of the bridge so as to match thefundamental natural frequency andfirstmodal damping ratioof the simply supported beam model of T-beam bridgeThe sectional properties of FE model are then used inthe present analytical program of the bridge The followingphysical parameters are finally selected for the beam modelto represent a T-beam RC concrete bridge
mass (119898119887) 1115times103 kgm flexural rigidity (119864
119887119868119887) 37times
1010N-m2 and torsional rigidity (119866
119887119869119887) 1695 times 10
10N-m2
Shock and Vibration 9
56 MM THKAC wearing coat
860
086
756
038
084
063 063 063
300 300
015
025
120
Figure 3 Cross-section of T-beam bridge (all dimensions are in meter)
1200
935
978
265100
250
1200
Figure 4 Longitudinal section of vehicle (all dimensions are in meter)
The sectional parameters to be given in the beam model ofbridge have been found from the FE model of bridge in SAP2000 commercial software to match the fundamental naturalfrequency and first modal damping of both the beam and theFE model of bridge
Vehicle parameters are as follows a long vehicle carryingheavy load often crossing the bridge has been chosen toillustrate the present approach The standards of vehicle aredifferent from the live load prescribed by bridge code Inthe present study we use a vehicle type TATA 3516C-EX asshown in Figures 4 and 5 This has been idealized as Euler-Bernoulli beam adopted in present formulation Followingare the important physical parameters pertaining to vehiclelength (119897V) 12m flexural rigidity (119864V119868V) 53times10
6N-m2 massper unit length (119898V) 1500 kgm front and rear wheel masses(1198981199081 1198981199082) 800 kg each suspension stiffness front and rear
(119896V1 119896V2) 36 times 107Nm suspension damping front and rear
(119888V1 119888V2) 72 times 104N-secm front and rear tyre stiffness
(1198961199051 1198961199052) 09 times 10
7Nm and front and rear tyre damping(1198961199051 1198961199052) 07 times 104N-secm
421 Bridge Response Statistics Bridge mean responses atmidspan displacement (120583
119889119910) velocity (120583V119910) and acceleration
(120583119886119910) subjected to three vehicle speed have been shown in
Figures 6 7 and 8 The roughness of the bridge deck hasbeen assumed to be of poor category as per ISO classifi-cation corresponding to roughness coefficient 120589
119904= 16 times
10minus6m2(mcycle) [42] The mean peak central deflection is
found to increase with the vehicle speed The correspondingstandard deviation of each response displacement (120590
119889119911)
velocity (120590V119911) and acceleration (120590119886119911) has been shown in
Figures 9 10 and 11 It may be noted that bridge response fre-quency ismodified by change in vehicle velocity and obtainedbehavior has appropriate physical sense that higher velocityincreases the temporal frequency of road excitation This isobvious from left shift of the peak when velocity increasesfrom lower to higher The peak magnitude is also higher incase of vehicle travelling with higher velocity No definitepattern is discernible in the standard deviation Althoughthe magnitudes of standard deviation are insignificant forpractical purpose magnitudes of the coefficient of variationof peak displacement velocity and accelerations are found tobe 011 0183 and 0105 respectively Itmay bementioned thatdynamic loads do not lead to major bridge damage except inresonance but they contribute to continuous degradation ofbridge increasing necessity of bridge maintenance
10 Shock and Vibration
200
030
075 120 075
Figure 5 Vehicle cross-section (all dimensions are in meter)
0 05 1 15 2 25 3 35 4
Time (s)10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
50kmh60kmh80kmh
Figure 6 Mean displacement of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)
minus80E minus 3
40E minus 3
minus10E minus 18
minus40E minus 3
minus80E minus 3
minus12E minus 2
120583y
(ms
)
50kmh60kmh80kmh
Figure 7 Mean velocity of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
minus12E minus 1
minus16E minus 1
120583ay
(ms2)
50kmh60kmh80kmh
Figure 8 Mean acceleration of bridge at the midspan
0 05 1 15 2 25 3 35 4Time (s)
40E minus 5
30E minus 5
20E minus 5
10E minus 5
00E + 0
minus10E minus 5
120590dy
(m)
50kmh60kmh80kmh
Figure 9 Standard deviation of bridge midspan deflection
422 Vehicle Response Statistics The mean vehicle bodyresponses (at centroid)mdashdisplacement (120583
119889119911) velocity (120583V119911)
and acceleration (120583119886119911) time historymdashincluding residual
response have been shown in Figures 12 13 and 14 Thecorresponding standard deviation of responses displacement(120590119889119911) velocity (120590V119911) and acceleration (120590
119886119911) is shown in
Figures 15 16 and 17 It has been seen that the peak response isincreased with increase in vehicle speed Standard deviationhas no definite trend in the present case for vehicle response
423 Effect of Vehicle Flexibility on Mean and Standard Devi-ation The contribution of significant number of structuralmodes of vehicle to bridge response has been examined ina bar diagram presented in Figures 18 and 19 by comparingmaximum mean and standard deviation respectively It maybe seen that inclusion of bendingmodes of the vehicle reducesthe response magnitude of the bridge The same figure alsoreveals that when flexiblemodes of the vehicle are consideredsummation of first five modes for finding the response isadequate Figures 20 and 21 show the comparison of mean
Shock and Vibration 11
0 05 1 15 2 25 3 35Time (s)
16E minus 3
12E minus 3
80E minus 4
40E minus 4
00E + 0
minus40E minus 4
120590y
(ms
)
50kmh60kmh80kmh
Figure 10 Standard deviation of bridge midspan velocity
0 05 1 15 2 25 3 35Time (s)
16E minus 2
12E minus 2
80E minus 3
40E minus 3
00E + 0
120590ay
(ms2)
50kmh60kmh80kmh
Figure 11 Standard deviation of bridge midspan acceleration
0 05 1 15 2 25 3Time (s)
80E minus 3
40E minus 3
00E + 0
minus40E minus 3
minus80E minus 3
minus12E minus 2
minus16E minus 2
120583dz
(m)
50kmh60kmh80kmh
Figure 12 Mean displacement of vehicle CG
0 05 1 15 2 25 3Time (s)
12E minus 1
80E minus 2
40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
120583z
(ms
)
50kmh60kmh80kmh
Figure 13 Mean velocity of vehicle at CG
0 1 2 3Time (s)
80E minus 1
40E minus 1
00E + 0
minus40E minus 1
minus80E minus 1
50kmh60kmh80kmh
120583az
(ms2)
Figure 14 Mean acceleration of vehicle at CG
0 05 1 15 2 25 3Time (s)
10E minus 3
80E minus 4
60E minus 4
40E minus 4
20E minus 4
00E + 0
120590dz (m
)
50kmh60kmh80kmh
Figure 15 Standard deviation of vehicle displacement at CG
12 Shock and Vibration
0 1 2 3Time (s)
80E minus 3
60E minus 3
40E minus 3
20E minus 3
00E + 0
120590z
(ms
)
50kmh60kmh80kmh
Figure 16 Standard deviation of vehicle velocity at CG
0 05 1 15 2 25 3Time (s)
40E minus 2
30E minus 2
20E minus 2
10E minus 2
00E + 0
120590az
(ms2)
50kmh60kmh80kmh
Figure 17 Standard deviation of vehicle acceleration at CG
A B C D
50E minus 04
40E minus 04
30E minus 04
20E minus 04
10E minus 04
00E + 00
120583dy
(m)
Figure 18 Maximummean displacement of bridge at midspan (A)rigid vehicle (B) flexible vehicle only with first structural mode (C)flexible vehicle with first three structural modes and (D) flexiblevehicle with first five structural modes
A B C D
40E minus 05
30E minus 05
20E minus 05
10E minus 05
00E + 00
120590dy
(m)
Figure 19 Maximum standard deviation of displacement atmidspan (A) rigid vehicle (B) flexible vehicle only with firststructural mode (C) flexible vehicle with first three structuralmodes and (D) flexible vehicle with first five structural modes
0 025 05 075 1 125 15 175Time (s)
Flexible vehicleRigid vehicle
30E + 5
25E + 5
20E + 5
15E + 5
10E + 5
50E + 4
00E + 0
120583F
(N)
Figure 20 Mean of imposed force time history of the bridge due topassage of rigid and flexible vehicle
Flexible vehicleRigid vehicle
0 025 05 075 1 125 15 175Time (s)
25E + 4
20E + 4
15E + 4
10E + 4
50E + 3
00E + 0
minus50 + 3
120590F
(N)
Figure 21 Standard deviation of imposed force time history of thebridge due to passage of rigid and flexible vehicle
Shock and Vibration 13
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
minus40E minus 4
120583dy
(m)
Figure 22 Effect of flexibility on mean response of bridge (A)119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107 N-m2 and (C) 119864V119868V =
82 times 1010 N-m2
0 05 1 15 2 25 3 35Time (s)
ABC
20E minus 5
16E minus 5
12E minus 5
80E minus 6
40E minus 6
00E + 0
120590dy
(m)
Figure 23 Effect of flexibility on standard deviation of bridgeresponse (A) 119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107N-m2
and (C) 119864V119868V = 82 times 1010N-m2
and standard deviation of imposed force on the bridge dueto passage of a rigid vehicle with those of flexible vehicle Itreveals that when structural bending modes are consideredthe imposed force on the bridge is lessThismay be attributedto the fact that part total strain energy has been utilized inbending of elastic vehicle body as compared to rigid beamwhich reduces imposed force on the bridge
The comparison of mean response of bridge at midspanwith different values of vehicle flexural rigidity has beenpresented in Figure 22 Corresponding standard deviation ispresented in Figure 23 It may be noted that vehicle withlower flexural rigidity generates less response in the bridgeIn generating numerical results under this section vehiclevelocity is taken as 60 kmh
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
Figure 24 Mean of bridge midspan displacement due to differenteccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909= 1m and
(C) 119890119909= 15m
0 05 1 15 2 25 3 35Time (s)
ABC
30E minus 5
25E minus 5
20E minus 5
15E minus 5
10E minus 5
50E minus 6
00E + 0
120590dy
(m)
Figure 25 Standard deviation of bridge midspan displacement dueto different eccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909=
1m and (C) 119890119909= 15m
424 Effect of Eccentricity of Vehicle Path on Mean andStandard Deviation The effect of eccentricity on the bridgeresponse has been studied by varying the loading positionfrom the centre of the bridge width In the result shown inFigures 24 and 25 6 to 8 increment in the bridge dynamicresponses has been observed as the eccentricity varies from05m to 15m The vehicle stiffness for comparing the resultsin Figures 24 and 25 is taken uniform (119864V119868V = 53times10
6Nsdotm2)In generating numerical results under this section vehiclevelocity is taken as 60 kmh
43 Dynamic Amplification Factor (DAF) Considering anyresponse variable 119884 as random process the maximumdynamic response can be written as
119884dynamic =1003816100381610038161003816120583119884 (119909119896 119905119896) + 120590119884 (119909119896 119905119896)
1003816100381610038161003816 (46)
14 Shock and Vibration
1
12
14
16
18
0 0002 0004 0006 0008 001
DA
F
ABC
GbJbEbIb
Figure 26 Dynamic amplification factor (DAF) with the ratio ofbridge torsional rigidity to flexural rigidity (119866
119887119869119887119864119887119868119887) for different
vehicle flexural rigidity (A) 119864V119868V = 53 times 106N-m2 (B) 119864V119868V = 64 times
107 N-m2 and (C) 119864V119868V = 82 times 10
10 N-m2
where 119884dynamic denotes the maximum response due to fluctu-ating load imposed on bridge due to vibratory motion of thevehicle excited by road unevenness
Thus dynamic amplification factor (DAF) in this study isdefined as
DAF =119884static + 119884dynamic
119884static (47)
where119884static refers to the response of the bridge at themidspanlocation for adverse position of static wheel loads
431 Effect of Bridge Torsional Rigidity on Dynamic Ampli-fication Factor (DAF) The effect of torsional rigidity ofbridge has been studied by obtaining DAF for differentratios of torsional rigidity (119866
119887119869119887) to flexural rigidity (119864
119887119868119887)
of bridge with various values of vehicle flexural rigidity(119864V119868V) and presented in Figure 26 The results reveal thatdynamic amplification factor decreases by an amount of 23to 34 when the ratio of torsional rigidity to flexural rigidityof bridge increases from 0002 to 001 This indicates thattorsionally stiffer bridge produces less dynamic amplificationof static live load response
432 Effect of VehicleMass and Speed onDAF Since dynamicamplification factor depends on several variables we chooseto represent it by surface plot rather than a two-dimensionalplot The effect of vehicle mass as well as speed on thedynamic amplification factor (DAF) has been shown inFigure 27 Individual effect on earlier classical studies [43]has shown that effect of increasing mass has reducing effecton DAF However a surface plot shown in Figure 18 shows
that combined effect has an increasing trend Earlier authorsargued that reduction of dynamic amplification factor withincreasing vehicle weight is due to increase of static deflec-tion However the coupled dynamic interaction may be thecause of increased inertia force in addition to suspensionforce imposed by moving mass at greater velocity whichincreases dynamic component of the response
433 Effect of Bridge Surface Roughness and Speed Thesurface roughness and speed of the vehicle are two mostinfluential factors that can cause increased dynamic ampli-fication factor and rapid degradation of the bridge Bridgedynamic amplification factor has been found by changingbridge surface roughness coefficient for good condition topoor condition as mentioned in ISO specification [42] withchange in vehicle speed Figure 28 shows that poor conditionof road induces more deflection on the bridge when vehiclemoves over it and also can be catalyzed by vehicle speed
434 Effect of Bridge Span and Velocity The span of thebridge is an important factor which decides the impact factorinmost of the bridge design codes Combined effect of bridgespan and speed of the vehicle on DAF is not fully knownFigure 29 shows the DAF with variation of bridge span andvelocity It has been found thatwhen the bridge span increasesfrom 14m to 30m dynamic amplification factor decreases byan amount of 12 to 15 irrespective of increase of vehiclevelocity Although increasing span shows a decreasing trendin DAF similar to the earlier studies the increment found inthe present case is not very significant for the range of span14ndash30m
5 Conclusions
In the present study an analytical solution for coupledvehicle-bridge interaction problem considering eccentricallymoving flexible vehicle as well as randomdeck surface rough-ness has been obtained Response samples are generatedfrom the expressions derived in the present study consideringnonhomogeneity of deck roughness The results obtainedfrom analytical approach have been validated with numericalsimulation and experimental data available in the literatureIndividual and combined effects of several bridge-vehicleparameters have been considered to find out the responsestatistics The increased effect of vehicle speed has beenfoundmore significant in changing the frequency of imposedoscillation rather than noticeable increase in response peaksCombined effect of increasing vehicle weight and speed hasbeen found to increase the dynamic amplification factor Thestudy reveals that flexibility of long vehicle is an importantconsideration in obtaining bridge response and due tochange in load carrying vehicle configuration it is nowimperative to address this issue in bridge design codesTorsion of the bridge is activated by eccentric movement ofvehicle and dynamic amplification factor is largely depen-dent on the ratio of torsional rigidity to flexural rigidity ofbridge cross-section
Shock and Vibration 15
1520 25 30 35 40
45 5055
404550556065707580146148
15152154156158
16162164
Vehicle mass (kg)Vehicle speed (kmh)
DA
F
times103
Figure 27 Dynamic amplification factor with change in vehicle speed and vehicle mass
4050
6070
8013514
14515
15516
16517
17518
Vehicle speed (kmh)
DA
F
Roughness coefficient (m2cyclem)
18e minus 6 16e minus 6 14e minus 612e minus 6
10e minus 6 8e minus 66e minus 6
2e minus 64e minus 6
Figure 28 Dynamic amplification factor with vehicle speed and bridge surface roughness
4045
5055
6065
7075
80
14161820222426283013
14
15
16
17
18
Vehicle speed (kmh)Bridge span (m)
DA
F
Figure 29 Dynamic amplification factor with change in bridge span and vehicle speed
16 Shock and Vibration
Appendix
Expression of the Integral 119868119895119896
forGenerating Response Sample
The vector 119865(119905) needed to perform the integration is givenbelow
119865119895(119905) = 0 for119895 = 1 2 3 119899V
= 119896119905119895minus119899V
ℎ (119909119895minus119899V
) + 119888119905119895minus119899V
ℎ (119909119895minus119899V
)
For119895 = 119899V + 1 119899V + 2
= 1198961199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198961199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
+ 1198881199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198881199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
For 119895 = 119899V + 3 119899V + 4 119899V + 2 + 119899119887
= 1198901199091198961199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+ 1198961199052ℎ (1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
+ 1198881199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+1198881199052ℎ1015840(1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
For 119895 = 119899V + 119899119887 + 3
119899V + 119899119887 + 4 119899V + 119899119887 + 119899119905 + 2
(A1)
Themean surface profile has been taken as shallow parabolicthe equation of which with respect to one end of the bridge isgiven by
ℎ119898(119909) =
4ℎ0
1198712119909 (119871 minus 119909) (A2)
For one trial a generation of a set of random phase angles 120579119904
(119904 = 1 2 119873) is employed to express a Gaussian process is
ℎ119903(119909) =
119873
sum
119904=1
119860119904cos (2120587Ω
119904119909 + 120579119904) (A3)
Further ℎ1015840(119909) = 119889ℎ119889119909 and ℎ(119909) = 119889ℎ119889119905 = 119881(119889ℎ119889119909) where119881 is the speed of vehicle
For convenience of computation
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (A4)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 2 + 1119899V + 2 + 2 119899V + 2 + 119899
119887 119911 = 119899V + 2 + 119899
119887+ 1 119899V + 2 + 119899
119887+
2 119899V + 2 + 119899119887 + 119899119879Thefirst term 119868
119895119908(119908 = 1 2 119899V) of (A4) can bewritten
as
1198681198951= 1198681198952= sdot sdot sdot = 119868
119895119899V= 0 (A5)
The second term of (A4) can be written as
119868119895119909= 1198681198951199091
+ 1198681198951199092 (A6)
Splitting the first term of integral (A6) again into two we get
1198681198951199091
= 11986811989511990911
+ 11986811989511990912
(A7)
Introducing 119860119904= radic2119878(119881Ω
119904)minus2 and 119861
119904= 2120587Ω
119871+ (119904 minus
05)(Ω119880minus Ω119871)119873 the components can be written as
11986811989511990911
= 1198961199051[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895cos (120579
119904) minus 119861119904119881 sin (120579
119904)
+ exp (120572119895119905)
times [120572119895cos (119861
119904119881119905 + 120579
119904)
+119861119904119881 cos (119861
119904119881119905 + 120579
119904)]
+4ℎ0119881
12057231198951198712
120572119895119871 (120572119895119905 + exp (minus120572
119895119905) minus 1)
minus119881
12057231198951198712
120572119895119905 (120572119895119905 minus 2) minus 2 exp (minus120572
119895119905) + 2 ]
]
11986811989511990912
= 1198881199051[
[
119873
sum
119904=1
119881119860119904119861119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895sin (120579119904) minus 119861119904119881 cos (120579
119904)
+ exp (120572119895119905)
times [120572119895sin (119861
119904119881119905 + 120579
119904)
minus119861119904119881 sin (119861
119904119881119905 + 120579
119904)]
minus4ℎ0119881 exp (minus120572
119895119905)
12057231198951198712
times 2119881 [exp (minus120572119895119905) (120572119895119905 minus 1) + 1]
minus1
120572119895119871exp (120572
119895119905) minus 2]
]
(A8)
Shock and Vibration 17
Similarly splitting the second term of integral (A6) into twowe get
1198681198951199092
= 11986811989511990921
+ 11986811989511990922
11986811989511990921
= 1198961199052[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2
times minus 120572119895cos (119861
119904119897V minus 120579119904) minus 119861119904119881 sin (119861
119904119897V minus 120579119904)
+ exp (120572119895119905) [120572119895cos (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 sin (119861
119904(119897V minus 119881119905) + 120579119904)]
+1198812[2 minus exp (120572
119895119905) 120572119895119905 (120572119895119905 minus 2) + 2]
+4ℎ0
12057231198951198712
minus1205722
119895119897V (119897V + 119871) (exp (120572119895119905) minus 1)
+120572119895119881 (2119897V + 119871) [exp (120572119895119905) (120572119895119905 minus 1) + 1] ]
]
11986811989511990922
= 1198881199052[
[
119873
sum
119904=1
119860119904119861119904119881
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2120572119895sin (119861
119904119897V minus 120579119904)
+ 119861119904119881 cos (119861
119904119897V minus 120579119904)
minus exp (120572119895119905) [120572119895sin (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 cos (119861
119904(119897V minus 119881119905) + 120579119904)]
+4ℎ0119881 exp (minus120572
119895119905)
12057221198951198712
times 2119881 [exp (120572119895119905) (120572119895119905 minus 1) + 1]
minus120572119895(2119897V + 119871) (exp (120572119895119905) minus 1)]
]
(A9)
The third term of (A4) is written as
119868119895119910=
119899119887
sum
119896=1
119868119895119899V+2+119896
(A10)
The 119896th term of the above series is composed of ten differentterms as given below
119868119895119899V+2+119896
=
10
sum
119886=1
119868(119895119899V+2+119896)119886
(119896 = 1 2 3 119899119887) (A11)
The components of (A11) are as followsIntroducing the following parameters
119876119904= 119861119904119881 119877
119896=119896120587119881
119871
119878119896=119896120587
119871 119885
119904= 119861119904119897V
119868(119895119899V+2+119896)
1
=1
21198961199051
119873
sum
119904=1
119860119904 ((2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) cos (120579
119904)
+2120572119895119876119904sin (120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times cos (119876119904minus 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119876
119904+ 119877119896) 119905 + 120579
119904
minus (119877119896+ 119876119904)
times cos (119876119904+ 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
2
=1
21198961199051[
[
4ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198762119904)3
times 119871 (1205722
119895+ 1198762
119904) [exp (120572
119895119905) sin (119876
119904119905)
times 1198762
119904(120572119895119905 + 1)
+1205722
119895(120572119895119905 minus 1)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904119905 + 120572119895(120572119895119905 minus 2)] minus 2120572
119895119876119904
+ 119881 (21198763
119904+ 119876119904exp (120572
119895119905)) cos (119876
119904119905)
times 1198764
1199041199052+ 21198762
119904(1205722
1198951199052minus 2120572119895119905 minus 1)
18 Shock and Vibration
+1205722
119895(1205722
1198951199052minus 4120572119895119905 + 6)
minus exp (120572119895119905) sin (119876
119904119905)
times 1198764
119904(120572119895119905 + 2) + 120572
1198951198762
119904(1205722
1198951199052minus 3)
+1205723
119895(1205722
1198951199052minus 2120572119895119905 + 2) minus 6120572
2
119895119876119904]
]
119868(119895119899V+2+119896)
3
=1
21198961199052
119873
sum
119904=1
119860119904[ exp (minus120572
119895119905)
times (((119877119896+ 119876119904) cos (119878
119904minus 119885119904minus 120579119904)
+120572119895sin (119878119896minus 119885119904minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times (((119877119896minus 119876119904) cos (119878
119896minus 119885119904+ 120579119904)
+120572119895sin (119878119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 119878
119896minus 119885119904+ 120579119904
minus (119877119896+ 119876119904) cos (119876
119904minus 119877119896) 119905
+119878119896minus 119885119904+ 120579119904)
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
+ ((120572119895sin 119878119896+ 119885119904minus (119876119904+ 119877) 119905 minus 120579
119904
+ (119877119896+ 119876119904) cos 119878
119896+ 119885119904
+ (119876119904+ 119877119896) 119905
minus120579119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
4
= minus1
21198961199052[
[
4ℎ0119881
1198712(1205722119895+ 1198812)
3
times sin (119881119905 minus 119897V) [1205721198951198972
V(1205722
119895+ 1198812)2
minus 119897V (1205722
119895+ 1198812)
times minus1205723
119895119871 minus 1205721198951198711198812
+ 21198813(120572119895119905 + 1)
+21205722
119895119881(120572119895119905 minus 1)
+ 119881 [119881 21205723
119895+ 120572119895119905(1205722
119895+ 1198812)2
+2119905 (1205724
119895minus 1198814) minus 6120572
1198951198812
minus 119871 (1205722
119895+ 1198812)
times 1205722
119895(120572119895119905 minus 1)+ 119881
2(120572119895119905 +1)]
+ 119881 cos (119897V minus 119881119905) [1198814(1198972
V + 119897V119871
+21205722
1198951199052minus 4120572119895119905 minus 2)
+ 1205722
1198951198812(21198972
V + 2119897V119871
+41205722
1198951199052+ 6)
+ 1205724
119895119897V (119897V + 119871)
minus 1198815119905 (2119897V + 119871)
times (120572119895119905 minus 1)
minus 1205723
119895119881 (2119897V + 119871)
times (120572119895119905 minus 2) + 119897
2
V1198816]]
]
119868(119895119899V+2+119896)
5
=1
21198881199051
119873
sum
119904=1
119860119904119876119904( minus (2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) sin (120579
119904)
minus2120572119895119876119904cos (120579
119904))
times (1205722
119895+ (119876119904minus 119877)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times sin (119876119904minus 119877119896) 119905 + 120579
119904)
Shock and Vibration 19
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos (119876
119904+ 119877119896) 119905 + 120579
119904
+ (119877119896+ 119876119904)
times sin (119876119904+ 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
6
= minus1198881199051
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) cos (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) sin (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
7
=1
21198881199052
119873
sum
119904=1
119860119904119876119904
times [ exp (minus120572119895119905 ( ( (119877
119896+ 119876119904) sin (119878
119896+ 119885119904minus 120579119904)
minus120572119895cos (119878
119896+ 119885119904minus 120579119904))
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times ( ( (119876119904minus 119877119896) sin (119878
119896minus 119885119904+ 120579119904)
+120572119895cos (119878
119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos 119878
119896+ 119885119904minus (119876119904+ 119877119896) 119905 minus 120579
119904
minus (119877119896+ 119876119904) sin 119878
119896+ 119885119904
minus (119876119904+ 119877119896) 119905 minus 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos 119878
119896minus 119885119904+ (119876119904minus 119877119896) 119905 + 120579
119904
+ (119876119904minus 119877119896) sin 119878
119896minus 119885119904
+ (119876119904minus 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
8
= minus1198881199052
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) sin (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
9
= minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881 + exp (120572119895119905) 119896120587119881 cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881cos(119896120587119863119871
)
minus exp (120572119895119905) cos(119896120587119863 minus 119881119905
119871)
minus 119871120572119895sin(119896120587119863
119871)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119896)
10
= minus21198711198812(1198981199081
+ 1198981199082)
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
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Shock and Vibration
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International Journal of
6 Shock and Vibration
The generalized force in the 119896th of mode of bridge transversevibration has been worked out as
119876119887119896(119905)
= minus1
119872119887119896
[11989611990511199111(119905) minus
119899119887
sum
119896=1
120601119887119896(1199091) 119902119896(119905) minus ℎ (119909
1)
times 120601119887119896(1199091)
+ 11989611990521199112(119905) minus
119899119887
sum
119896=1
120601119887119896(1199092) 119902119896(119905) minus ℎ (119909
2)
times 120601119887119896(1199092)
+ 11988811990511(119905) minus 119881
119899119887
sum
119896=1
1206011015840
119887119896(1199091) 119902119896(119905)
minus119881
119899119887
sum
119896=1
120601119887119896(1199091) 119902119896(119905) minus 119881ℎ
1015840(1199091)
times 120601119887119896(1199091)
+ 11988811990522(119905) minus 119881
119899119887
sum
119896=1
1206011015840
119887119896(1199092) 119902119896(119905)
minus119881
119899119887
sum
119896=1
120601119887119896(1199092) 119902119896(119905) minus 119881ℎ
1015840(1199092)
times 120601119887119896(1199092)
minus 1198981+1
2119898V119897V119892120601119887119896 (1199091)
minus 1198982+1
2119898V119897V119892120601119887119896 (1199092)
times 1198981
119899119887
sum
119896=1
120601119887119896(1199091) 119902119896(119905)
+ 2119881
119899119887
sum
119896=1
1206011015840
119887119896(1199091) 119902119896(119905)
+1198812
119899119887
sum
119896=1
12060110158401015840
119887119896(1199091) 119902119896(119905) + 4119881ℎ
10158401015840(1199091)
times 120601119887119896(1199091)
+ 1198982
119899119887
sum
119896=1
120601119887119896(1199092) 119902119896(119905)
+ 2119881
119899119887
sum
119896=1
1206011015840
119887119896(1199092) 119902119896(119905)
+ 1198812
119899119887
sum
119896=1
12060110158401015840
119887119896(1199092) 119902119896(119905)
+4119881ℎ10158401015840(1199092)
times 120601119887119896(1199092) ]
(25)
in which (sdot) denotes time derivative Repeating the similarsteps the discretized bridge equation for torsion in normalcoordinates can be expressed as
120574119897(119905) + 2120585
119879119897120596119879119897
120574119897(119905) + 120596
2
119879119897120574119897(119905) = 119876
119879119897(119905)
(119897 = 1 2 3 119899119879)
(26)
where 119899119879represents number of bridge torsional modes con-
sidered and 120596119879119897and 120585119879119897are the natural frequency and modal
damping coefficient of the 119897th mode in torsion respectivelyThe generalized torque in the 119897th mode is given by
119876119879119897(119905) =
1
119872119879119897
int
119871
0
119891119879(119909 119905) 120601
119879119897(119909) 119889119909 (27)
The torsional natural frequency120596119879119897and correspondingmode
120601119879119897
for the given simply supported boundary conditionsfor no warping restrains have been taken from [37] Thegeneralized mass moment of inertia 119872
119879119897in the 119897th mode is
given by
119872119879119897= int
119871
0
1198681198871206012
119879119897(119909) 119889119909 (28)
The generalized torque in the 119897th mode can be expressed as
119876119879119897(119905)
= minus119890119909
119872119879119897
[11989611990511199111(119905) minus
119899119879
sum
119897=1
120601119879119897(1199091) 120574119897(119905) minus ℎ (119909
1)
times 120601119879119897(1199091)
+ 11989611990521199112(119905) minus
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) minus ℎ (119909
2)
times 120601119879119897(1199092)
+ 11988811990511(119905) minus 119881
119899119879
sum
119897=1
1206011015840
119879119897(1199091) 120574119897(119905)
minus119881
119899119879
sum
119897=1
120601119879119897(1199091) 120574119897(119905) minus 119881ℎ
1015840(1199091)
Shock and Vibration 7
times 120601119879119897(1199091)
+ 11988811990522(119905) minus 119881
119899119879
sum
119897=1
1206011015840
119879119897(1199092) 120574119897(119905)
minus119881
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) minus 119881ℎ
1015840(1199092)
times 120601119879119897(1199092)
minus 1198981+1
2119898V119897V119892120601119879119897 (1199091) minus 1198982 +
1
2119898V119897V
times 119892120601119879119897(1199092)
times 1198981
119899119879
sum
119897=1
120601119879119897(1199091) 120574119897(119905) + 2119881
119899119879
sum
119897=1
1206011015840
119879119897(1199091) 120574119897(119905)
+1198812
119899119879
sum
119897=1
12060110158401015840
119879119897(1199091) 120574119897(119905) + 4119881ℎ
10158401015840(1199091)
times 120601119879119897(1199091)
+ 1198982
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) + 2119881
119899119879
sum
119897=1
1206011015840
119879119896(1199092) 120574119897(119905)
+1198812
119899119879
sum
119896=1
12060110158401015840
119879119896(1199092) 120574119897(119905) + 4119881ℎ
10158401015840(1199092)
times 120601119879119897(1199092) ]
(29)
3 Method of Solution
The system of (4) (5) (17) (22) and (26) is coupled secondorder ordinary differential equations In general for continu-ous system like the ones (vehicle and bridge) presented in thepaper infinite number of modes exist However for practicalapplications modes have to be truncated to a finite size Let119899V 119899119887 and 119899
119879be number of significant modes of vehicle
motion bridge flexural and torsional vibration respectivelyThe number of coupled equations becomes 119899 = 2 + 119899V + 119899
119887+
119899119879The system equations can be expressed inmatrix notation
as
[119872] 119903 (119905) + [119862] 119903 (119905) + [119870] 119903 (119905) = 119865 (119905) (30)
where 119903(119905) = 1205781(119905) 1205782(119905) 120578
119899V(119905) 1199111(119905) 1199112(119905) 1199021(119905)1199022(119905) 119902
119899119887(119905) 1205741(119905) 1205742(119905) 120574
119899119879(119905)119879 is the response vec-
tor 119865(119905) is the generalized force vector and [119872] [C]and [119870] are system mass damping and stiffness matrixrespectively
The system equation can be cast into a 2119899-dimensionalfirst order differential equation of the following form
(119905) + [119860] 119901 (119905) = 119875 (119905) (31)
where
119901 (119905) = 119903 (119905)
119903 (119905) 119875 (119905) =
[119872]minus1119865 (119905)
0
[119860] = [119872]minus1[119862]
minus [119868]
[119872]minus1[119870]
[0]
(32)
This form is suitable for bridge-vehicle interaction problemssince suspension damping is not small and diagonalizationof damping matrix as in case of Rayleighrsquos damping may notbe fully convincing [119868] is an identity matrix and 0 a nullvector or matrix Let the eigenvalues of the state matrix A be1205721 1205722 1205723 120572
2119899and the corresponding eigenvectors u1
u2 u3 u2119899 The modal matrix is defined as[119880] = [119906
11199062 119906
2119899] (33)
The eigenvalues are assumed to be distinct Thus one has
[119880]minus1[119860] [119880] = diagonal [120572
1 1205722 1205723 120572
2119899] (34)
Let us assume119901 = [119880] V (35)
Using linear transformation in (35) the state-space equationsin decoupled form can be written as
V119895(119905) + 120572
119895V119895(119905) = 119877
119895(119905) 119895 = 1 2 3 2119899 (36)
with
119877119895=
119899
sum
119896=1
1199061015840
119895119904
119899
sum
119904=1
1198981015840
119904119896119865119896(119905) (37)
1199061015840
119895119904denotes elements in the inverse of the matrix [119880] and1198981015840
119904119896
the elements in the inverse of matrix [119872]The general solution of (36) in Stieltjes integral [38] form
may be expressed as
V119895(119905) = 119883
0119895exp (minus120572
119895119905) + int
infin
minusinfin
119867119895(120596 119905) 119889119878 [119865
119896(120596)] (38)
where 1198830119895
are constants of integration to be determinedfrom the initial conditions119867
119895(120596 119905) is the transient frequency
response function given by [38]
119867119895(120596 119905) =
1
minus119894120596 + 120572119895
[exp (minus119894120596119905) minus exp minus120572119895(119905 minus 1199050)]
(39)It can be seen that as 119905
0rarr minusinfin for the positive real
part of 120572119895 119867119895(120596 119905) approaches the limiting value (1 minus
119894120596 + 120572119895) exp(minus119894120596119905) This is the characteristics of stable
dynamic system Using (37) and (39) in (38) the response ingeneralized normal coordinate may be expressed as
119903119898(119905) =
2119899
sum
119895=1
119906119898+119899119895
1198830119895exp (minus120572
119895119905)
+
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896int
infin
minusinfin
119867119895(120596 119905) 119889119878 (119865
119896(120596))
119898 = 1 2 3 119899
(40)
8 Shock and Vibration
The first term of (40) represents homogeneous solution ofthe system equation due to initial condition and the secondterm of the equation may be written using the limiting valueof transient frequency response function
119903119875119898
(119905) =
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
times
119899
sum
119896=1
1198981015840
119904119896int
infin
minusinfin
exp (minus119894120596119905)minus119894120596 + 120572
119895
119865119896(120596) 119889120596
(41)
Using Fourier integral [39] and changing the order of integra-tion (41) can be written as
119903119875119898
(119905)
=
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896
times int
infin
minusinfin
119865119896(120591) [
1
2120587int
infin
minusinfin
exp [119894120596 (120591 minus 119905)]minus119894120596 + 120572
119895
119889120596]119889120591
(42)
Using Cauchyrsquos residue theorem [39] the particular solutioncan be expressed as
119903119875119898
(119905) =
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896119868119895119896 (43)
where
119868119895119896= int
119905
0
exp [120572119895(120591 minus 119905)] 119865
119896(120591) 119889120591 (44)
in which 119905 is the bridge loading time 119868119895119896
can be split up forconvenience as
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (45)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 3119899V+4 119899V+2+119899119887 119911 = 119899V+119899119887+3 119899V+119899119887+4 119899V+119899119887+119899119879+2
Closed form expressions for the components of the aboveintegral which generates each of the response samples havebeen developed and given in the appendixThe response sam-ples thus form complete ensemble of the process Averagingacross the ensemble at each time step yields mean 120583
119884(119905119896) and
standard deviation 120590119884(119905119896) of a response process 119884
4 Results and Discussions
41 Model Validation The results obtained by present ana-lytical method have been first compared with numericallysimulated results and published results from the literatureNewmark integration scheme [40] has been adopted fornumerical simulation Time step for integration purpose hasbeen selected as 0005 sec Two-axle vehicle model data andbridge of single span with simple supports have been usedfor comparison purpose For this purpose bridge and vehicleparameters have been selected from study conducted byDengand Cai [41] in which they have also presented experimental
0 05 1 15 2 25
Disp
lace
men
t (m
)
Time (s)
Numerically simulated resultPresent analytical resultExperimental result [41]
50E minus 4
00E + 0
minus50E minus 4
minus10E minus 3
minus15E minus 3
minus20E minus 3
Figure 2 Comparison of analytical numerical and experimentalresults
data Following are the inputs taken in both analytical modeland numerical integration scheme
span (119871) 16764m mass per unit length (119898119887) 108 times
104 kgm flexural rigidity (119864
119887119868119887) 248 times 10
12Nm2 torsionalrigidity (119866
119887119869119887) 248 times 10
12Nm2 mass moment of inertia(119868119887) 187 times 10
5 kgm2m 119864119887= 32GPa deck = 2512GPa
vehicle mass (119898V) 248 times 104 kg mass of front and rear
wheel (1198981199081 1198981199082) 7254 kg eachmassmoment of inertia (119868V)
172times105 kgm2 front and rear suspension stiffness (119896V1 119896V2)
728 times 105Nm 197 times 10
6Nm front and rear suspensiondamping (119888V1 119888V2) 21896Nsm 71818Nsm and front andrear tyre stiffness (119896
1199051 1198961199052) 197 times 10
6Nm 474 times 106Nm
In Figure 2 the analytically obtained response sample hasbeen compared with numerically simulated response sampleand experimental results found in [41] The comparison ofresponse sample exhibits close agreement between analyticaland numerically simulated results The experimental data inthe initial portion has shown considerable deviation fromtheoretical results which however becomes closer in thelater part of the response time historyThe peakmagnitude ofthe displacement in analytical numerical and experimentalresults agrees well
42 Parametric Study The following system data have beenadopted to generate numerical results and to conduct para-metric study a RC slab-girder bridge of span (119871) 20mthree longitudinal girders along the span and three cross-girders at midspan and at supports are provided in bridgethe lane width 86m deck thickness 200mm and concretecharacteristic strength 25Nmm2 The cross-section of thebridge is shown in Figure 3 A finite element (FE) model ofbridge in SAP2000 commercial software is first developedusing the above details of the bridge so as to match thefundamental natural frequency andfirstmodal damping ratioof the simply supported beam model of T-beam bridgeThe sectional properties of FE model are then used inthe present analytical program of the bridge The followingphysical parameters are finally selected for the beam modelto represent a T-beam RC concrete bridge
mass (119898119887) 1115times103 kgm flexural rigidity (119864
119887119868119887) 37times
1010N-m2 and torsional rigidity (119866
119887119869119887) 1695 times 10
10N-m2
Shock and Vibration 9
56 MM THKAC wearing coat
860
086
756
038
084
063 063 063
300 300
015
025
120
Figure 3 Cross-section of T-beam bridge (all dimensions are in meter)
1200
935
978
265100
250
1200
Figure 4 Longitudinal section of vehicle (all dimensions are in meter)
The sectional parameters to be given in the beam model ofbridge have been found from the FE model of bridge in SAP2000 commercial software to match the fundamental naturalfrequency and first modal damping of both the beam and theFE model of bridge
Vehicle parameters are as follows a long vehicle carryingheavy load often crossing the bridge has been chosen toillustrate the present approach The standards of vehicle aredifferent from the live load prescribed by bridge code Inthe present study we use a vehicle type TATA 3516C-EX asshown in Figures 4 and 5 This has been idealized as Euler-Bernoulli beam adopted in present formulation Followingare the important physical parameters pertaining to vehiclelength (119897V) 12m flexural rigidity (119864V119868V) 53times10
6N-m2 massper unit length (119898V) 1500 kgm front and rear wheel masses(1198981199081 1198981199082) 800 kg each suspension stiffness front and rear
(119896V1 119896V2) 36 times 107Nm suspension damping front and rear
(119888V1 119888V2) 72 times 104N-secm front and rear tyre stiffness
(1198961199051 1198961199052) 09 times 10
7Nm and front and rear tyre damping(1198961199051 1198961199052) 07 times 104N-secm
421 Bridge Response Statistics Bridge mean responses atmidspan displacement (120583
119889119910) velocity (120583V119910) and acceleration
(120583119886119910) subjected to three vehicle speed have been shown in
Figures 6 7 and 8 The roughness of the bridge deck hasbeen assumed to be of poor category as per ISO classifi-cation corresponding to roughness coefficient 120589
119904= 16 times
10minus6m2(mcycle) [42] The mean peak central deflection is
found to increase with the vehicle speed The correspondingstandard deviation of each response displacement (120590
119889119911)
velocity (120590V119911) and acceleration (120590119886119911) has been shown in
Figures 9 10 and 11 It may be noted that bridge response fre-quency ismodified by change in vehicle velocity and obtainedbehavior has appropriate physical sense that higher velocityincreases the temporal frequency of road excitation This isobvious from left shift of the peak when velocity increasesfrom lower to higher The peak magnitude is also higher incase of vehicle travelling with higher velocity No definitepattern is discernible in the standard deviation Althoughthe magnitudes of standard deviation are insignificant forpractical purpose magnitudes of the coefficient of variationof peak displacement velocity and accelerations are found tobe 011 0183 and 0105 respectively Itmay bementioned thatdynamic loads do not lead to major bridge damage except inresonance but they contribute to continuous degradation ofbridge increasing necessity of bridge maintenance
10 Shock and Vibration
200
030
075 120 075
Figure 5 Vehicle cross-section (all dimensions are in meter)
0 05 1 15 2 25 3 35 4
Time (s)10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
50kmh60kmh80kmh
Figure 6 Mean displacement of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)
minus80E minus 3
40E minus 3
minus10E minus 18
minus40E minus 3
minus80E minus 3
minus12E minus 2
120583y
(ms
)
50kmh60kmh80kmh
Figure 7 Mean velocity of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
minus12E minus 1
minus16E minus 1
120583ay
(ms2)
50kmh60kmh80kmh
Figure 8 Mean acceleration of bridge at the midspan
0 05 1 15 2 25 3 35 4Time (s)
40E minus 5
30E minus 5
20E minus 5
10E minus 5
00E + 0
minus10E minus 5
120590dy
(m)
50kmh60kmh80kmh
Figure 9 Standard deviation of bridge midspan deflection
422 Vehicle Response Statistics The mean vehicle bodyresponses (at centroid)mdashdisplacement (120583
119889119911) velocity (120583V119911)
and acceleration (120583119886119911) time historymdashincluding residual
response have been shown in Figures 12 13 and 14 Thecorresponding standard deviation of responses displacement(120590119889119911) velocity (120590V119911) and acceleration (120590
119886119911) is shown in
Figures 15 16 and 17 It has been seen that the peak response isincreased with increase in vehicle speed Standard deviationhas no definite trend in the present case for vehicle response
423 Effect of Vehicle Flexibility on Mean and Standard Devi-ation The contribution of significant number of structuralmodes of vehicle to bridge response has been examined ina bar diagram presented in Figures 18 and 19 by comparingmaximum mean and standard deviation respectively It maybe seen that inclusion of bendingmodes of the vehicle reducesthe response magnitude of the bridge The same figure alsoreveals that when flexiblemodes of the vehicle are consideredsummation of first five modes for finding the response isadequate Figures 20 and 21 show the comparison of mean
Shock and Vibration 11
0 05 1 15 2 25 3 35Time (s)
16E minus 3
12E minus 3
80E minus 4
40E minus 4
00E + 0
minus40E minus 4
120590y
(ms
)
50kmh60kmh80kmh
Figure 10 Standard deviation of bridge midspan velocity
0 05 1 15 2 25 3 35Time (s)
16E minus 2
12E minus 2
80E minus 3
40E minus 3
00E + 0
120590ay
(ms2)
50kmh60kmh80kmh
Figure 11 Standard deviation of bridge midspan acceleration
0 05 1 15 2 25 3Time (s)
80E minus 3
40E minus 3
00E + 0
minus40E minus 3
minus80E minus 3
minus12E minus 2
minus16E minus 2
120583dz
(m)
50kmh60kmh80kmh
Figure 12 Mean displacement of vehicle CG
0 05 1 15 2 25 3Time (s)
12E minus 1
80E minus 2
40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
120583z
(ms
)
50kmh60kmh80kmh
Figure 13 Mean velocity of vehicle at CG
0 1 2 3Time (s)
80E minus 1
40E minus 1
00E + 0
minus40E minus 1
minus80E minus 1
50kmh60kmh80kmh
120583az
(ms2)
Figure 14 Mean acceleration of vehicle at CG
0 05 1 15 2 25 3Time (s)
10E minus 3
80E minus 4
60E minus 4
40E minus 4
20E minus 4
00E + 0
120590dz (m
)
50kmh60kmh80kmh
Figure 15 Standard deviation of vehicle displacement at CG
12 Shock and Vibration
0 1 2 3Time (s)
80E minus 3
60E minus 3
40E minus 3
20E minus 3
00E + 0
120590z
(ms
)
50kmh60kmh80kmh
Figure 16 Standard deviation of vehicle velocity at CG
0 05 1 15 2 25 3Time (s)
40E minus 2
30E minus 2
20E minus 2
10E minus 2
00E + 0
120590az
(ms2)
50kmh60kmh80kmh
Figure 17 Standard deviation of vehicle acceleration at CG
A B C D
50E minus 04
40E minus 04
30E minus 04
20E minus 04
10E minus 04
00E + 00
120583dy
(m)
Figure 18 Maximummean displacement of bridge at midspan (A)rigid vehicle (B) flexible vehicle only with first structural mode (C)flexible vehicle with first three structural modes and (D) flexiblevehicle with first five structural modes
A B C D
40E minus 05
30E minus 05
20E minus 05
10E minus 05
00E + 00
120590dy
(m)
Figure 19 Maximum standard deviation of displacement atmidspan (A) rigid vehicle (B) flexible vehicle only with firststructural mode (C) flexible vehicle with first three structuralmodes and (D) flexible vehicle with first five structural modes
0 025 05 075 1 125 15 175Time (s)
Flexible vehicleRigid vehicle
30E + 5
25E + 5
20E + 5
15E + 5
10E + 5
50E + 4
00E + 0
120583F
(N)
Figure 20 Mean of imposed force time history of the bridge due topassage of rigid and flexible vehicle
Flexible vehicleRigid vehicle
0 025 05 075 1 125 15 175Time (s)
25E + 4
20E + 4
15E + 4
10E + 4
50E + 3
00E + 0
minus50 + 3
120590F
(N)
Figure 21 Standard deviation of imposed force time history of thebridge due to passage of rigid and flexible vehicle
Shock and Vibration 13
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
minus40E minus 4
120583dy
(m)
Figure 22 Effect of flexibility on mean response of bridge (A)119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107 N-m2 and (C) 119864V119868V =
82 times 1010 N-m2
0 05 1 15 2 25 3 35Time (s)
ABC
20E minus 5
16E minus 5
12E minus 5
80E minus 6
40E minus 6
00E + 0
120590dy
(m)
Figure 23 Effect of flexibility on standard deviation of bridgeresponse (A) 119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107N-m2
and (C) 119864V119868V = 82 times 1010N-m2
and standard deviation of imposed force on the bridge dueto passage of a rigid vehicle with those of flexible vehicle Itreveals that when structural bending modes are consideredthe imposed force on the bridge is lessThismay be attributedto the fact that part total strain energy has been utilized inbending of elastic vehicle body as compared to rigid beamwhich reduces imposed force on the bridge
The comparison of mean response of bridge at midspanwith different values of vehicle flexural rigidity has beenpresented in Figure 22 Corresponding standard deviation ispresented in Figure 23 It may be noted that vehicle withlower flexural rigidity generates less response in the bridgeIn generating numerical results under this section vehiclevelocity is taken as 60 kmh
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
Figure 24 Mean of bridge midspan displacement due to differenteccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909= 1m and
(C) 119890119909= 15m
0 05 1 15 2 25 3 35Time (s)
ABC
30E minus 5
25E minus 5
20E minus 5
15E minus 5
10E minus 5
50E minus 6
00E + 0
120590dy
(m)
Figure 25 Standard deviation of bridge midspan displacement dueto different eccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909=
1m and (C) 119890119909= 15m
424 Effect of Eccentricity of Vehicle Path on Mean andStandard Deviation The effect of eccentricity on the bridgeresponse has been studied by varying the loading positionfrom the centre of the bridge width In the result shown inFigures 24 and 25 6 to 8 increment in the bridge dynamicresponses has been observed as the eccentricity varies from05m to 15m The vehicle stiffness for comparing the resultsin Figures 24 and 25 is taken uniform (119864V119868V = 53times10
6Nsdotm2)In generating numerical results under this section vehiclevelocity is taken as 60 kmh
43 Dynamic Amplification Factor (DAF) Considering anyresponse variable 119884 as random process the maximumdynamic response can be written as
119884dynamic =1003816100381610038161003816120583119884 (119909119896 119905119896) + 120590119884 (119909119896 119905119896)
1003816100381610038161003816 (46)
14 Shock and Vibration
1
12
14
16
18
0 0002 0004 0006 0008 001
DA
F
ABC
GbJbEbIb
Figure 26 Dynamic amplification factor (DAF) with the ratio ofbridge torsional rigidity to flexural rigidity (119866
119887119869119887119864119887119868119887) for different
vehicle flexural rigidity (A) 119864V119868V = 53 times 106N-m2 (B) 119864V119868V = 64 times
107 N-m2 and (C) 119864V119868V = 82 times 10
10 N-m2
where 119884dynamic denotes the maximum response due to fluctu-ating load imposed on bridge due to vibratory motion of thevehicle excited by road unevenness
Thus dynamic amplification factor (DAF) in this study isdefined as
DAF =119884static + 119884dynamic
119884static (47)
where119884static refers to the response of the bridge at themidspanlocation for adverse position of static wheel loads
431 Effect of Bridge Torsional Rigidity on Dynamic Ampli-fication Factor (DAF) The effect of torsional rigidity ofbridge has been studied by obtaining DAF for differentratios of torsional rigidity (119866
119887119869119887) to flexural rigidity (119864
119887119868119887)
of bridge with various values of vehicle flexural rigidity(119864V119868V) and presented in Figure 26 The results reveal thatdynamic amplification factor decreases by an amount of 23to 34 when the ratio of torsional rigidity to flexural rigidityof bridge increases from 0002 to 001 This indicates thattorsionally stiffer bridge produces less dynamic amplificationof static live load response
432 Effect of VehicleMass and Speed onDAF Since dynamicamplification factor depends on several variables we chooseto represent it by surface plot rather than a two-dimensionalplot The effect of vehicle mass as well as speed on thedynamic amplification factor (DAF) has been shown inFigure 27 Individual effect on earlier classical studies [43]has shown that effect of increasing mass has reducing effecton DAF However a surface plot shown in Figure 18 shows
that combined effect has an increasing trend Earlier authorsargued that reduction of dynamic amplification factor withincreasing vehicle weight is due to increase of static deflec-tion However the coupled dynamic interaction may be thecause of increased inertia force in addition to suspensionforce imposed by moving mass at greater velocity whichincreases dynamic component of the response
433 Effect of Bridge Surface Roughness and Speed Thesurface roughness and speed of the vehicle are two mostinfluential factors that can cause increased dynamic ampli-fication factor and rapid degradation of the bridge Bridgedynamic amplification factor has been found by changingbridge surface roughness coefficient for good condition topoor condition as mentioned in ISO specification [42] withchange in vehicle speed Figure 28 shows that poor conditionof road induces more deflection on the bridge when vehiclemoves over it and also can be catalyzed by vehicle speed
434 Effect of Bridge Span and Velocity The span of thebridge is an important factor which decides the impact factorinmost of the bridge design codes Combined effect of bridgespan and speed of the vehicle on DAF is not fully knownFigure 29 shows the DAF with variation of bridge span andvelocity It has been found thatwhen the bridge span increasesfrom 14m to 30m dynamic amplification factor decreases byan amount of 12 to 15 irrespective of increase of vehiclevelocity Although increasing span shows a decreasing trendin DAF similar to the earlier studies the increment found inthe present case is not very significant for the range of span14ndash30m
5 Conclusions
In the present study an analytical solution for coupledvehicle-bridge interaction problem considering eccentricallymoving flexible vehicle as well as randomdeck surface rough-ness has been obtained Response samples are generatedfrom the expressions derived in the present study consideringnonhomogeneity of deck roughness The results obtainedfrom analytical approach have been validated with numericalsimulation and experimental data available in the literatureIndividual and combined effects of several bridge-vehicleparameters have been considered to find out the responsestatistics The increased effect of vehicle speed has beenfoundmore significant in changing the frequency of imposedoscillation rather than noticeable increase in response peaksCombined effect of increasing vehicle weight and speed hasbeen found to increase the dynamic amplification factor Thestudy reveals that flexibility of long vehicle is an importantconsideration in obtaining bridge response and due tochange in load carrying vehicle configuration it is nowimperative to address this issue in bridge design codesTorsion of the bridge is activated by eccentric movement ofvehicle and dynamic amplification factor is largely depen-dent on the ratio of torsional rigidity to flexural rigidity ofbridge cross-section
Shock and Vibration 15
1520 25 30 35 40
45 5055
404550556065707580146148
15152154156158
16162164
Vehicle mass (kg)Vehicle speed (kmh)
DA
F
times103
Figure 27 Dynamic amplification factor with change in vehicle speed and vehicle mass
4050
6070
8013514
14515
15516
16517
17518
Vehicle speed (kmh)
DA
F
Roughness coefficient (m2cyclem)
18e minus 6 16e minus 6 14e minus 612e minus 6
10e minus 6 8e minus 66e minus 6
2e minus 64e minus 6
Figure 28 Dynamic amplification factor with vehicle speed and bridge surface roughness
4045
5055
6065
7075
80
14161820222426283013
14
15
16
17
18
Vehicle speed (kmh)Bridge span (m)
DA
F
Figure 29 Dynamic amplification factor with change in bridge span and vehicle speed
16 Shock and Vibration
Appendix
Expression of the Integral 119868119895119896
forGenerating Response Sample
The vector 119865(119905) needed to perform the integration is givenbelow
119865119895(119905) = 0 for119895 = 1 2 3 119899V
= 119896119905119895minus119899V
ℎ (119909119895minus119899V
) + 119888119905119895minus119899V
ℎ (119909119895minus119899V
)
For119895 = 119899V + 1 119899V + 2
= 1198961199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198961199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
+ 1198881199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198881199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
For 119895 = 119899V + 3 119899V + 4 119899V + 2 + 119899119887
= 1198901199091198961199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+ 1198961199052ℎ (1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
+ 1198881199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+1198881199052ℎ1015840(1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
For 119895 = 119899V + 119899119887 + 3
119899V + 119899119887 + 4 119899V + 119899119887 + 119899119905 + 2
(A1)
Themean surface profile has been taken as shallow parabolicthe equation of which with respect to one end of the bridge isgiven by
ℎ119898(119909) =
4ℎ0
1198712119909 (119871 minus 119909) (A2)
For one trial a generation of a set of random phase angles 120579119904
(119904 = 1 2 119873) is employed to express a Gaussian process is
ℎ119903(119909) =
119873
sum
119904=1
119860119904cos (2120587Ω
119904119909 + 120579119904) (A3)
Further ℎ1015840(119909) = 119889ℎ119889119909 and ℎ(119909) = 119889ℎ119889119905 = 119881(119889ℎ119889119909) where119881 is the speed of vehicle
For convenience of computation
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (A4)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 2 + 1119899V + 2 + 2 119899V + 2 + 119899
119887 119911 = 119899V + 2 + 119899
119887+ 1 119899V + 2 + 119899
119887+
2 119899V + 2 + 119899119887 + 119899119879Thefirst term 119868
119895119908(119908 = 1 2 119899V) of (A4) can bewritten
as
1198681198951= 1198681198952= sdot sdot sdot = 119868
119895119899V= 0 (A5)
The second term of (A4) can be written as
119868119895119909= 1198681198951199091
+ 1198681198951199092 (A6)
Splitting the first term of integral (A6) again into two we get
1198681198951199091
= 11986811989511990911
+ 11986811989511990912
(A7)
Introducing 119860119904= radic2119878(119881Ω
119904)minus2 and 119861
119904= 2120587Ω
119871+ (119904 minus
05)(Ω119880minus Ω119871)119873 the components can be written as
11986811989511990911
= 1198961199051[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895cos (120579
119904) minus 119861119904119881 sin (120579
119904)
+ exp (120572119895119905)
times [120572119895cos (119861
119904119881119905 + 120579
119904)
+119861119904119881 cos (119861
119904119881119905 + 120579
119904)]
+4ℎ0119881
12057231198951198712
120572119895119871 (120572119895119905 + exp (minus120572
119895119905) minus 1)
minus119881
12057231198951198712
120572119895119905 (120572119895119905 minus 2) minus 2 exp (minus120572
119895119905) + 2 ]
]
11986811989511990912
= 1198881199051[
[
119873
sum
119904=1
119881119860119904119861119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895sin (120579119904) minus 119861119904119881 cos (120579
119904)
+ exp (120572119895119905)
times [120572119895sin (119861
119904119881119905 + 120579
119904)
minus119861119904119881 sin (119861
119904119881119905 + 120579
119904)]
minus4ℎ0119881 exp (minus120572
119895119905)
12057231198951198712
times 2119881 [exp (minus120572119895119905) (120572119895119905 minus 1) + 1]
minus1
120572119895119871exp (120572
119895119905) minus 2]
]
(A8)
Shock and Vibration 17
Similarly splitting the second term of integral (A6) into twowe get
1198681198951199092
= 11986811989511990921
+ 11986811989511990922
11986811989511990921
= 1198961199052[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2
times minus 120572119895cos (119861
119904119897V minus 120579119904) minus 119861119904119881 sin (119861
119904119897V minus 120579119904)
+ exp (120572119895119905) [120572119895cos (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 sin (119861
119904(119897V minus 119881119905) + 120579119904)]
+1198812[2 minus exp (120572
119895119905) 120572119895119905 (120572119895119905 minus 2) + 2]
+4ℎ0
12057231198951198712
minus1205722
119895119897V (119897V + 119871) (exp (120572119895119905) minus 1)
+120572119895119881 (2119897V + 119871) [exp (120572119895119905) (120572119895119905 minus 1) + 1] ]
]
11986811989511990922
= 1198881199052[
[
119873
sum
119904=1
119860119904119861119904119881
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2120572119895sin (119861
119904119897V minus 120579119904)
+ 119861119904119881 cos (119861
119904119897V minus 120579119904)
minus exp (120572119895119905) [120572119895sin (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 cos (119861
119904(119897V minus 119881119905) + 120579119904)]
+4ℎ0119881 exp (minus120572
119895119905)
12057221198951198712
times 2119881 [exp (120572119895119905) (120572119895119905 minus 1) + 1]
minus120572119895(2119897V + 119871) (exp (120572119895119905) minus 1)]
]
(A9)
The third term of (A4) is written as
119868119895119910=
119899119887
sum
119896=1
119868119895119899V+2+119896
(A10)
The 119896th term of the above series is composed of ten differentterms as given below
119868119895119899V+2+119896
=
10
sum
119886=1
119868(119895119899V+2+119896)119886
(119896 = 1 2 3 119899119887) (A11)
The components of (A11) are as followsIntroducing the following parameters
119876119904= 119861119904119881 119877
119896=119896120587119881
119871
119878119896=119896120587
119871 119885
119904= 119861119904119897V
119868(119895119899V+2+119896)
1
=1
21198961199051
119873
sum
119904=1
119860119904 ((2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) cos (120579
119904)
+2120572119895119876119904sin (120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times cos (119876119904minus 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119876
119904+ 119877119896) 119905 + 120579
119904
minus (119877119896+ 119876119904)
times cos (119876119904+ 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
2
=1
21198961199051[
[
4ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198762119904)3
times 119871 (1205722
119895+ 1198762
119904) [exp (120572
119895119905) sin (119876
119904119905)
times 1198762
119904(120572119895119905 + 1)
+1205722
119895(120572119895119905 minus 1)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904119905 + 120572119895(120572119895119905 minus 2)] minus 2120572
119895119876119904
+ 119881 (21198763
119904+ 119876119904exp (120572
119895119905)) cos (119876
119904119905)
times 1198764
1199041199052+ 21198762
119904(1205722
1198951199052minus 2120572119895119905 minus 1)
18 Shock and Vibration
+1205722
119895(1205722
1198951199052minus 4120572119895119905 + 6)
minus exp (120572119895119905) sin (119876
119904119905)
times 1198764
119904(120572119895119905 + 2) + 120572
1198951198762
119904(1205722
1198951199052minus 3)
+1205723
119895(1205722
1198951199052minus 2120572119895119905 + 2) minus 6120572
2
119895119876119904]
]
119868(119895119899V+2+119896)
3
=1
21198961199052
119873
sum
119904=1
119860119904[ exp (minus120572
119895119905)
times (((119877119896+ 119876119904) cos (119878
119904minus 119885119904minus 120579119904)
+120572119895sin (119878119896minus 119885119904minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times (((119877119896minus 119876119904) cos (119878
119896minus 119885119904+ 120579119904)
+120572119895sin (119878119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 119878
119896minus 119885119904+ 120579119904
minus (119877119896+ 119876119904) cos (119876
119904minus 119877119896) 119905
+119878119896minus 119885119904+ 120579119904)
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
+ ((120572119895sin 119878119896+ 119885119904minus (119876119904+ 119877) 119905 minus 120579
119904
+ (119877119896+ 119876119904) cos 119878
119896+ 119885119904
+ (119876119904+ 119877119896) 119905
minus120579119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
4
= minus1
21198961199052[
[
4ℎ0119881
1198712(1205722119895+ 1198812)
3
times sin (119881119905 minus 119897V) [1205721198951198972
V(1205722
119895+ 1198812)2
minus 119897V (1205722
119895+ 1198812)
times minus1205723
119895119871 minus 1205721198951198711198812
+ 21198813(120572119895119905 + 1)
+21205722
119895119881(120572119895119905 minus 1)
+ 119881 [119881 21205723
119895+ 120572119895119905(1205722
119895+ 1198812)2
+2119905 (1205724
119895minus 1198814) minus 6120572
1198951198812
minus 119871 (1205722
119895+ 1198812)
times 1205722
119895(120572119895119905 minus 1)+ 119881
2(120572119895119905 +1)]
+ 119881 cos (119897V minus 119881119905) [1198814(1198972
V + 119897V119871
+21205722
1198951199052minus 4120572119895119905 minus 2)
+ 1205722
1198951198812(21198972
V + 2119897V119871
+41205722
1198951199052+ 6)
+ 1205724
119895119897V (119897V + 119871)
minus 1198815119905 (2119897V + 119871)
times (120572119895119905 minus 1)
minus 1205723
119895119881 (2119897V + 119871)
times (120572119895119905 minus 2) + 119897
2
V1198816]]
]
119868(119895119899V+2+119896)
5
=1
21198881199051
119873
sum
119904=1
119860119904119876119904( minus (2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) sin (120579
119904)
minus2120572119895119876119904cos (120579
119904))
times (1205722
119895+ (119876119904minus 119877)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times sin (119876119904minus 119877119896) 119905 + 120579
119904)
Shock and Vibration 19
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos (119876
119904+ 119877119896) 119905 + 120579
119904
+ (119877119896+ 119876119904)
times sin (119876119904+ 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
6
= minus1198881199051
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) cos (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) sin (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
7
=1
21198881199052
119873
sum
119904=1
119860119904119876119904
times [ exp (minus120572119895119905 ( ( (119877
119896+ 119876119904) sin (119878
119896+ 119885119904minus 120579119904)
minus120572119895cos (119878
119896+ 119885119904minus 120579119904))
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times ( ( (119876119904minus 119877119896) sin (119878
119896minus 119885119904+ 120579119904)
+120572119895cos (119878
119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos 119878
119896+ 119885119904minus (119876119904+ 119877119896) 119905 minus 120579
119904
minus (119877119896+ 119876119904) sin 119878
119896+ 119885119904
minus (119876119904+ 119877119896) 119905 minus 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos 119878
119896minus 119885119904+ (119876119904minus 119877119896) 119905 + 120579
119904
+ (119876119904minus 119877119896) sin 119878
119896minus 119885119904
+ (119876119904minus 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
8
= minus1198881199052
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) sin (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
9
= minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881 + exp (120572119895119905) 119896120587119881 cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881cos(119896120587119863119871
)
minus exp (120572119895119905) cos(119896120587119863 minus 119881119905
119871)
minus 119871120572119895sin(119896120587119863
119871)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119896)
10
= minus21198711198812(1198981199081
+ 1198981199082)
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
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Shock and Vibration
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DistributedSensor Networks
International Journal of
Shock and Vibration 7
times 120601119879119897(1199091)
+ 11988811990522(119905) minus 119881
119899119879
sum
119897=1
1206011015840
119879119897(1199092) 120574119897(119905)
minus119881
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) minus 119881ℎ
1015840(1199092)
times 120601119879119897(1199092)
minus 1198981+1
2119898V119897V119892120601119879119897 (1199091) minus 1198982 +
1
2119898V119897V
times 119892120601119879119897(1199092)
times 1198981
119899119879
sum
119897=1
120601119879119897(1199091) 120574119897(119905) + 2119881
119899119879
sum
119897=1
1206011015840
119879119897(1199091) 120574119897(119905)
+1198812
119899119879
sum
119897=1
12060110158401015840
119879119897(1199091) 120574119897(119905) + 4119881ℎ
10158401015840(1199091)
times 120601119879119897(1199091)
+ 1198982
119899119879
sum
119897=1
120601119879119897(1199092) 120574119897(119905) + 2119881
119899119879
sum
119897=1
1206011015840
119879119896(1199092) 120574119897(119905)
+1198812
119899119879
sum
119896=1
12060110158401015840
119879119896(1199092) 120574119897(119905) + 4119881ℎ
10158401015840(1199092)
times 120601119879119897(1199092) ]
(29)
3 Method of Solution
The system of (4) (5) (17) (22) and (26) is coupled secondorder ordinary differential equations In general for continu-ous system like the ones (vehicle and bridge) presented in thepaper infinite number of modes exist However for practicalapplications modes have to be truncated to a finite size Let119899V 119899119887 and 119899
119879be number of significant modes of vehicle
motion bridge flexural and torsional vibration respectivelyThe number of coupled equations becomes 119899 = 2 + 119899V + 119899
119887+
119899119879The system equations can be expressed inmatrix notation
as
[119872] 119903 (119905) + [119862] 119903 (119905) + [119870] 119903 (119905) = 119865 (119905) (30)
where 119903(119905) = 1205781(119905) 1205782(119905) 120578
119899V(119905) 1199111(119905) 1199112(119905) 1199021(119905)1199022(119905) 119902
119899119887(119905) 1205741(119905) 1205742(119905) 120574
119899119879(119905)119879 is the response vec-
tor 119865(119905) is the generalized force vector and [119872] [C]and [119870] are system mass damping and stiffness matrixrespectively
The system equation can be cast into a 2119899-dimensionalfirst order differential equation of the following form
(119905) + [119860] 119901 (119905) = 119875 (119905) (31)
where
119901 (119905) = 119903 (119905)
119903 (119905) 119875 (119905) =
[119872]minus1119865 (119905)
0
[119860] = [119872]minus1[119862]
minus [119868]
[119872]minus1[119870]
[0]
(32)
This form is suitable for bridge-vehicle interaction problemssince suspension damping is not small and diagonalizationof damping matrix as in case of Rayleighrsquos damping may notbe fully convincing [119868] is an identity matrix and 0 a nullvector or matrix Let the eigenvalues of the state matrix A be1205721 1205722 1205723 120572
2119899and the corresponding eigenvectors u1
u2 u3 u2119899 The modal matrix is defined as[119880] = [119906
11199062 119906
2119899] (33)
The eigenvalues are assumed to be distinct Thus one has
[119880]minus1[119860] [119880] = diagonal [120572
1 1205722 1205723 120572
2119899] (34)
Let us assume119901 = [119880] V (35)
Using linear transformation in (35) the state-space equationsin decoupled form can be written as
V119895(119905) + 120572
119895V119895(119905) = 119877
119895(119905) 119895 = 1 2 3 2119899 (36)
with
119877119895=
119899
sum
119896=1
1199061015840
119895119904
119899
sum
119904=1
1198981015840
119904119896119865119896(119905) (37)
1199061015840
119895119904denotes elements in the inverse of the matrix [119880] and1198981015840
119904119896
the elements in the inverse of matrix [119872]The general solution of (36) in Stieltjes integral [38] form
may be expressed as
V119895(119905) = 119883
0119895exp (minus120572
119895119905) + int
infin
minusinfin
119867119895(120596 119905) 119889119878 [119865
119896(120596)] (38)
where 1198830119895
are constants of integration to be determinedfrom the initial conditions119867
119895(120596 119905) is the transient frequency
response function given by [38]
119867119895(120596 119905) =
1
minus119894120596 + 120572119895
[exp (minus119894120596119905) minus exp minus120572119895(119905 minus 1199050)]
(39)It can be seen that as 119905
0rarr minusinfin for the positive real
part of 120572119895 119867119895(120596 119905) approaches the limiting value (1 minus
119894120596 + 120572119895) exp(minus119894120596119905) This is the characteristics of stable
dynamic system Using (37) and (39) in (38) the response ingeneralized normal coordinate may be expressed as
119903119898(119905) =
2119899
sum
119895=1
119906119898+119899119895
1198830119895exp (minus120572
119895119905)
+
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896int
infin
minusinfin
119867119895(120596 119905) 119889119878 (119865
119896(120596))
119898 = 1 2 3 119899
(40)
8 Shock and Vibration
The first term of (40) represents homogeneous solution ofthe system equation due to initial condition and the secondterm of the equation may be written using the limiting valueof transient frequency response function
119903119875119898
(119905) =
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
times
119899
sum
119896=1
1198981015840
119904119896int
infin
minusinfin
exp (minus119894120596119905)minus119894120596 + 120572
119895
119865119896(120596) 119889120596
(41)
Using Fourier integral [39] and changing the order of integra-tion (41) can be written as
119903119875119898
(119905)
=
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896
times int
infin
minusinfin
119865119896(120591) [
1
2120587int
infin
minusinfin
exp [119894120596 (120591 minus 119905)]minus119894120596 + 120572
119895
119889120596]119889120591
(42)
Using Cauchyrsquos residue theorem [39] the particular solutioncan be expressed as
119903119875119898
(119905) =
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896119868119895119896 (43)
where
119868119895119896= int
119905
0
exp [120572119895(120591 minus 119905)] 119865
119896(120591) 119889120591 (44)
in which 119905 is the bridge loading time 119868119895119896
can be split up forconvenience as
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (45)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 3119899V+4 119899V+2+119899119887 119911 = 119899V+119899119887+3 119899V+119899119887+4 119899V+119899119887+119899119879+2
Closed form expressions for the components of the aboveintegral which generates each of the response samples havebeen developed and given in the appendixThe response sam-ples thus form complete ensemble of the process Averagingacross the ensemble at each time step yields mean 120583
119884(119905119896) and
standard deviation 120590119884(119905119896) of a response process 119884
4 Results and Discussions
41 Model Validation The results obtained by present ana-lytical method have been first compared with numericallysimulated results and published results from the literatureNewmark integration scheme [40] has been adopted fornumerical simulation Time step for integration purpose hasbeen selected as 0005 sec Two-axle vehicle model data andbridge of single span with simple supports have been usedfor comparison purpose For this purpose bridge and vehicleparameters have been selected from study conducted byDengand Cai [41] in which they have also presented experimental
0 05 1 15 2 25
Disp
lace
men
t (m
)
Time (s)
Numerically simulated resultPresent analytical resultExperimental result [41]
50E minus 4
00E + 0
minus50E minus 4
minus10E minus 3
minus15E minus 3
minus20E minus 3
Figure 2 Comparison of analytical numerical and experimentalresults
data Following are the inputs taken in both analytical modeland numerical integration scheme
span (119871) 16764m mass per unit length (119898119887) 108 times
104 kgm flexural rigidity (119864
119887119868119887) 248 times 10
12Nm2 torsionalrigidity (119866
119887119869119887) 248 times 10
12Nm2 mass moment of inertia(119868119887) 187 times 10
5 kgm2m 119864119887= 32GPa deck = 2512GPa
vehicle mass (119898V) 248 times 104 kg mass of front and rear
wheel (1198981199081 1198981199082) 7254 kg eachmassmoment of inertia (119868V)
172times105 kgm2 front and rear suspension stiffness (119896V1 119896V2)
728 times 105Nm 197 times 10
6Nm front and rear suspensiondamping (119888V1 119888V2) 21896Nsm 71818Nsm and front andrear tyre stiffness (119896
1199051 1198961199052) 197 times 10
6Nm 474 times 106Nm
In Figure 2 the analytically obtained response sample hasbeen compared with numerically simulated response sampleand experimental results found in [41] The comparison ofresponse sample exhibits close agreement between analyticaland numerically simulated results The experimental data inthe initial portion has shown considerable deviation fromtheoretical results which however becomes closer in thelater part of the response time historyThe peakmagnitude ofthe displacement in analytical numerical and experimentalresults agrees well
42 Parametric Study The following system data have beenadopted to generate numerical results and to conduct para-metric study a RC slab-girder bridge of span (119871) 20mthree longitudinal girders along the span and three cross-girders at midspan and at supports are provided in bridgethe lane width 86m deck thickness 200mm and concretecharacteristic strength 25Nmm2 The cross-section of thebridge is shown in Figure 3 A finite element (FE) model ofbridge in SAP2000 commercial software is first developedusing the above details of the bridge so as to match thefundamental natural frequency andfirstmodal damping ratioof the simply supported beam model of T-beam bridgeThe sectional properties of FE model are then used inthe present analytical program of the bridge The followingphysical parameters are finally selected for the beam modelto represent a T-beam RC concrete bridge
mass (119898119887) 1115times103 kgm flexural rigidity (119864
119887119868119887) 37times
1010N-m2 and torsional rigidity (119866
119887119869119887) 1695 times 10
10N-m2
Shock and Vibration 9
56 MM THKAC wearing coat
860
086
756
038
084
063 063 063
300 300
015
025
120
Figure 3 Cross-section of T-beam bridge (all dimensions are in meter)
1200
935
978
265100
250
1200
Figure 4 Longitudinal section of vehicle (all dimensions are in meter)
The sectional parameters to be given in the beam model ofbridge have been found from the FE model of bridge in SAP2000 commercial software to match the fundamental naturalfrequency and first modal damping of both the beam and theFE model of bridge
Vehicle parameters are as follows a long vehicle carryingheavy load often crossing the bridge has been chosen toillustrate the present approach The standards of vehicle aredifferent from the live load prescribed by bridge code Inthe present study we use a vehicle type TATA 3516C-EX asshown in Figures 4 and 5 This has been idealized as Euler-Bernoulli beam adopted in present formulation Followingare the important physical parameters pertaining to vehiclelength (119897V) 12m flexural rigidity (119864V119868V) 53times10
6N-m2 massper unit length (119898V) 1500 kgm front and rear wheel masses(1198981199081 1198981199082) 800 kg each suspension stiffness front and rear
(119896V1 119896V2) 36 times 107Nm suspension damping front and rear
(119888V1 119888V2) 72 times 104N-secm front and rear tyre stiffness
(1198961199051 1198961199052) 09 times 10
7Nm and front and rear tyre damping(1198961199051 1198961199052) 07 times 104N-secm
421 Bridge Response Statistics Bridge mean responses atmidspan displacement (120583
119889119910) velocity (120583V119910) and acceleration
(120583119886119910) subjected to three vehicle speed have been shown in
Figures 6 7 and 8 The roughness of the bridge deck hasbeen assumed to be of poor category as per ISO classifi-cation corresponding to roughness coefficient 120589
119904= 16 times
10minus6m2(mcycle) [42] The mean peak central deflection is
found to increase with the vehicle speed The correspondingstandard deviation of each response displacement (120590
119889119911)
velocity (120590V119911) and acceleration (120590119886119911) has been shown in
Figures 9 10 and 11 It may be noted that bridge response fre-quency ismodified by change in vehicle velocity and obtainedbehavior has appropriate physical sense that higher velocityincreases the temporal frequency of road excitation This isobvious from left shift of the peak when velocity increasesfrom lower to higher The peak magnitude is also higher incase of vehicle travelling with higher velocity No definitepattern is discernible in the standard deviation Althoughthe magnitudes of standard deviation are insignificant forpractical purpose magnitudes of the coefficient of variationof peak displacement velocity and accelerations are found tobe 011 0183 and 0105 respectively Itmay bementioned thatdynamic loads do not lead to major bridge damage except inresonance but they contribute to continuous degradation ofbridge increasing necessity of bridge maintenance
10 Shock and Vibration
200
030
075 120 075
Figure 5 Vehicle cross-section (all dimensions are in meter)
0 05 1 15 2 25 3 35 4
Time (s)10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
50kmh60kmh80kmh
Figure 6 Mean displacement of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)
minus80E minus 3
40E minus 3
minus10E minus 18
minus40E minus 3
minus80E minus 3
minus12E minus 2
120583y
(ms
)
50kmh60kmh80kmh
Figure 7 Mean velocity of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
minus12E minus 1
minus16E minus 1
120583ay
(ms2)
50kmh60kmh80kmh
Figure 8 Mean acceleration of bridge at the midspan
0 05 1 15 2 25 3 35 4Time (s)
40E minus 5
30E minus 5
20E minus 5
10E minus 5
00E + 0
minus10E minus 5
120590dy
(m)
50kmh60kmh80kmh
Figure 9 Standard deviation of bridge midspan deflection
422 Vehicle Response Statistics The mean vehicle bodyresponses (at centroid)mdashdisplacement (120583
119889119911) velocity (120583V119911)
and acceleration (120583119886119911) time historymdashincluding residual
response have been shown in Figures 12 13 and 14 Thecorresponding standard deviation of responses displacement(120590119889119911) velocity (120590V119911) and acceleration (120590
119886119911) is shown in
Figures 15 16 and 17 It has been seen that the peak response isincreased with increase in vehicle speed Standard deviationhas no definite trend in the present case for vehicle response
423 Effect of Vehicle Flexibility on Mean and Standard Devi-ation The contribution of significant number of structuralmodes of vehicle to bridge response has been examined ina bar diagram presented in Figures 18 and 19 by comparingmaximum mean and standard deviation respectively It maybe seen that inclusion of bendingmodes of the vehicle reducesthe response magnitude of the bridge The same figure alsoreveals that when flexiblemodes of the vehicle are consideredsummation of first five modes for finding the response isadequate Figures 20 and 21 show the comparison of mean
Shock and Vibration 11
0 05 1 15 2 25 3 35Time (s)
16E minus 3
12E minus 3
80E minus 4
40E minus 4
00E + 0
minus40E minus 4
120590y
(ms
)
50kmh60kmh80kmh
Figure 10 Standard deviation of bridge midspan velocity
0 05 1 15 2 25 3 35Time (s)
16E minus 2
12E minus 2
80E minus 3
40E minus 3
00E + 0
120590ay
(ms2)
50kmh60kmh80kmh
Figure 11 Standard deviation of bridge midspan acceleration
0 05 1 15 2 25 3Time (s)
80E minus 3
40E minus 3
00E + 0
minus40E minus 3
minus80E minus 3
minus12E minus 2
minus16E minus 2
120583dz
(m)
50kmh60kmh80kmh
Figure 12 Mean displacement of vehicle CG
0 05 1 15 2 25 3Time (s)
12E minus 1
80E minus 2
40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
120583z
(ms
)
50kmh60kmh80kmh
Figure 13 Mean velocity of vehicle at CG
0 1 2 3Time (s)
80E minus 1
40E minus 1
00E + 0
minus40E minus 1
minus80E minus 1
50kmh60kmh80kmh
120583az
(ms2)
Figure 14 Mean acceleration of vehicle at CG
0 05 1 15 2 25 3Time (s)
10E minus 3
80E minus 4
60E minus 4
40E minus 4
20E minus 4
00E + 0
120590dz (m
)
50kmh60kmh80kmh
Figure 15 Standard deviation of vehicle displacement at CG
12 Shock and Vibration
0 1 2 3Time (s)
80E minus 3
60E minus 3
40E minus 3
20E minus 3
00E + 0
120590z
(ms
)
50kmh60kmh80kmh
Figure 16 Standard deviation of vehicle velocity at CG
0 05 1 15 2 25 3Time (s)
40E minus 2
30E minus 2
20E minus 2
10E minus 2
00E + 0
120590az
(ms2)
50kmh60kmh80kmh
Figure 17 Standard deviation of vehicle acceleration at CG
A B C D
50E minus 04
40E minus 04
30E minus 04
20E minus 04
10E minus 04
00E + 00
120583dy
(m)
Figure 18 Maximummean displacement of bridge at midspan (A)rigid vehicle (B) flexible vehicle only with first structural mode (C)flexible vehicle with first three structural modes and (D) flexiblevehicle with first five structural modes
A B C D
40E minus 05
30E minus 05
20E minus 05
10E minus 05
00E + 00
120590dy
(m)
Figure 19 Maximum standard deviation of displacement atmidspan (A) rigid vehicle (B) flexible vehicle only with firststructural mode (C) flexible vehicle with first three structuralmodes and (D) flexible vehicle with first five structural modes
0 025 05 075 1 125 15 175Time (s)
Flexible vehicleRigid vehicle
30E + 5
25E + 5
20E + 5
15E + 5
10E + 5
50E + 4
00E + 0
120583F
(N)
Figure 20 Mean of imposed force time history of the bridge due topassage of rigid and flexible vehicle
Flexible vehicleRigid vehicle
0 025 05 075 1 125 15 175Time (s)
25E + 4
20E + 4
15E + 4
10E + 4
50E + 3
00E + 0
minus50 + 3
120590F
(N)
Figure 21 Standard deviation of imposed force time history of thebridge due to passage of rigid and flexible vehicle
Shock and Vibration 13
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
minus40E minus 4
120583dy
(m)
Figure 22 Effect of flexibility on mean response of bridge (A)119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107 N-m2 and (C) 119864V119868V =
82 times 1010 N-m2
0 05 1 15 2 25 3 35Time (s)
ABC
20E minus 5
16E minus 5
12E minus 5
80E minus 6
40E minus 6
00E + 0
120590dy
(m)
Figure 23 Effect of flexibility on standard deviation of bridgeresponse (A) 119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107N-m2
and (C) 119864V119868V = 82 times 1010N-m2
and standard deviation of imposed force on the bridge dueto passage of a rigid vehicle with those of flexible vehicle Itreveals that when structural bending modes are consideredthe imposed force on the bridge is lessThismay be attributedto the fact that part total strain energy has been utilized inbending of elastic vehicle body as compared to rigid beamwhich reduces imposed force on the bridge
The comparison of mean response of bridge at midspanwith different values of vehicle flexural rigidity has beenpresented in Figure 22 Corresponding standard deviation ispresented in Figure 23 It may be noted that vehicle withlower flexural rigidity generates less response in the bridgeIn generating numerical results under this section vehiclevelocity is taken as 60 kmh
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
Figure 24 Mean of bridge midspan displacement due to differenteccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909= 1m and
(C) 119890119909= 15m
0 05 1 15 2 25 3 35Time (s)
ABC
30E minus 5
25E minus 5
20E minus 5
15E minus 5
10E minus 5
50E minus 6
00E + 0
120590dy
(m)
Figure 25 Standard deviation of bridge midspan displacement dueto different eccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909=
1m and (C) 119890119909= 15m
424 Effect of Eccentricity of Vehicle Path on Mean andStandard Deviation The effect of eccentricity on the bridgeresponse has been studied by varying the loading positionfrom the centre of the bridge width In the result shown inFigures 24 and 25 6 to 8 increment in the bridge dynamicresponses has been observed as the eccentricity varies from05m to 15m The vehicle stiffness for comparing the resultsin Figures 24 and 25 is taken uniform (119864V119868V = 53times10
6Nsdotm2)In generating numerical results under this section vehiclevelocity is taken as 60 kmh
43 Dynamic Amplification Factor (DAF) Considering anyresponse variable 119884 as random process the maximumdynamic response can be written as
119884dynamic =1003816100381610038161003816120583119884 (119909119896 119905119896) + 120590119884 (119909119896 119905119896)
1003816100381610038161003816 (46)
14 Shock and Vibration
1
12
14
16
18
0 0002 0004 0006 0008 001
DA
F
ABC
GbJbEbIb
Figure 26 Dynamic amplification factor (DAF) with the ratio ofbridge torsional rigidity to flexural rigidity (119866
119887119869119887119864119887119868119887) for different
vehicle flexural rigidity (A) 119864V119868V = 53 times 106N-m2 (B) 119864V119868V = 64 times
107 N-m2 and (C) 119864V119868V = 82 times 10
10 N-m2
where 119884dynamic denotes the maximum response due to fluctu-ating load imposed on bridge due to vibratory motion of thevehicle excited by road unevenness
Thus dynamic amplification factor (DAF) in this study isdefined as
DAF =119884static + 119884dynamic
119884static (47)
where119884static refers to the response of the bridge at themidspanlocation for adverse position of static wheel loads
431 Effect of Bridge Torsional Rigidity on Dynamic Ampli-fication Factor (DAF) The effect of torsional rigidity ofbridge has been studied by obtaining DAF for differentratios of torsional rigidity (119866
119887119869119887) to flexural rigidity (119864
119887119868119887)
of bridge with various values of vehicle flexural rigidity(119864V119868V) and presented in Figure 26 The results reveal thatdynamic amplification factor decreases by an amount of 23to 34 when the ratio of torsional rigidity to flexural rigidityof bridge increases from 0002 to 001 This indicates thattorsionally stiffer bridge produces less dynamic amplificationof static live load response
432 Effect of VehicleMass and Speed onDAF Since dynamicamplification factor depends on several variables we chooseto represent it by surface plot rather than a two-dimensionalplot The effect of vehicle mass as well as speed on thedynamic amplification factor (DAF) has been shown inFigure 27 Individual effect on earlier classical studies [43]has shown that effect of increasing mass has reducing effecton DAF However a surface plot shown in Figure 18 shows
that combined effect has an increasing trend Earlier authorsargued that reduction of dynamic amplification factor withincreasing vehicle weight is due to increase of static deflec-tion However the coupled dynamic interaction may be thecause of increased inertia force in addition to suspensionforce imposed by moving mass at greater velocity whichincreases dynamic component of the response
433 Effect of Bridge Surface Roughness and Speed Thesurface roughness and speed of the vehicle are two mostinfluential factors that can cause increased dynamic ampli-fication factor and rapid degradation of the bridge Bridgedynamic amplification factor has been found by changingbridge surface roughness coefficient for good condition topoor condition as mentioned in ISO specification [42] withchange in vehicle speed Figure 28 shows that poor conditionof road induces more deflection on the bridge when vehiclemoves over it and also can be catalyzed by vehicle speed
434 Effect of Bridge Span and Velocity The span of thebridge is an important factor which decides the impact factorinmost of the bridge design codes Combined effect of bridgespan and speed of the vehicle on DAF is not fully knownFigure 29 shows the DAF with variation of bridge span andvelocity It has been found thatwhen the bridge span increasesfrom 14m to 30m dynamic amplification factor decreases byan amount of 12 to 15 irrespective of increase of vehiclevelocity Although increasing span shows a decreasing trendin DAF similar to the earlier studies the increment found inthe present case is not very significant for the range of span14ndash30m
5 Conclusions
In the present study an analytical solution for coupledvehicle-bridge interaction problem considering eccentricallymoving flexible vehicle as well as randomdeck surface rough-ness has been obtained Response samples are generatedfrom the expressions derived in the present study consideringnonhomogeneity of deck roughness The results obtainedfrom analytical approach have been validated with numericalsimulation and experimental data available in the literatureIndividual and combined effects of several bridge-vehicleparameters have been considered to find out the responsestatistics The increased effect of vehicle speed has beenfoundmore significant in changing the frequency of imposedoscillation rather than noticeable increase in response peaksCombined effect of increasing vehicle weight and speed hasbeen found to increase the dynamic amplification factor Thestudy reveals that flexibility of long vehicle is an importantconsideration in obtaining bridge response and due tochange in load carrying vehicle configuration it is nowimperative to address this issue in bridge design codesTorsion of the bridge is activated by eccentric movement ofvehicle and dynamic amplification factor is largely depen-dent on the ratio of torsional rigidity to flexural rigidity ofbridge cross-section
Shock and Vibration 15
1520 25 30 35 40
45 5055
404550556065707580146148
15152154156158
16162164
Vehicle mass (kg)Vehicle speed (kmh)
DA
F
times103
Figure 27 Dynamic amplification factor with change in vehicle speed and vehicle mass
4050
6070
8013514
14515
15516
16517
17518
Vehicle speed (kmh)
DA
F
Roughness coefficient (m2cyclem)
18e minus 6 16e minus 6 14e minus 612e minus 6
10e minus 6 8e minus 66e minus 6
2e minus 64e minus 6
Figure 28 Dynamic amplification factor with vehicle speed and bridge surface roughness
4045
5055
6065
7075
80
14161820222426283013
14
15
16
17
18
Vehicle speed (kmh)Bridge span (m)
DA
F
Figure 29 Dynamic amplification factor with change in bridge span and vehicle speed
16 Shock and Vibration
Appendix
Expression of the Integral 119868119895119896
forGenerating Response Sample
The vector 119865(119905) needed to perform the integration is givenbelow
119865119895(119905) = 0 for119895 = 1 2 3 119899V
= 119896119905119895minus119899V
ℎ (119909119895minus119899V
) + 119888119905119895minus119899V
ℎ (119909119895minus119899V
)
For119895 = 119899V + 1 119899V + 2
= 1198961199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198961199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
+ 1198881199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198881199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
For 119895 = 119899V + 3 119899V + 4 119899V + 2 + 119899119887
= 1198901199091198961199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+ 1198961199052ℎ (1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
+ 1198881199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+1198881199052ℎ1015840(1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
For 119895 = 119899V + 119899119887 + 3
119899V + 119899119887 + 4 119899V + 119899119887 + 119899119905 + 2
(A1)
Themean surface profile has been taken as shallow parabolicthe equation of which with respect to one end of the bridge isgiven by
ℎ119898(119909) =
4ℎ0
1198712119909 (119871 minus 119909) (A2)
For one trial a generation of a set of random phase angles 120579119904
(119904 = 1 2 119873) is employed to express a Gaussian process is
ℎ119903(119909) =
119873
sum
119904=1
119860119904cos (2120587Ω
119904119909 + 120579119904) (A3)
Further ℎ1015840(119909) = 119889ℎ119889119909 and ℎ(119909) = 119889ℎ119889119905 = 119881(119889ℎ119889119909) where119881 is the speed of vehicle
For convenience of computation
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (A4)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 2 + 1119899V + 2 + 2 119899V + 2 + 119899
119887 119911 = 119899V + 2 + 119899
119887+ 1 119899V + 2 + 119899
119887+
2 119899V + 2 + 119899119887 + 119899119879Thefirst term 119868
119895119908(119908 = 1 2 119899V) of (A4) can bewritten
as
1198681198951= 1198681198952= sdot sdot sdot = 119868
119895119899V= 0 (A5)
The second term of (A4) can be written as
119868119895119909= 1198681198951199091
+ 1198681198951199092 (A6)
Splitting the first term of integral (A6) again into two we get
1198681198951199091
= 11986811989511990911
+ 11986811989511990912
(A7)
Introducing 119860119904= radic2119878(119881Ω
119904)minus2 and 119861
119904= 2120587Ω
119871+ (119904 minus
05)(Ω119880minus Ω119871)119873 the components can be written as
11986811989511990911
= 1198961199051[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895cos (120579
119904) minus 119861119904119881 sin (120579
119904)
+ exp (120572119895119905)
times [120572119895cos (119861
119904119881119905 + 120579
119904)
+119861119904119881 cos (119861
119904119881119905 + 120579
119904)]
+4ℎ0119881
12057231198951198712
120572119895119871 (120572119895119905 + exp (minus120572
119895119905) minus 1)
minus119881
12057231198951198712
120572119895119905 (120572119895119905 minus 2) minus 2 exp (minus120572
119895119905) + 2 ]
]
11986811989511990912
= 1198881199051[
[
119873
sum
119904=1
119881119860119904119861119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895sin (120579119904) minus 119861119904119881 cos (120579
119904)
+ exp (120572119895119905)
times [120572119895sin (119861
119904119881119905 + 120579
119904)
minus119861119904119881 sin (119861
119904119881119905 + 120579
119904)]
minus4ℎ0119881 exp (minus120572
119895119905)
12057231198951198712
times 2119881 [exp (minus120572119895119905) (120572119895119905 minus 1) + 1]
minus1
120572119895119871exp (120572
119895119905) minus 2]
]
(A8)
Shock and Vibration 17
Similarly splitting the second term of integral (A6) into twowe get
1198681198951199092
= 11986811989511990921
+ 11986811989511990922
11986811989511990921
= 1198961199052[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2
times minus 120572119895cos (119861
119904119897V minus 120579119904) minus 119861119904119881 sin (119861
119904119897V minus 120579119904)
+ exp (120572119895119905) [120572119895cos (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 sin (119861
119904(119897V minus 119881119905) + 120579119904)]
+1198812[2 minus exp (120572
119895119905) 120572119895119905 (120572119895119905 minus 2) + 2]
+4ℎ0
12057231198951198712
minus1205722
119895119897V (119897V + 119871) (exp (120572119895119905) minus 1)
+120572119895119881 (2119897V + 119871) [exp (120572119895119905) (120572119895119905 minus 1) + 1] ]
]
11986811989511990922
= 1198881199052[
[
119873
sum
119904=1
119860119904119861119904119881
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2120572119895sin (119861
119904119897V minus 120579119904)
+ 119861119904119881 cos (119861
119904119897V minus 120579119904)
minus exp (120572119895119905) [120572119895sin (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 cos (119861
119904(119897V minus 119881119905) + 120579119904)]
+4ℎ0119881 exp (minus120572
119895119905)
12057221198951198712
times 2119881 [exp (120572119895119905) (120572119895119905 minus 1) + 1]
minus120572119895(2119897V + 119871) (exp (120572119895119905) minus 1)]
]
(A9)
The third term of (A4) is written as
119868119895119910=
119899119887
sum
119896=1
119868119895119899V+2+119896
(A10)
The 119896th term of the above series is composed of ten differentterms as given below
119868119895119899V+2+119896
=
10
sum
119886=1
119868(119895119899V+2+119896)119886
(119896 = 1 2 3 119899119887) (A11)
The components of (A11) are as followsIntroducing the following parameters
119876119904= 119861119904119881 119877
119896=119896120587119881
119871
119878119896=119896120587
119871 119885
119904= 119861119904119897V
119868(119895119899V+2+119896)
1
=1
21198961199051
119873
sum
119904=1
119860119904 ((2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) cos (120579
119904)
+2120572119895119876119904sin (120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times cos (119876119904minus 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119876
119904+ 119877119896) 119905 + 120579
119904
minus (119877119896+ 119876119904)
times cos (119876119904+ 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
2
=1
21198961199051[
[
4ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198762119904)3
times 119871 (1205722
119895+ 1198762
119904) [exp (120572
119895119905) sin (119876
119904119905)
times 1198762
119904(120572119895119905 + 1)
+1205722
119895(120572119895119905 minus 1)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904119905 + 120572119895(120572119895119905 minus 2)] minus 2120572
119895119876119904
+ 119881 (21198763
119904+ 119876119904exp (120572
119895119905)) cos (119876
119904119905)
times 1198764
1199041199052+ 21198762
119904(1205722
1198951199052minus 2120572119895119905 minus 1)
18 Shock and Vibration
+1205722
119895(1205722
1198951199052minus 4120572119895119905 + 6)
minus exp (120572119895119905) sin (119876
119904119905)
times 1198764
119904(120572119895119905 + 2) + 120572
1198951198762
119904(1205722
1198951199052minus 3)
+1205723
119895(1205722
1198951199052minus 2120572119895119905 + 2) minus 6120572
2
119895119876119904]
]
119868(119895119899V+2+119896)
3
=1
21198961199052
119873
sum
119904=1
119860119904[ exp (minus120572
119895119905)
times (((119877119896+ 119876119904) cos (119878
119904minus 119885119904minus 120579119904)
+120572119895sin (119878119896minus 119885119904minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times (((119877119896minus 119876119904) cos (119878
119896minus 119885119904+ 120579119904)
+120572119895sin (119878119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 119878
119896minus 119885119904+ 120579119904
minus (119877119896+ 119876119904) cos (119876
119904minus 119877119896) 119905
+119878119896minus 119885119904+ 120579119904)
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
+ ((120572119895sin 119878119896+ 119885119904minus (119876119904+ 119877) 119905 minus 120579
119904
+ (119877119896+ 119876119904) cos 119878
119896+ 119885119904
+ (119876119904+ 119877119896) 119905
minus120579119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
4
= minus1
21198961199052[
[
4ℎ0119881
1198712(1205722119895+ 1198812)
3
times sin (119881119905 minus 119897V) [1205721198951198972
V(1205722
119895+ 1198812)2
minus 119897V (1205722
119895+ 1198812)
times minus1205723
119895119871 minus 1205721198951198711198812
+ 21198813(120572119895119905 + 1)
+21205722
119895119881(120572119895119905 minus 1)
+ 119881 [119881 21205723
119895+ 120572119895119905(1205722
119895+ 1198812)2
+2119905 (1205724
119895minus 1198814) minus 6120572
1198951198812
minus 119871 (1205722
119895+ 1198812)
times 1205722
119895(120572119895119905 minus 1)+ 119881
2(120572119895119905 +1)]
+ 119881 cos (119897V minus 119881119905) [1198814(1198972
V + 119897V119871
+21205722
1198951199052minus 4120572119895119905 minus 2)
+ 1205722
1198951198812(21198972
V + 2119897V119871
+41205722
1198951199052+ 6)
+ 1205724
119895119897V (119897V + 119871)
minus 1198815119905 (2119897V + 119871)
times (120572119895119905 minus 1)
minus 1205723
119895119881 (2119897V + 119871)
times (120572119895119905 minus 2) + 119897
2
V1198816]]
]
119868(119895119899V+2+119896)
5
=1
21198881199051
119873
sum
119904=1
119860119904119876119904( minus (2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) sin (120579
119904)
minus2120572119895119876119904cos (120579
119904))
times (1205722
119895+ (119876119904minus 119877)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times sin (119876119904minus 119877119896) 119905 + 120579
119904)
Shock and Vibration 19
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos (119876
119904+ 119877119896) 119905 + 120579
119904
+ (119877119896+ 119876119904)
times sin (119876119904+ 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
6
= minus1198881199051
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) cos (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) sin (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
7
=1
21198881199052
119873
sum
119904=1
119860119904119876119904
times [ exp (minus120572119895119905 ( ( (119877
119896+ 119876119904) sin (119878
119896+ 119885119904minus 120579119904)
minus120572119895cos (119878
119896+ 119885119904minus 120579119904))
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times ( ( (119876119904minus 119877119896) sin (119878
119896minus 119885119904+ 120579119904)
+120572119895cos (119878
119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos 119878
119896+ 119885119904minus (119876119904+ 119877119896) 119905 minus 120579
119904
minus (119877119896+ 119876119904) sin 119878
119896+ 119885119904
minus (119876119904+ 119877119896) 119905 minus 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos 119878
119896minus 119885119904+ (119876119904minus 119877119896) 119905 + 120579
119904
+ (119876119904minus 119877119896) sin 119878
119896minus 119885119904
+ (119876119904minus 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
8
= minus1198881199052
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) sin (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
9
= minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881 + exp (120572119895119905) 119896120587119881 cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881cos(119896120587119863119871
)
minus exp (120572119895119905) cos(119896120587119863 minus 119881119905
119871)
minus 119871120572119895sin(119896120587119863
119871)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119896)
10
= minus21198711198812(1198981199081
+ 1198981199082)
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
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8 Shock and Vibration
The first term of (40) represents homogeneous solution ofthe system equation due to initial condition and the secondterm of the equation may be written using the limiting valueof transient frequency response function
119903119875119898
(119905) =
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
times
119899
sum
119896=1
1198981015840
119904119896int
infin
minusinfin
exp (minus119894120596119905)minus119894120596 + 120572
119895
119865119896(120596) 119889120596
(41)
Using Fourier integral [39] and changing the order of integra-tion (41) can be written as
119903119875119898
(119905)
=
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896
times int
infin
minusinfin
119865119896(120591) [
1
2120587int
infin
minusinfin
exp [119894120596 (120591 minus 119905)]minus119894120596 + 120572
119895
119889120596]119889120591
(42)
Using Cauchyrsquos residue theorem [39] the particular solutioncan be expressed as
119903119875119898
(119905) =
2119899
sum
119895=1
119906119898+119899119895
119899
sum
119904=1
1199061015840
119895119904
119899
sum
119896=1
1198981015840
119904119896119868119895119896 (43)
where
119868119895119896= int
119905
0
exp [120572119895(120591 minus 119905)] 119865
119896(120591) 119889120591 (44)
in which 119905 is the bridge loading time 119868119895119896
can be split up forconvenience as
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (45)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 3119899V+4 119899V+2+119899119887 119911 = 119899V+119899119887+3 119899V+119899119887+4 119899V+119899119887+119899119879+2
Closed form expressions for the components of the aboveintegral which generates each of the response samples havebeen developed and given in the appendixThe response sam-ples thus form complete ensemble of the process Averagingacross the ensemble at each time step yields mean 120583
119884(119905119896) and
standard deviation 120590119884(119905119896) of a response process 119884
4 Results and Discussions
41 Model Validation The results obtained by present ana-lytical method have been first compared with numericallysimulated results and published results from the literatureNewmark integration scheme [40] has been adopted fornumerical simulation Time step for integration purpose hasbeen selected as 0005 sec Two-axle vehicle model data andbridge of single span with simple supports have been usedfor comparison purpose For this purpose bridge and vehicleparameters have been selected from study conducted byDengand Cai [41] in which they have also presented experimental
0 05 1 15 2 25
Disp
lace
men
t (m
)
Time (s)
Numerically simulated resultPresent analytical resultExperimental result [41]
50E minus 4
00E + 0
minus50E minus 4
minus10E minus 3
minus15E minus 3
minus20E minus 3
Figure 2 Comparison of analytical numerical and experimentalresults
data Following are the inputs taken in both analytical modeland numerical integration scheme
span (119871) 16764m mass per unit length (119898119887) 108 times
104 kgm flexural rigidity (119864
119887119868119887) 248 times 10
12Nm2 torsionalrigidity (119866
119887119869119887) 248 times 10
12Nm2 mass moment of inertia(119868119887) 187 times 10
5 kgm2m 119864119887= 32GPa deck = 2512GPa
vehicle mass (119898V) 248 times 104 kg mass of front and rear
wheel (1198981199081 1198981199082) 7254 kg eachmassmoment of inertia (119868V)
172times105 kgm2 front and rear suspension stiffness (119896V1 119896V2)
728 times 105Nm 197 times 10
6Nm front and rear suspensiondamping (119888V1 119888V2) 21896Nsm 71818Nsm and front andrear tyre stiffness (119896
1199051 1198961199052) 197 times 10
6Nm 474 times 106Nm
In Figure 2 the analytically obtained response sample hasbeen compared with numerically simulated response sampleand experimental results found in [41] The comparison ofresponse sample exhibits close agreement between analyticaland numerically simulated results The experimental data inthe initial portion has shown considerable deviation fromtheoretical results which however becomes closer in thelater part of the response time historyThe peakmagnitude ofthe displacement in analytical numerical and experimentalresults agrees well
42 Parametric Study The following system data have beenadopted to generate numerical results and to conduct para-metric study a RC slab-girder bridge of span (119871) 20mthree longitudinal girders along the span and three cross-girders at midspan and at supports are provided in bridgethe lane width 86m deck thickness 200mm and concretecharacteristic strength 25Nmm2 The cross-section of thebridge is shown in Figure 3 A finite element (FE) model ofbridge in SAP2000 commercial software is first developedusing the above details of the bridge so as to match thefundamental natural frequency andfirstmodal damping ratioof the simply supported beam model of T-beam bridgeThe sectional properties of FE model are then used inthe present analytical program of the bridge The followingphysical parameters are finally selected for the beam modelto represent a T-beam RC concrete bridge
mass (119898119887) 1115times103 kgm flexural rigidity (119864
119887119868119887) 37times
1010N-m2 and torsional rigidity (119866
119887119869119887) 1695 times 10
10N-m2
Shock and Vibration 9
56 MM THKAC wearing coat
860
086
756
038
084
063 063 063
300 300
015
025
120
Figure 3 Cross-section of T-beam bridge (all dimensions are in meter)
1200
935
978
265100
250
1200
Figure 4 Longitudinal section of vehicle (all dimensions are in meter)
The sectional parameters to be given in the beam model ofbridge have been found from the FE model of bridge in SAP2000 commercial software to match the fundamental naturalfrequency and first modal damping of both the beam and theFE model of bridge
Vehicle parameters are as follows a long vehicle carryingheavy load often crossing the bridge has been chosen toillustrate the present approach The standards of vehicle aredifferent from the live load prescribed by bridge code Inthe present study we use a vehicle type TATA 3516C-EX asshown in Figures 4 and 5 This has been idealized as Euler-Bernoulli beam adopted in present formulation Followingare the important physical parameters pertaining to vehiclelength (119897V) 12m flexural rigidity (119864V119868V) 53times10
6N-m2 massper unit length (119898V) 1500 kgm front and rear wheel masses(1198981199081 1198981199082) 800 kg each suspension stiffness front and rear
(119896V1 119896V2) 36 times 107Nm suspension damping front and rear
(119888V1 119888V2) 72 times 104N-secm front and rear tyre stiffness
(1198961199051 1198961199052) 09 times 10
7Nm and front and rear tyre damping(1198961199051 1198961199052) 07 times 104N-secm
421 Bridge Response Statistics Bridge mean responses atmidspan displacement (120583
119889119910) velocity (120583V119910) and acceleration
(120583119886119910) subjected to three vehicle speed have been shown in
Figures 6 7 and 8 The roughness of the bridge deck hasbeen assumed to be of poor category as per ISO classifi-cation corresponding to roughness coefficient 120589
119904= 16 times
10minus6m2(mcycle) [42] The mean peak central deflection is
found to increase with the vehicle speed The correspondingstandard deviation of each response displacement (120590
119889119911)
velocity (120590V119911) and acceleration (120590119886119911) has been shown in
Figures 9 10 and 11 It may be noted that bridge response fre-quency ismodified by change in vehicle velocity and obtainedbehavior has appropriate physical sense that higher velocityincreases the temporal frequency of road excitation This isobvious from left shift of the peak when velocity increasesfrom lower to higher The peak magnitude is also higher incase of vehicle travelling with higher velocity No definitepattern is discernible in the standard deviation Althoughthe magnitudes of standard deviation are insignificant forpractical purpose magnitudes of the coefficient of variationof peak displacement velocity and accelerations are found tobe 011 0183 and 0105 respectively Itmay bementioned thatdynamic loads do not lead to major bridge damage except inresonance but they contribute to continuous degradation ofbridge increasing necessity of bridge maintenance
10 Shock and Vibration
200
030
075 120 075
Figure 5 Vehicle cross-section (all dimensions are in meter)
0 05 1 15 2 25 3 35 4
Time (s)10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
50kmh60kmh80kmh
Figure 6 Mean displacement of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)
minus80E minus 3
40E minus 3
minus10E minus 18
minus40E minus 3
minus80E minus 3
minus12E minus 2
120583y
(ms
)
50kmh60kmh80kmh
Figure 7 Mean velocity of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
minus12E minus 1
minus16E minus 1
120583ay
(ms2)
50kmh60kmh80kmh
Figure 8 Mean acceleration of bridge at the midspan
0 05 1 15 2 25 3 35 4Time (s)
40E minus 5
30E minus 5
20E minus 5
10E minus 5
00E + 0
minus10E minus 5
120590dy
(m)
50kmh60kmh80kmh
Figure 9 Standard deviation of bridge midspan deflection
422 Vehicle Response Statistics The mean vehicle bodyresponses (at centroid)mdashdisplacement (120583
119889119911) velocity (120583V119911)
and acceleration (120583119886119911) time historymdashincluding residual
response have been shown in Figures 12 13 and 14 Thecorresponding standard deviation of responses displacement(120590119889119911) velocity (120590V119911) and acceleration (120590
119886119911) is shown in
Figures 15 16 and 17 It has been seen that the peak response isincreased with increase in vehicle speed Standard deviationhas no definite trend in the present case for vehicle response
423 Effect of Vehicle Flexibility on Mean and Standard Devi-ation The contribution of significant number of structuralmodes of vehicle to bridge response has been examined ina bar diagram presented in Figures 18 and 19 by comparingmaximum mean and standard deviation respectively It maybe seen that inclusion of bendingmodes of the vehicle reducesthe response magnitude of the bridge The same figure alsoreveals that when flexiblemodes of the vehicle are consideredsummation of first five modes for finding the response isadequate Figures 20 and 21 show the comparison of mean
Shock and Vibration 11
0 05 1 15 2 25 3 35Time (s)
16E minus 3
12E minus 3
80E minus 4
40E minus 4
00E + 0
minus40E minus 4
120590y
(ms
)
50kmh60kmh80kmh
Figure 10 Standard deviation of bridge midspan velocity
0 05 1 15 2 25 3 35Time (s)
16E minus 2
12E minus 2
80E minus 3
40E minus 3
00E + 0
120590ay
(ms2)
50kmh60kmh80kmh
Figure 11 Standard deviation of bridge midspan acceleration
0 05 1 15 2 25 3Time (s)
80E minus 3
40E minus 3
00E + 0
minus40E minus 3
minus80E minus 3
minus12E minus 2
minus16E minus 2
120583dz
(m)
50kmh60kmh80kmh
Figure 12 Mean displacement of vehicle CG
0 05 1 15 2 25 3Time (s)
12E minus 1
80E minus 2
40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
120583z
(ms
)
50kmh60kmh80kmh
Figure 13 Mean velocity of vehicle at CG
0 1 2 3Time (s)
80E minus 1
40E minus 1
00E + 0
minus40E minus 1
minus80E minus 1
50kmh60kmh80kmh
120583az
(ms2)
Figure 14 Mean acceleration of vehicle at CG
0 05 1 15 2 25 3Time (s)
10E minus 3
80E minus 4
60E minus 4
40E minus 4
20E minus 4
00E + 0
120590dz (m
)
50kmh60kmh80kmh
Figure 15 Standard deviation of vehicle displacement at CG
12 Shock and Vibration
0 1 2 3Time (s)
80E minus 3
60E minus 3
40E minus 3
20E minus 3
00E + 0
120590z
(ms
)
50kmh60kmh80kmh
Figure 16 Standard deviation of vehicle velocity at CG
0 05 1 15 2 25 3Time (s)
40E minus 2
30E minus 2
20E minus 2
10E minus 2
00E + 0
120590az
(ms2)
50kmh60kmh80kmh
Figure 17 Standard deviation of vehicle acceleration at CG
A B C D
50E minus 04
40E minus 04
30E minus 04
20E minus 04
10E minus 04
00E + 00
120583dy
(m)
Figure 18 Maximummean displacement of bridge at midspan (A)rigid vehicle (B) flexible vehicle only with first structural mode (C)flexible vehicle with first three structural modes and (D) flexiblevehicle with first five structural modes
A B C D
40E minus 05
30E minus 05
20E minus 05
10E minus 05
00E + 00
120590dy
(m)
Figure 19 Maximum standard deviation of displacement atmidspan (A) rigid vehicle (B) flexible vehicle only with firststructural mode (C) flexible vehicle with first three structuralmodes and (D) flexible vehicle with first five structural modes
0 025 05 075 1 125 15 175Time (s)
Flexible vehicleRigid vehicle
30E + 5
25E + 5
20E + 5
15E + 5
10E + 5
50E + 4
00E + 0
120583F
(N)
Figure 20 Mean of imposed force time history of the bridge due topassage of rigid and flexible vehicle
Flexible vehicleRigid vehicle
0 025 05 075 1 125 15 175Time (s)
25E + 4
20E + 4
15E + 4
10E + 4
50E + 3
00E + 0
minus50 + 3
120590F
(N)
Figure 21 Standard deviation of imposed force time history of thebridge due to passage of rigid and flexible vehicle
Shock and Vibration 13
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
minus40E minus 4
120583dy
(m)
Figure 22 Effect of flexibility on mean response of bridge (A)119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107 N-m2 and (C) 119864V119868V =
82 times 1010 N-m2
0 05 1 15 2 25 3 35Time (s)
ABC
20E minus 5
16E minus 5
12E minus 5
80E minus 6
40E minus 6
00E + 0
120590dy
(m)
Figure 23 Effect of flexibility on standard deviation of bridgeresponse (A) 119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107N-m2
and (C) 119864V119868V = 82 times 1010N-m2
and standard deviation of imposed force on the bridge dueto passage of a rigid vehicle with those of flexible vehicle Itreveals that when structural bending modes are consideredthe imposed force on the bridge is lessThismay be attributedto the fact that part total strain energy has been utilized inbending of elastic vehicle body as compared to rigid beamwhich reduces imposed force on the bridge
The comparison of mean response of bridge at midspanwith different values of vehicle flexural rigidity has beenpresented in Figure 22 Corresponding standard deviation ispresented in Figure 23 It may be noted that vehicle withlower flexural rigidity generates less response in the bridgeIn generating numerical results under this section vehiclevelocity is taken as 60 kmh
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
Figure 24 Mean of bridge midspan displacement due to differenteccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909= 1m and
(C) 119890119909= 15m
0 05 1 15 2 25 3 35Time (s)
ABC
30E minus 5
25E minus 5
20E minus 5
15E minus 5
10E minus 5
50E minus 6
00E + 0
120590dy
(m)
Figure 25 Standard deviation of bridge midspan displacement dueto different eccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909=
1m and (C) 119890119909= 15m
424 Effect of Eccentricity of Vehicle Path on Mean andStandard Deviation The effect of eccentricity on the bridgeresponse has been studied by varying the loading positionfrom the centre of the bridge width In the result shown inFigures 24 and 25 6 to 8 increment in the bridge dynamicresponses has been observed as the eccentricity varies from05m to 15m The vehicle stiffness for comparing the resultsin Figures 24 and 25 is taken uniform (119864V119868V = 53times10
6Nsdotm2)In generating numerical results under this section vehiclevelocity is taken as 60 kmh
43 Dynamic Amplification Factor (DAF) Considering anyresponse variable 119884 as random process the maximumdynamic response can be written as
119884dynamic =1003816100381610038161003816120583119884 (119909119896 119905119896) + 120590119884 (119909119896 119905119896)
1003816100381610038161003816 (46)
14 Shock and Vibration
1
12
14
16
18
0 0002 0004 0006 0008 001
DA
F
ABC
GbJbEbIb
Figure 26 Dynamic amplification factor (DAF) with the ratio ofbridge torsional rigidity to flexural rigidity (119866
119887119869119887119864119887119868119887) for different
vehicle flexural rigidity (A) 119864V119868V = 53 times 106N-m2 (B) 119864V119868V = 64 times
107 N-m2 and (C) 119864V119868V = 82 times 10
10 N-m2
where 119884dynamic denotes the maximum response due to fluctu-ating load imposed on bridge due to vibratory motion of thevehicle excited by road unevenness
Thus dynamic amplification factor (DAF) in this study isdefined as
DAF =119884static + 119884dynamic
119884static (47)
where119884static refers to the response of the bridge at themidspanlocation for adverse position of static wheel loads
431 Effect of Bridge Torsional Rigidity on Dynamic Ampli-fication Factor (DAF) The effect of torsional rigidity ofbridge has been studied by obtaining DAF for differentratios of torsional rigidity (119866
119887119869119887) to flexural rigidity (119864
119887119868119887)
of bridge with various values of vehicle flexural rigidity(119864V119868V) and presented in Figure 26 The results reveal thatdynamic amplification factor decreases by an amount of 23to 34 when the ratio of torsional rigidity to flexural rigidityof bridge increases from 0002 to 001 This indicates thattorsionally stiffer bridge produces less dynamic amplificationof static live load response
432 Effect of VehicleMass and Speed onDAF Since dynamicamplification factor depends on several variables we chooseto represent it by surface plot rather than a two-dimensionalplot The effect of vehicle mass as well as speed on thedynamic amplification factor (DAF) has been shown inFigure 27 Individual effect on earlier classical studies [43]has shown that effect of increasing mass has reducing effecton DAF However a surface plot shown in Figure 18 shows
that combined effect has an increasing trend Earlier authorsargued that reduction of dynamic amplification factor withincreasing vehicle weight is due to increase of static deflec-tion However the coupled dynamic interaction may be thecause of increased inertia force in addition to suspensionforce imposed by moving mass at greater velocity whichincreases dynamic component of the response
433 Effect of Bridge Surface Roughness and Speed Thesurface roughness and speed of the vehicle are two mostinfluential factors that can cause increased dynamic ampli-fication factor and rapid degradation of the bridge Bridgedynamic amplification factor has been found by changingbridge surface roughness coefficient for good condition topoor condition as mentioned in ISO specification [42] withchange in vehicle speed Figure 28 shows that poor conditionof road induces more deflection on the bridge when vehiclemoves over it and also can be catalyzed by vehicle speed
434 Effect of Bridge Span and Velocity The span of thebridge is an important factor which decides the impact factorinmost of the bridge design codes Combined effect of bridgespan and speed of the vehicle on DAF is not fully knownFigure 29 shows the DAF with variation of bridge span andvelocity It has been found thatwhen the bridge span increasesfrom 14m to 30m dynamic amplification factor decreases byan amount of 12 to 15 irrespective of increase of vehiclevelocity Although increasing span shows a decreasing trendin DAF similar to the earlier studies the increment found inthe present case is not very significant for the range of span14ndash30m
5 Conclusions
In the present study an analytical solution for coupledvehicle-bridge interaction problem considering eccentricallymoving flexible vehicle as well as randomdeck surface rough-ness has been obtained Response samples are generatedfrom the expressions derived in the present study consideringnonhomogeneity of deck roughness The results obtainedfrom analytical approach have been validated with numericalsimulation and experimental data available in the literatureIndividual and combined effects of several bridge-vehicleparameters have been considered to find out the responsestatistics The increased effect of vehicle speed has beenfoundmore significant in changing the frequency of imposedoscillation rather than noticeable increase in response peaksCombined effect of increasing vehicle weight and speed hasbeen found to increase the dynamic amplification factor Thestudy reveals that flexibility of long vehicle is an importantconsideration in obtaining bridge response and due tochange in load carrying vehicle configuration it is nowimperative to address this issue in bridge design codesTorsion of the bridge is activated by eccentric movement ofvehicle and dynamic amplification factor is largely depen-dent on the ratio of torsional rigidity to flexural rigidity ofbridge cross-section
Shock and Vibration 15
1520 25 30 35 40
45 5055
404550556065707580146148
15152154156158
16162164
Vehicle mass (kg)Vehicle speed (kmh)
DA
F
times103
Figure 27 Dynamic amplification factor with change in vehicle speed and vehicle mass
4050
6070
8013514
14515
15516
16517
17518
Vehicle speed (kmh)
DA
F
Roughness coefficient (m2cyclem)
18e minus 6 16e minus 6 14e minus 612e minus 6
10e minus 6 8e minus 66e minus 6
2e minus 64e minus 6
Figure 28 Dynamic amplification factor with vehicle speed and bridge surface roughness
4045
5055
6065
7075
80
14161820222426283013
14
15
16
17
18
Vehicle speed (kmh)Bridge span (m)
DA
F
Figure 29 Dynamic amplification factor with change in bridge span and vehicle speed
16 Shock and Vibration
Appendix
Expression of the Integral 119868119895119896
forGenerating Response Sample
The vector 119865(119905) needed to perform the integration is givenbelow
119865119895(119905) = 0 for119895 = 1 2 3 119899V
= 119896119905119895minus119899V
ℎ (119909119895minus119899V
) + 119888119905119895minus119899V
ℎ (119909119895minus119899V
)
For119895 = 119899V + 1 119899V + 2
= 1198961199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198961199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
+ 1198881199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198881199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
For 119895 = 119899V + 3 119899V + 4 119899V + 2 + 119899119887
= 1198901199091198961199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+ 1198961199052ℎ (1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
+ 1198881199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+1198881199052ℎ1015840(1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
For 119895 = 119899V + 119899119887 + 3
119899V + 119899119887 + 4 119899V + 119899119887 + 119899119905 + 2
(A1)
Themean surface profile has been taken as shallow parabolicthe equation of which with respect to one end of the bridge isgiven by
ℎ119898(119909) =
4ℎ0
1198712119909 (119871 minus 119909) (A2)
For one trial a generation of a set of random phase angles 120579119904
(119904 = 1 2 119873) is employed to express a Gaussian process is
ℎ119903(119909) =
119873
sum
119904=1
119860119904cos (2120587Ω
119904119909 + 120579119904) (A3)
Further ℎ1015840(119909) = 119889ℎ119889119909 and ℎ(119909) = 119889ℎ119889119905 = 119881(119889ℎ119889119909) where119881 is the speed of vehicle
For convenience of computation
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (A4)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 2 + 1119899V + 2 + 2 119899V + 2 + 119899
119887 119911 = 119899V + 2 + 119899
119887+ 1 119899V + 2 + 119899
119887+
2 119899V + 2 + 119899119887 + 119899119879Thefirst term 119868
119895119908(119908 = 1 2 119899V) of (A4) can bewritten
as
1198681198951= 1198681198952= sdot sdot sdot = 119868
119895119899V= 0 (A5)
The second term of (A4) can be written as
119868119895119909= 1198681198951199091
+ 1198681198951199092 (A6)
Splitting the first term of integral (A6) again into two we get
1198681198951199091
= 11986811989511990911
+ 11986811989511990912
(A7)
Introducing 119860119904= radic2119878(119881Ω
119904)minus2 and 119861
119904= 2120587Ω
119871+ (119904 minus
05)(Ω119880minus Ω119871)119873 the components can be written as
11986811989511990911
= 1198961199051[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895cos (120579
119904) minus 119861119904119881 sin (120579
119904)
+ exp (120572119895119905)
times [120572119895cos (119861
119904119881119905 + 120579
119904)
+119861119904119881 cos (119861
119904119881119905 + 120579
119904)]
+4ℎ0119881
12057231198951198712
120572119895119871 (120572119895119905 + exp (minus120572
119895119905) minus 1)
minus119881
12057231198951198712
120572119895119905 (120572119895119905 minus 2) minus 2 exp (minus120572
119895119905) + 2 ]
]
11986811989511990912
= 1198881199051[
[
119873
sum
119904=1
119881119860119904119861119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895sin (120579119904) minus 119861119904119881 cos (120579
119904)
+ exp (120572119895119905)
times [120572119895sin (119861
119904119881119905 + 120579
119904)
minus119861119904119881 sin (119861
119904119881119905 + 120579
119904)]
minus4ℎ0119881 exp (minus120572
119895119905)
12057231198951198712
times 2119881 [exp (minus120572119895119905) (120572119895119905 minus 1) + 1]
minus1
120572119895119871exp (120572
119895119905) minus 2]
]
(A8)
Shock and Vibration 17
Similarly splitting the second term of integral (A6) into twowe get
1198681198951199092
= 11986811989511990921
+ 11986811989511990922
11986811989511990921
= 1198961199052[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2
times minus 120572119895cos (119861
119904119897V minus 120579119904) minus 119861119904119881 sin (119861
119904119897V minus 120579119904)
+ exp (120572119895119905) [120572119895cos (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 sin (119861
119904(119897V minus 119881119905) + 120579119904)]
+1198812[2 minus exp (120572
119895119905) 120572119895119905 (120572119895119905 minus 2) + 2]
+4ℎ0
12057231198951198712
minus1205722
119895119897V (119897V + 119871) (exp (120572119895119905) minus 1)
+120572119895119881 (2119897V + 119871) [exp (120572119895119905) (120572119895119905 minus 1) + 1] ]
]
11986811989511990922
= 1198881199052[
[
119873
sum
119904=1
119860119904119861119904119881
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2120572119895sin (119861
119904119897V minus 120579119904)
+ 119861119904119881 cos (119861
119904119897V minus 120579119904)
minus exp (120572119895119905) [120572119895sin (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 cos (119861
119904(119897V minus 119881119905) + 120579119904)]
+4ℎ0119881 exp (minus120572
119895119905)
12057221198951198712
times 2119881 [exp (120572119895119905) (120572119895119905 minus 1) + 1]
minus120572119895(2119897V + 119871) (exp (120572119895119905) minus 1)]
]
(A9)
The third term of (A4) is written as
119868119895119910=
119899119887
sum
119896=1
119868119895119899V+2+119896
(A10)
The 119896th term of the above series is composed of ten differentterms as given below
119868119895119899V+2+119896
=
10
sum
119886=1
119868(119895119899V+2+119896)119886
(119896 = 1 2 3 119899119887) (A11)
The components of (A11) are as followsIntroducing the following parameters
119876119904= 119861119904119881 119877
119896=119896120587119881
119871
119878119896=119896120587
119871 119885
119904= 119861119904119897V
119868(119895119899V+2+119896)
1
=1
21198961199051
119873
sum
119904=1
119860119904 ((2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) cos (120579
119904)
+2120572119895119876119904sin (120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times cos (119876119904minus 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119876
119904+ 119877119896) 119905 + 120579
119904
minus (119877119896+ 119876119904)
times cos (119876119904+ 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
2
=1
21198961199051[
[
4ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198762119904)3
times 119871 (1205722
119895+ 1198762
119904) [exp (120572
119895119905) sin (119876
119904119905)
times 1198762
119904(120572119895119905 + 1)
+1205722
119895(120572119895119905 minus 1)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904119905 + 120572119895(120572119895119905 minus 2)] minus 2120572
119895119876119904
+ 119881 (21198763
119904+ 119876119904exp (120572
119895119905)) cos (119876
119904119905)
times 1198764
1199041199052+ 21198762
119904(1205722
1198951199052minus 2120572119895119905 minus 1)
18 Shock and Vibration
+1205722
119895(1205722
1198951199052minus 4120572119895119905 + 6)
minus exp (120572119895119905) sin (119876
119904119905)
times 1198764
119904(120572119895119905 + 2) + 120572
1198951198762
119904(1205722
1198951199052minus 3)
+1205723
119895(1205722
1198951199052minus 2120572119895119905 + 2) minus 6120572
2
119895119876119904]
]
119868(119895119899V+2+119896)
3
=1
21198961199052
119873
sum
119904=1
119860119904[ exp (minus120572
119895119905)
times (((119877119896+ 119876119904) cos (119878
119904minus 119885119904minus 120579119904)
+120572119895sin (119878119896minus 119885119904minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times (((119877119896minus 119876119904) cos (119878
119896minus 119885119904+ 120579119904)
+120572119895sin (119878119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 119878
119896minus 119885119904+ 120579119904
minus (119877119896+ 119876119904) cos (119876
119904minus 119877119896) 119905
+119878119896minus 119885119904+ 120579119904)
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
+ ((120572119895sin 119878119896+ 119885119904minus (119876119904+ 119877) 119905 minus 120579
119904
+ (119877119896+ 119876119904) cos 119878
119896+ 119885119904
+ (119876119904+ 119877119896) 119905
minus120579119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
4
= minus1
21198961199052[
[
4ℎ0119881
1198712(1205722119895+ 1198812)
3
times sin (119881119905 minus 119897V) [1205721198951198972
V(1205722
119895+ 1198812)2
minus 119897V (1205722
119895+ 1198812)
times minus1205723
119895119871 minus 1205721198951198711198812
+ 21198813(120572119895119905 + 1)
+21205722
119895119881(120572119895119905 minus 1)
+ 119881 [119881 21205723
119895+ 120572119895119905(1205722
119895+ 1198812)2
+2119905 (1205724
119895minus 1198814) minus 6120572
1198951198812
minus 119871 (1205722
119895+ 1198812)
times 1205722
119895(120572119895119905 minus 1)+ 119881
2(120572119895119905 +1)]
+ 119881 cos (119897V minus 119881119905) [1198814(1198972
V + 119897V119871
+21205722
1198951199052minus 4120572119895119905 minus 2)
+ 1205722
1198951198812(21198972
V + 2119897V119871
+41205722
1198951199052+ 6)
+ 1205724
119895119897V (119897V + 119871)
minus 1198815119905 (2119897V + 119871)
times (120572119895119905 minus 1)
minus 1205723
119895119881 (2119897V + 119871)
times (120572119895119905 minus 2) + 119897
2
V1198816]]
]
119868(119895119899V+2+119896)
5
=1
21198881199051
119873
sum
119904=1
119860119904119876119904( minus (2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) sin (120579
119904)
minus2120572119895119876119904cos (120579
119904))
times (1205722
119895+ (119876119904minus 119877)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times sin (119876119904minus 119877119896) 119905 + 120579
119904)
Shock and Vibration 19
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos (119876
119904+ 119877119896) 119905 + 120579
119904
+ (119877119896+ 119876119904)
times sin (119876119904+ 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
6
= minus1198881199051
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) cos (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) sin (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
7
=1
21198881199052
119873
sum
119904=1
119860119904119876119904
times [ exp (minus120572119895119905 ( ( (119877
119896+ 119876119904) sin (119878
119896+ 119885119904minus 120579119904)
minus120572119895cos (119878
119896+ 119885119904minus 120579119904))
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times ( ( (119876119904minus 119877119896) sin (119878
119896minus 119885119904+ 120579119904)
+120572119895cos (119878
119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos 119878
119896+ 119885119904minus (119876119904+ 119877119896) 119905 minus 120579
119904
minus (119877119896+ 119876119904) sin 119878
119896+ 119885119904
minus (119876119904+ 119877119896) 119905 minus 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos 119878
119896minus 119885119904+ (119876119904minus 119877119896) 119905 + 120579
119904
+ (119876119904minus 119877119896) sin 119878
119896minus 119885119904
+ (119876119904minus 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
8
= minus1198881199052
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) sin (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
9
= minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881 + exp (120572119895119905) 119896120587119881 cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881cos(119896120587119863119871
)
minus exp (120572119895119905) cos(119896120587119863 minus 119881119905
119871)
minus 119871120572119895sin(119896120587119863
119871)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119896)
10
= minus21198711198812(1198981199081
+ 1198981199082)
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
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Shock and Vibration
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Chemical EngineeringInternational Journal of Antennas and
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Navigation and Observation
International Journal of
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DistributedSensor Networks
International Journal of
Shock and Vibration 9
56 MM THKAC wearing coat
860
086
756
038
084
063 063 063
300 300
015
025
120
Figure 3 Cross-section of T-beam bridge (all dimensions are in meter)
1200
935
978
265100
250
1200
Figure 4 Longitudinal section of vehicle (all dimensions are in meter)
The sectional parameters to be given in the beam model ofbridge have been found from the FE model of bridge in SAP2000 commercial software to match the fundamental naturalfrequency and first modal damping of both the beam and theFE model of bridge
Vehicle parameters are as follows a long vehicle carryingheavy load often crossing the bridge has been chosen toillustrate the present approach The standards of vehicle aredifferent from the live load prescribed by bridge code Inthe present study we use a vehicle type TATA 3516C-EX asshown in Figures 4 and 5 This has been idealized as Euler-Bernoulli beam adopted in present formulation Followingare the important physical parameters pertaining to vehiclelength (119897V) 12m flexural rigidity (119864V119868V) 53times10
6N-m2 massper unit length (119898V) 1500 kgm front and rear wheel masses(1198981199081 1198981199082) 800 kg each suspension stiffness front and rear
(119896V1 119896V2) 36 times 107Nm suspension damping front and rear
(119888V1 119888V2) 72 times 104N-secm front and rear tyre stiffness
(1198961199051 1198961199052) 09 times 10
7Nm and front and rear tyre damping(1198961199051 1198961199052) 07 times 104N-secm
421 Bridge Response Statistics Bridge mean responses atmidspan displacement (120583
119889119910) velocity (120583V119910) and acceleration
(120583119886119910) subjected to three vehicle speed have been shown in
Figures 6 7 and 8 The roughness of the bridge deck hasbeen assumed to be of poor category as per ISO classifi-cation corresponding to roughness coefficient 120589
119904= 16 times
10minus6m2(mcycle) [42] The mean peak central deflection is
found to increase with the vehicle speed The correspondingstandard deviation of each response displacement (120590
119889119911)
velocity (120590V119911) and acceleration (120590119886119911) has been shown in
Figures 9 10 and 11 It may be noted that bridge response fre-quency ismodified by change in vehicle velocity and obtainedbehavior has appropriate physical sense that higher velocityincreases the temporal frequency of road excitation This isobvious from left shift of the peak when velocity increasesfrom lower to higher The peak magnitude is also higher incase of vehicle travelling with higher velocity No definitepattern is discernible in the standard deviation Althoughthe magnitudes of standard deviation are insignificant forpractical purpose magnitudes of the coefficient of variationof peak displacement velocity and accelerations are found tobe 011 0183 and 0105 respectively Itmay bementioned thatdynamic loads do not lead to major bridge damage except inresonance but they contribute to continuous degradation ofbridge increasing necessity of bridge maintenance
10 Shock and Vibration
200
030
075 120 075
Figure 5 Vehicle cross-section (all dimensions are in meter)
0 05 1 15 2 25 3 35 4
Time (s)10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
50kmh60kmh80kmh
Figure 6 Mean displacement of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)
minus80E minus 3
40E minus 3
minus10E minus 18
minus40E minus 3
minus80E minus 3
minus12E minus 2
120583y
(ms
)
50kmh60kmh80kmh
Figure 7 Mean velocity of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
minus12E minus 1
minus16E minus 1
120583ay
(ms2)
50kmh60kmh80kmh
Figure 8 Mean acceleration of bridge at the midspan
0 05 1 15 2 25 3 35 4Time (s)
40E minus 5
30E minus 5
20E minus 5
10E minus 5
00E + 0
minus10E minus 5
120590dy
(m)
50kmh60kmh80kmh
Figure 9 Standard deviation of bridge midspan deflection
422 Vehicle Response Statistics The mean vehicle bodyresponses (at centroid)mdashdisplacement (120583
119889119911) velocity (120583V119911)
and acceleration (120583119886119911) time historymdashincluding residual
response have been shown in Figures 12 13 and 14 Thecorresponding standard deviation of responses displacement(120590119889119911) velocity (120590V119911) and acceleration (120590
119886119911) is shown in
Figures 15 16 and 17 It has been seen that the peak response isincreased with increase in vehicle speed Standard deviationhas no definite trend in the present case for vehicle response
423 Effect of Vehicle Flexibility on Mean and Standard Devi-ation The contribution of significant number of structuralmodes of vehicle to bridge response has been examined ina bar diagram presented in Figures 18 and 19 by comparingmaximum mean and standard deviation respectively It maybe seen that inclusion of bendingmodes of the vehicle reducesthe response magnitude of the bridge The same figure alsoreveals that when flexiblemodes of the vehicle are consideredsummation of first five modes for finding the response isadequate Figures 20 and 21 show the comparison of mean
Shock and Vibration 11
0 05 1 15 2 25 3 35Time (s)
16E minus 3
12E minus 3
80E minus 4
40E minus 4
00E + 0
minus40E minus 4
120590y
(ms
)
50kmh60kmh80kmh
Figure 10 Standard deviation of bridge midspan velocity
0 05 1 15 2 25 3 35Time (s)
16E minus 2
12E minus 2
80E minus 3
40E minus 3
00E + 0
120590ay
(ms2)
50kmh60kmh80kmh
Figure 11 Standard deviation of bridge midspan acceleration
0 05 1 15 2 25 3Time (s)
80E minus 3
40E minus 3
00E + 0
minus40E minus 3
minus80E minus 3
minus12E minus 2
minus16E minus 2
120583dz
(m)
50kmh60kmh80kmh
Figure 12 Mean displacement of vehicle CG
0 05 1 15 2 25 3Time (s)
12E minus 1
80E minus 2
40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
120583z
(ms
)
50kmh60kmh80kmh
Figure 13 Mean velocity of vehicle at CG
0 1 2 3Time (s)
80E minus 1
40E minus 1
00E + 0
minus40E minus 1
minus80E minus 1
50kmh60kmh80kmh
120583az
(ms2)
Figure 14 Mean acceleration of vehicle at CG
0 05 1 15 2 25 3Time (s)
10E minus 3
80E minus 4
60E minus 4
40E minus 4
20E minus 4
00E + 0
120590dz (m
)
50kmh60kmh80kmh
Figure 15 Standard deviation of vehicle displacement at CG
12 Shock and Vibration
0 1 2 3Time (s)
80E minus 3
60E minus 3
40E minus 3
20E minus 3
00E + 0
120590z
(ms
)
50kmh60kmh80kmh
Figure 16 Standard deviation of vehicle velocity at CG
0 05 1 15 2 25 3Time (s)
40E minus 2
30E minus 2
20E minus 2
10E minus 2
00E + 0
120590az
(ms2)
50kmh60kmh80kmh
Figure 17 Standard deviation of vehicle acceleration at CG
A B C D
50E minus 04
40E minus 04
30E minus 04
20E minus 04
10E minus 04
00E + 00
120583dy
(m)
Figure 18 Maximummean displacement of bridge at midspan (A)rigid vehicle (B) flexible vehicle only with first structural mode (C)flexible vehicle with first three structural modes and (D) flexiblevehicle with first five structural modes
A B C D
40E minus 05
30E minus 05
20E minus 05
10E minus 05
00E + 00
120590dy
(m)
Figure 19 Maximum standard deviation of displacement atmidspan (A) rigid vehicle (B) flexible vehicle only with firststructural mode (C) flexible vehicle with first three structuralmodes and (D) flexible vehicle with first five structural modes
0 025 05 075 1 125 15 175Time (s)
Flexible vehicleRigid vehicle
30E + 5
25E + 5
20E + 5
15E + 5
10E + 5
50E + 4
00E + 0
120583F
(N)
Figure 20 Mean of imposed force time history of the bridge due topassage of rigid and flexible vehicle
Flexible vehicleRigid vehicle
0 025 05 075 1 125 15 175Time (s)
25E + 4
20E + 4
15E + 4
10E + 4
50E + 3
00E + 0
minus50 + 3
120590F
(N)
Figure 21 Standard deviation of imposed force time history of thebridge due to passage of rigid and flexible vehicle
Shock and Vibration 13
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
minus40E minus 4
120583dy
(m)
Figure 22 Effect of flexibility on mean response of bridge (A)119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107 N-m2 and (C) 119864V119868V =
82 times 1010 N-m2
0 05 1 15 2 25 3 35Time (s)
ABC
20E minus 5
16E minus 5
12E minus 5
80E minus 6
40E minus 6
00E + 0
120590dy
(m)
Figure 23 Effect of flexibility on standard deviation of bridgeresponse (A) 119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107N-m2
and (C) 119864V119868V = 82 times 1010N-m2
and standard deviation of imposed force on the bridge dueto passage of a rigid vehicle with those of flexible vehicle Itreveals that when structural bending modes are consideredthe imposed force on the bridge is lessThismay be attributedto the fact that part total strain energy has been utilized inbending of elastic vehicle body as compared to rigid beamwhich reduces imposed force on the bridge
The comparison of mean response of bridge at midspanwith different values of vehicle flexural rigidity has beenpresented in Figure 22 Corresponding standard deviation ispresented in Figure 23 It may be noted that vehicle withlower flexural rigidity generates less response in the bridgeIn generating numerical results under this section vehiclevelocity is taken as 60 kmh
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
Figure 24 Mean of bridge midspan displacement due to differenteccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909= 1m and
(C) 119890119909= 15m
0 05 1 15 2 25 3 35Time (s)
ABC
30E minus 5
25E minus 5
20E minus 5
15E minus 5
10E minus 5
50E minus 6
00E + 0
120590dy
(m)
Figure 25 Standard deviation of bridge midspan displacement dueto different eccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909=
1m and (C) 119890119909= 15m
424 Effect of Eccentricity of Vehicle Path on Mean andStandard Deviation The effect of eccentricity on the bridgeresponse has been studied by varying the loading positionfrom the centre of the bridge width In the result shown inFigures 24 and 25 6 to 8 increment in the bridge dynamicresponses has been observed as the eccentricity varies from05m to 15m The vehicle stiffness for comparing the resultsin Figures 24 and 25 is taken uniform (119864V119868V = 53times10
6Nsdotm2)In generating numerical results under this section vehiclevelocity is taken as 60 kmh
43 Dynamic Amplification Factor (DAF) Considering anyresponse variable 119884 as random process the maximumdynamic response can be written as
119884dynamic =1003816100381610038161003816120583119884 (119909119896 119905119896) + 120590119884 (119909119896 119905119896)
1003816100381610038161003816 (46)
14 Shock and Vibration
1
12
14
16
18
0 0002 0004 0006 0008 001
DA
F
ABC
GbJbEbIb
Figure 26 Dynamic amplification factor (DAF) with the ratio ofbridge torsional rigidity to flexural rigidity (119866
119887119869119887119864119887119868119887) for different
vehicle flexural rigidity (A) 119864V119868V = 53 times 106N-m2 (B) 119864V119868V = 64 times
107 N-m2 and (C) 119864V119868V = 82 times 10
10 N-m2
where 119884dynamic denotes the maximum response due to fluctu-ating load imposed on bridge due to vibratory motion of thevehicle excited by road unevenness
Thus dynamic amplification factor (DAF) in this study isdefined as
DAF =119884static + 119884dynamic
119884static (47)
where119884static refers to the response of the bridge at themidspanlocation for adverse position of static wheel loads
431 Effect of Bridge Torsional Rigidity on Dynamic Ampli-fication Factor (DAF) The effect of torsional rigidity ofbridge has been studied by obtaining DAF for differentratios of torsional rigidity (119866
119887119869119887) to flexural rigidity (119864
119887119868119887)
of bridge with various values of vehicle flexural rigidity(119864V119868V) and presented in Figure 26 The results reveal thatdynamic amplification factor decreases by an amount of 23to 34 when the ratio of torsional rigidity to flexural rigidityof bridge increases from 0002 to 001 This indicates thattorsionally stiffer bridge produces less dynamic amplificationof static live load response
432 Effect of VehicleMass and Speed onDAF Since dynamicamplification factor depends on several variables we chooseto represent it by surface plot rather than a two-dimensionalplot The effect of vehicle mass as well as speed on thedynamic amplification factor (DAF) has been shown inFigure 27 Individual effect on earlier classical studies [43]has shown that effect of increasing mass has reducing effecton DAF However a surface plot shown in Figure 18 shows
that combined effect has an increasing trend Earlier authorsargued that reduction of dynamic amplification factor withincreasing vehicle weight is due to increase of static deflec-tion However the coupled dynamic interaction may be thecause of increased inertia force in addition to suspensionforce imposed by moving mass at greater velocity whichincreases dynamic component of the response
433 Effect of Bridge Surface Roughness and Speed Thesurface roughness and speed of the vehicle are two mostinfluential factors that can cause increased dynamic ampli-fication factor and rapid degradation of the bridge Bridgedynamic amplification factor has been found by changingbridge surface roughness coefficient for good condition topoor condition as mentioned in ISO specification [42] withchange in vehicle speed Figure 28 shows that poor conditionof road induces more deflection on the bridge when vehiclemoves over it and also can be catalyzed by vehicle speed
434 Effect of Bridge Span and Velocity The span of thebridge is an important factor which decides the impact factorinmost of the bridge design codes Combined effect of bridgespan and speed of the vehicle on DAF is not fully knownFigure 29 shows the DAF with variation of bridge span andvelocity It has been found thatwhen the bridge span increasesfrom 14m to 30m dynamic amplification factor decreases byan amount of 12 to 15 irrespective of increase of vehiclevelocity Although increasing span shows a decreasing trendin DAF similar to the earlier studies the increment found inthe present case is not very significant for the range of span14ndash30m
5 Conclusions
In the present study an analytical solution for coupledvehicle-bridge interaction problem considering eccentricallymoving flexible vehicle as well as randomdeck surface rough-ness has been obtained Response samples are generatedfrom the expressions derived in the present study consideringnonhomogeneity of deck roughness The results obtainedfrom analytical approach have been validated with numericalsimulation and experimental data available in the literatureIndividual and combined effects of several bridge-vehicleparameters have been considered to find out the responsestatistics The increased effect of vehicle speed has beenfoundmore significant in changing the frequency of imposedoscillation rather than noticeable increase in response peaksCombined effect of increasing vehicle weight and speed hasbeen found to increase the dynamic amplification factor Thestudy reveals that flexibility of long vehicle is an importantconsideration in obtaining bridge response and due tochange in load carrying vehicle configuration it is nowimperative to address this issue in bridge design codesTorsion of the bridge is activated by eccentric movement ofvehicle and dynamic amplification factor is largely depen-dent on the ratio of torsional rigidity to flexural rigidity ofbridge cross-section
Shock and Vibration 15
1520 25 30 35 40
45 5055
404550556065707580146148
15152154156158
16162164
Vehicle mass (kg)Vehicle speed (kmh)
DA
F
times103
Figure 27 Dynamic amplification factor with change in vehicle speed and vehicle mass
4050
6070
8013514
14515
15516
16517
17518
Vehicle speed (kmh)
DA
F
Roughness coefficient (m2cyclem)
18e minus 6 16e minus 6 14e minus 612e minus 6
10e minus 6 8e minus 66e minus 6
2e minus 64e minus 6
Figure 28 Dynamic amplification factor with vehicle speed and bridge surface roughness
4045
5055
6065
7075
80
14161820222426283013
14
15
16
17
18
Vehicle speed (kmh)Bridge span (m)
DA
F
Figure 29 Dynamic amplification factor with change in bridge span and vehicle speed
16 Shock and Vibration
Appendix
Expression of the Integral 119868119895119896
forGenerating Response Sample
The vector 119865(119905) needed to perform the integration is givenbelow
119865119895(119905) = 0 for119895 = 1 2 3 119899V
= 119896119905119895minus119899V
ℎ (119909119895minus119899V
) + 119888119905119895minus119899V
ℎ (119909119895minus119899V
)
For119895 = 119899V + 1 119899V + 2
= 1198961199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198961199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
+ 1198881199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198881199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
For 119895 = 119899V + 3 119899V + 4 119899V + 2 + 119899119887
= 1198901199091198961199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+ 1198961199052ℎ (1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
+ 1198881199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+1198881199052ℎ1015840(1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
For 119895 = 119899V + 119899119887 + 3
119899V + 119899119887 + 4 119899V + 119899119887 + 119899119905 + 2
(A1)
Themean surface profile has been taken as shallow parabolicthe equation of which with respect to one end of the bridge isgiven by
ℎ119898(119909) =
4ℎ0
1198712119909 (119871 minus 119909) (A2)
For one trial a generation of a set of random phase angles 120579119904
(119904 = 1 2 119873) is employed to express a Gaussian process is
ℎ119903(119909) =
119873
sum
119904=1
119860119904cos (2120587Ω
119904119909 + 120579119904) (A3)
Further ℎ1015840(119909) = 119889ℎ119889119909 and ℎ(119909) = 119889ℎ119889119905 = 119881(119889ℎ119889119909) where119881 is the speed of vehicle
For convenience of computation
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (A4)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 2 + 1119899V + 2 + 2 119899V + 2 + 119899
119887 119911 = 119899V + 2 + 119899
119887+ 1 119899V + 2 + 119899
119887+
2 119899V + 2 + 119899119887 + 119899119879Thefirst term 119868
119895119908(119908 = 1 2 119899V) of (A4) can bewritten
as
1198681198951= 1198681198952= sdot sdot sdot = 119868
119895119899V= 0 (A5)
The second term of (A4) can be written as
119868119895119909= 1198681198951199091
+ 1198681198951199092 (A6)
Splitting the first term of integral (A6) again into two we get
1198681198951199091
= 11986811989511990911
+ 11986811989511990912
(A7)
Introducing 119860119904= radic2119878(119881Ω
119904)minus2 and 119861
119904= 2120587Ω
119871+ (119904 minus
05)(Ω119880minus Ω119871)119873 the components can be written as
11986811989511990911
= 1198961199051[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895cos (120579
119904) minus 119861119904119881 sin (120579
119904)
+ exp (120572119895119905)
times [120572119895cos (119861
119904119881119905 + 120579
119904)
+119861119904119881 cos (119861
119904119881119905 + 120579
119904)]
+4ℎ0119881
12057231198951198712
120572119895119871 (120572119895119905 + exp (minus120572
119895119905) minus 1)
minus119881
12057231198951198712
120572119895119905 (120572119895119905 minus 2) minus 2 exp (minus120572
119895119905) + 2 ]
]
11986811989511990912
= 1198881199051[
[
119873
sum
119904=1
119881119860119904119861119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895sin (120579119904) minus 119861119904119881 cos (120579
119904)
+ exp (120572119895119905)
times [120572119895sin (119861
119904119881119905 + 120579
119904)
minus119861119904119881 sin (119861
119904119881119905 + 120579
119904)]
minus4ℎ0119881 exp (minus120572
119895119905)
12057231198951198712
times 2119881 [exp (minus120572119895119905) (120572119895119905 minus 1) + 1]
minus1
120572119895119871exp (120572
119895119905) minus 2]
]
(A8)
Shock and Vibration 17
Similarly splitting the second term of integral (A6) into twowe get
1198681198951199092
= 11986811989511990921
+ 11986811989511990922
11986811989511990921
= 1198961199052[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2
times minus 120572119895cos (119861
119904119897V minus 120579119904) minus 119861119904119881 sin (119861
119904119897V minus 120579119904)
+ exp (120572119895119905) [120572119895cos (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 sin (119861
119904(119897V minus 119881119905) + 120579119904)]
+1198812[2 minus exp (120572
119895119905) 120572119895119905 (120572119895119905 minus 2) + 2]
+4ℎ0
12057231198951198712
minus1205722
119895119897V (119897V + 119871) (exp (120572119895119905) minus 1)
+120572119895119881 (2119897V + 119871) [exp (120572119895119905) (120572119895119905 minus 1) + 1] ]
]
11986811989511990922
= 1198881199052[
[
119873
sum
119904=1
119860119904119861119904119881
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2120572119895sin (119861
119904119897V minus 120579119904)
+ 119861119904119881 cos (119861
119904119897V minus 120579119904)
minus exp (120572119895119905) [120572119895sin (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 cos (119861
119904(119897V minus 119881119905) + 120579119904)]
+4ℎ0119881 exp (minus120572
119895119905)
12057221198951198712
times 2119881 [exp (120572119895119905) (120572119895119905 minus 1) + 1]
minus120572119895(2119897V + 119871) (exp (120572119895119905) minus 1)]
]
(A9)
The third term of (A4) is written as
119868119895119910=
119899119887
sum
119896=1
119868119895119899V+2+119896
(A10)
The 119896th term of the above series is composed of ten differentterms as given below
119868119895119899V+2+119896
=
10
sum
119886=1
119868(119895119899V+2+119896)119886
(119896 = 1 2 3 119899119887) (A11)
The components of (A11) are as followsIntroducing the following parameters
119876119904= 119861119904119881 119877
119896=119896120587119881
119871
119878119896=119896120587
119871 119885
119904= 119861119904119897V
119868(119895119899V+2+119896)
1
=1
21198961199051
119873
sum
119904=1
119860119904 ((2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) cos (120579
119904)
+2120572119895119876119904sin (120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times cos (119876119904minus 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119876
119904+ 119877119896) 119905 + 120579
119904
minus (119877119896+ 119876119904)
times cos (119876119904+ 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
2
=1
21198961199051[
[
4ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198762119904)3
times 119871 (1205722
119895+ 1198762
119904) [exp (120572
119895119905) sin (119876
119904119905)
times 1198762
119904(120572119895119905 + 1)
+1205722
119895(120572119895119905 minus 1)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904119905 + 120572119895(120572119895119905 minus 2)] minus 2120572
119895119876119904
+ 119881 (21198763
119904+ 119876119904exp (120572
119895119905)) cos (119876
119904119905)
times 1198764
1199041199052+ 21198762
119904(1205722
1198951199052minus 2120572119895119905 minus 1)
18 Shock and Vibration
+1205722
119895(1205722
1198951199052minus 4120572119895119905 + 6)
minus exp (120572119895119905) sin (119876
119904119905)
times 1198764
119904(120572119895119905 + 2) + 120572
1198951198762
119904(1205722
1198951199052minus 3)
+1205723
119895(1205722
1198951199052minus 2120572119895119905 + 2) minus 6120572
2
119895119876119904]
]
119868(119895119899V+2+119896)
3
=1
21198961199052
119873
sum
119904=1
119860119904[ exp (minus120572
119895119905)
times (((119877119896+ 119876119904) cos (119878
119904minus 119885119904minus 120579119904)
+120572119895sin (119878119896minus 119885119904minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times (((119877119896minus 119876119904) cos (119878
119896minus 119885119904+ 120579119904)
+120572119895sin (119878119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 119878
119896minus 119885119904+ 120579119904
minus (119877119896+ 119876119904) cos (119876
119904minus 119877119896) 119905
+119878119896minus 119885119904+ 120579119904)
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
+ ((120572119895sin 119878119896+ 119885119904minus (119876119904+ 119877) 119905 minus 120579
119904
+ (119877119896+ 119876119904) cos 119878
119896+ 119885119904
+ (119876119904+ 119877119896) 119905
minus120579119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
4
= minus1
21198961199052[
[
4ℎ0119881
1198712(1205722119895+ 1198812)
3
times sin (119881119905 minus 119897V) [1205721198951198972
V(1205722
119895+ 1198812)2
minus 119897V (1205722
119895+ 1198812)
times minus1205723
119895119871 minus 1205721198951198711198812
+ 21198813(120572119895119905 + 1)
+21205722
119895119881(120572119895119905 minus 1)
+ 119881 [119881 21205723
119895+ 120572119895119905(1205722
119895+ 1198812)2
+2119905 (1205724
119895minus 1198814) minus 6120572
1198951198812
minus 119871 (1205722
119895+ 1198812)
times 1205722
119895(120572119895119905 minus 1)+ 119881
2(120572119895119905 +1)]
+ 119881 cos (119897V minus 119881119905) [1198814(1198972
V + 119897V119871
+21205722
1198951199052minus 4120572119895119905 minus 2)
+ 1205722
1198951198812(21198972
V + 2119897V119871
+41205722
1198951199052+ 6)
+ 1205724
119895119897V (119897V + 119871)
minus 1198815119905 (2119897V + 119871)
times (120572119895119905 minus 1)
minus 1205723
119895119881 (2119897V + 119871)
times (120572119895119905 minus 2) + 119897
2
V1198816]]
]
119868(119895119899V+2+119896)
5
=1
21198881199051
119873
sum
119904=1
119860119904119876119904( minus (2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) sin (120579
119904)
minus2120572119895119876119904cos (120579
119904))
times (1205722
119895+ (119876119904minus 119877)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times sin (119876119904minus 119877119896) 119905 + 120579
119904)
Shock and Vibration 19
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos (119876
119904+ 119877119896) 119905 + 120579
119904
+ (119877119896+ 119876119904)
times sin (119876119904+ 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
6
= minus1198881199051
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) cos (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) sin (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
7
=1
21198881199052
119873
sum
119904=1
119860119904119876119904
times [ exp (minus120572119895119905 ( ( (119877
119896+ 119876119904) sin (119878
119896+ 119885119904minus 120579119904)
minus120572119895cos (119878
119896+ 119885119904minus 120579119904))
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times ( ( (119876119904minus 119877119896) sin (119878
119896minus 119885119904+ 120579119904)
+120572119895cos (119878
119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos 119878
119896+ 119885119904minus (119876119904+ 119877119896) 119905 minus 120579
119904
minus (119877119896+ 119876119904) sin 119878
119896+ 119885119904
minus (119876119904+ 119877119896) 119905 minus 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos 119878
119896minus 119885119904+ (119876119904minus 119877119896) 119905 + 120579
119904
+ (119876119904minus 119877119896) sin 119878
119896minus 119885119904
+ (119876119904minus 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
8
= minus1198881199052
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) sin (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
9
= minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881 + exp (120572119895119905) 119896120587119881 cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881cos(119896120587119863119871
)
minus exp (120572119895119905) cos(119896120587119863 minus 119881119905
119871)
minus 119871120572119895sin(119896120587119863
119871)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119896)
10
= minus21198711198812(1198981199081
+ 1198981199082)
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
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International Journal of
10 Shock and Vibration
200
030
075 120 075
Figure 5 Vehicle cross-section (all dimensions are in meter)
0 05 1 15 2 25 3 35 4
Time (s)10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
50kmh60kmh80kmh
Figure 6 Mean displacement of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)
minus80E minus 3
40E minus 3
minus10E minus 18
minus40E minus 3
minus80E minus 3
minus12E minus 2
120583y
(ms
)
50kmh60kmh80kmh
Figure 7 Mean velocity of bridge at the midspan
0 05 1 15 2 25 3 35
Time (s)40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
minus12E minus 1
minus16E minus 1
120583ay
(ms2)
50kmh60kmh80kmh
Figure 8 Mean acceleration of bridge at the midspan
0 05 1 15 2 25 3 35 4Time (s)
40E minus 5
30E minus 5
20E minus 5
10E minus 5
00E + 0
minus10E minus 5
120590dy
(m)
50kmh60kmh80kmh
Figure 9 Standard deviation of bridge midspan deflection
422 Vehicle Response Statistics The mean vehicle bodyresponses (at centroid)mdashdisplacement (120583
119889119911) velocity (120583V119911)
and acceleration (120583119886119911) time historymdashincluding residual
response have been shown in Figures 12 13 and 14 Thecorresponding standard deviation of responses displacement(120590119889119911) velocity (120590V119911) and acceleration (120590
119886119911) is shown in
Figures 15 16 and 17 It has been seen that the peak response isincreased with increase in vehicle speed Standard deviationhas no definite trend in the present case for vehicle response
423 Effect of Vehicle Flexibility on Mean and Standard Devi-ation The contribution of significant number of structuralmodes of vehicle to bridge response has been examined ina bar diagram presented in Figures 18 and 19 by comparingmaximum mean and standard deviation respectively It maybe seen that inclusion of bendingmodes of the vehicle reducesthe response magnitude of the bridge The same figure alsoreveals that when flexiblemodes of the vehicle are consideredsummation of first five modes for finding the response isadequate Figures 20 and 21 show the comparison of mean
Shock and Vibration 11
0 05 1 15 2 25 3 35Time (s)
16E minus 3
12E minus 3
80E minus 4
40E minus 4
00E + 0
minus40E minus 4
120590y
(ms
)
50kmh60kmh80kmh
Figure 10 Standard deviation of bridge midspan velocity
0 05 1 15 2 25 3 35Time (s)
16E minus 2
12E minus 2
80E minus 3
40E minus 3
00E + 0
120590ay
(ms2)
50kmh60kmh80kmh
Figure 11 Standard deviation of bridge midspan acceleration
0 05 1 15 2 25 3Time (s)
80E minus 3
40E minus 3
00E + 0
minus40E minus 3
minus80E minus 3
minus12E minus 2
minus16E minus 2
120583dz
(m)
50kmh60kmh80kmh
Figure 12 Mean displacement of vehicle CG
0 05 1 15 2 25 3Time (s)
12E minus 1
80E minus 2
40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
120583z
(ms
)
50kmh60kmh80kmh
Figure 13 Mean velocity of vehicle at CG
0 1 2 3Time (s)
80E minus 1
40E minus 1
00E + 0
minus40E minus 1
minus80E minus 1
50kmh60kmh80kmh
120583az
(ms2)
Figure 14 Mean acceleration of vehicle at CG
0 05 1 15 2 25 3Time (s)
10E minus 3
80E minus 4
60E minus 4
40E minus 4
20E minus 4
00E + 0
120590dz (m
)
50kmh60kmh80kmh
Figure 15 Standard deviation of vehicle displacement at CG
12 Shock and Vibration
0 1 2 3Time (s)
80E minus 3
60E minus 3
40E minus 3
20E minus 3
00E + 0
120590z
(ms
)
50kmh60kmh80kmh
Figure 16 Standard deviation of vehicle velocity at CG
0 05 1 15 2 25 3Time (s)
40E minus 2
30E minus 2
20E minus 2
10E minus 2
00E + 0
120590az
(ms2)
50kmh60kmh80kmh
Figure 17 Standard deviation of vehicle acceleration at CG
A B C D
50E minus 04
40E minus 04
30E minus 04
20E minus 04
10E minus 04
00E + 00
120583dy
(m)
Figure 18 Maximummean displacement of bridge at midspan (A)rigid vehicle (B) flexible vehicle only with first structural mode (C)flexible vehicle with first three structural modes and (D) flexiblevehicle with first five structural modes
A B C D
40E minus 05
30E minus 05
20E minus 05
10E minus 05
00E + 00
120590dy
(m)
Figure 19 Maximum standard deviation of displacement atmidspan (A) rigid vehicle (B) flexible vehicle only with firststructural mode (C) flexible vehicle with first three structuralmodes and (D) flexible vehicle with first five structural modes
0 025 05 075 1 125 15 175Time (s)
Flexible vehicleRigid vehicle
30E + 5
25E + 5
20E + 5
15E + 5
10E + 5
50E + 4
00E + 0
120583F
(N)
Figure 20 Mean of imposed force time history of the bridge due topassage of rigid and flexible vehicle
Flexible vehicleRigid vehicle
0 025 05 075 1 125 15 175Time (s)
25E + 4
20E + 4
15E + 4
10E + 4
50E + 3
00E + 0
minus50 + 3
120590F
(N)
Figure 21 Standard deviation of imposed force time history of thebridge due to passage of rigid and flexible vehicle
Shock and Vibration 13
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
minus40E minus 4
120583dy
(m)
Figure 22 Effect of flexibility on mean response of bridge (A)119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107 N-m2 and (C) 119864V119868V =
82 times 1010 N-m2
0 05 1 15 2 25 3 35Time (s)
ABC
20E minus 5
16E minus 5
12E minus 5
80E minus 6
40E minus 6
00E + 0
120590dy
(m)
Figure 23 Effect of flexibility on standard deviation of bridgeresponse (A) 119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107N-m2
and (C) 119864V119868V = 82 times 1010N-m2
and standard deviation of imposed force on the bridge dueto passage of a rigid vehicle with those of flexible vehicle Itreveals that when structural bending modes are consideredthe imposed force on the bridge is lessThismay be attributedto the fact that part total strain energy has been utilized inbending of elastic vehicle body as compared to rigid beamwhich reduces imposed force on the bridge
The comparison of mean response of bridge at midspanwith different values of vehicle flexural rigidity has beenpresented in Figure 22 Corresponding standard deviation ispresented in Figure 23 It may be noted that vehicle withlower flexural rigidity generates less response in the bridgeIn generating numerical results under this section vehiclevelocity is taken as 60 kmh
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
Figure 24 Mean of bridge midspan displacement due to differenteccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909= 1m and
(C) 119890119909= 15m
0 05 1 15 2 25 3 35Time (s)
ABC
30E minus 5
25E minus 5
20E minus 5
15E minus 5
10E minus 5
50E minus 6
00E + 0
120590dy
(m)
Figure 25 Standard deviation of bridge midspan displacement dueto different eccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909=
1m and (C) 119890119909= 15m
424 Effect of Eccentricity of Vehicle Path on Mean andStandard Deviation The effect of eccentricity on the bridgeresponse has been studied by varying the loading positionfrom the centre of the bridge width In the result shown inFigures 24 and 25 6 to 8 increment in the bridge dynamicresponses has been observed as the eccentricity varies from05m to 15m The vehicle stiffness for comparing the resultsin Figures 24 and 25 is taken uniform (119864V119868V = 53times10
6Nsdotm2)In generating numerical results under this section vehiclevelocity is taken as 60 kmh
43 Dynamic Amplification Factor (DAF) Considering anyresponse variable 119884 as random process the maximumdynamic response can be written as
119884dynamic =1003816100381610038161003816120583119884 (119909119896 119905119896) + 120590119884 (119909119896 119905119896)
1003816100381610038161003816 (46)
14 Shock and Vibration
1
12
14
16
18
0 0002 0004 0006 0008 001
DA
F
ABC
GbJbEbIb
Figure 26 Dynamic amplification factor (DAF) with the ratio ofbridge torsional rigidity to flexural rigidity (119866
119887119869119887119864119887119868119887) for different
vehicle flexural rigidity (A) 119864V119868V = 53 times 106N-m2 (B) 119864V119868V = 64 times
107 N-m2 and (C) 119864V119868V = 82 times 10
10 N-m2
where 119884dynamic denotes the maximum response due to fluctu-ating load imposed on bridge due to vibratory motion of thevehicle excited by road unevenness
Thus dynamic amplification factor (DAF) in this study isdefined as
DAF =119884static + 119884dynamic
119884static (47)
where119884static refers to the response of the bridge at themidspanlocation for adverse position of static wheel loads
431 Effect of Bridge Torsional Rigidity on Dynamic Ampli-fication Factor (DAF) The effect of torsional rigidity ofbridge has been studied by obtaining DAF for differentratios of torsional rigidity (119866
119887119869119887) to flexural rigidity (119864
119887119868119887)
of bridge with various values of vehicle flexural rigidity(119864V119868V) and presented in Figure 26 The results reveal thatdynamic amplification factor decreases by an amount of 23to 34 when the ratio of torsional rigidity to flexural rigidityof bridge increases from 0002 to 001 This indicates thattorsionally stiffer bridge produces less dynamic amplificationof static live load response
432 Effect of VehicleMass and Speed onDAF Since dynamicamplification factor depends on several variables we chooseto represent it by surface plot rather than a two-dimensionalplot The effect of vehicle mass as well as speed on thedynamic amplification factor (DAF) has been shown inFigure 27 Individual effect on earlier classical studies [43]has shown that effect of increasing mass has reducing effecton DAF However a surface plot shown in Figure 18 shows
that combined effect has an increasing trend Earlier authorsargued that reduction of dynamic amplification factor withincreasing vehicle weight is due to increase of static deflec-tion However the coupled dynamic interaction may be thecause of increased inertia force in addition to suspensionforce imposed by moving mass at greater velocity whichincreases dynamic component of the response
433 Effect of Bridge Surface Roughness and Speed Thesurface roughness and speed of the vehicle are two mostinfluential factors that can cause increased dynamic ampli-fication factor and rapid degradation of the bridge Bridgedynamic amplification factor has been found by changingbridge surface roughness coefficient for good condition topoor condition as mentioned in ISO specification [42] withchange in vehicle speed Figure 28 shows that poor conditionof road induces more deflection on the bridge when vehiclemoves over it and also can be catalyzed by vehicle speed
434 Effect of Bridge Span and Velocity The span of thebridge is an important factor which decides the impact factorinmost of the bridge design codes Combined effect of bridgespan and speed of the vehicle on DAF is not fully knownFigure 29 shows the DAF with variation of bridge span andvelocity It has been found thatwhen the bridge span increasesfrom 14m to 30m dynamic amplification factor decreases byan amount of 12 to 15 irrespective of increase of vehiclevelocity Although increasing span shows a decreasing trendin DAF similar to the earlier studies the increment found inthe present case is not very significant for the range of span14ndash30m
5 Conclusions
In the present study an analytical solution for coupledvehicle-bridge interaction problem considering eccentricallymoving flexible vehicle as well as randomdeck surface rough-ness has been obtained Response samples are generatedfrom the expressions derived in the present study consideringnonhomogeneity of deck roughness The results obtainedfrom analytical approach have been validated with numericalsimulation and experimental data available in the literatureIndividual and combined effects of several bridge-vehicleparameters have been considered to find out the responsestatistics The increased effect of vehicle speed has beenfoundmore significant in changing the frequency of imposedoscillation rather than noticeable increase in response peaksCombined effect of increasing vehicle weight and speed hasbeen found to increase the dynamic amplification factor Thestudy reveals that flexibility of long vehicle is an importantconsideration in obtaining bridge response and due tochange in load carrying vehicle configuration it is nowimperative to address this issue in bridge design codesTorsion of the bridge is activated by eccentric movement ofvehicle and dynamic amplification factor is largely depen-dent on the ratio of torsional rigidity to flexural rigidity ofbridge cross-section
Shock and Vibration 15
1520 25 30 35 40
45 5055
404550556065707580146148
15152154156158
16162164
Vehicle mass (kg)Vehicle speed (kmh)
DA
F
times103
Figure 27 Dynamic amplification factor with change in vehicle speed and vehicle mass
4050
6070
8013514
14515
15516
16517
17518
Vehicle speed (kmh)
DA
F
Roughness coefficient (m2cyclem)
18e minus 6 16e minus 6 14e minus 612e minus 6
10e minus 6 8e minus 66e minus 6
2e minus 64e minus 6
Figure 28 Dynamic amplification factor with vehicle speed and bridge surface roughness
4045
5055
6065
7075
80
14161820222426283013
14
15
16
17
18
Vehicle speed (kmh)Bridge span (m)
DA
F
Figure 29 Dynamic amplification factor with change in bridge span and vehicle speed
16 Shock and Vibration
Appendix
Expression of the Integral 119868119895119896
forGenerating Response Sample
The vector 119865(119905) needed to perform the integration is givenbelow
119865119895(119905) = 0 for119895 = 1 2 3 119899V
= 119896119905119895minus119899V
ℎ (119909119895minus119899V
) + 119888119905119895minus119899V
ℎ (119909119895minus119899V
)
For119895 = 119899V + 1 119899V + 2
= 1198961199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198961199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
+ 1198881199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198881199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
For 119895 = 119899V + 3 119899V + 4 119899V + 2 + 119899119887
= 1198901199091198961199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+ 1198961199052ℎ (1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
+ 1198881199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+1198881199052ℎ1015840(1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
For 119895 = 119899V + 119899119887 + 3
119899V + 119899119887 + 4 119899V + 119899119887 + 119899119905 + 2
(A1)
Themean surface profile has been taken as shallow parabolicthe equation of which with respect to one end of the bridge isgiven by
ℎ119898(119909) =
4ℎ0
1198712119909 (119871 minus 119909) (A2)
For one trial a generation of a set of random phase angles 120579119904
(119904 = 1 2 119873) is employed to express a Gaussian process is
ℎ119903(119909) =
119873
sum
119904=1
119860119904cos (2120587Ω
119904119909 + 120579119904) (A3)
Further ℎ1015840(119909) = 119889ℎ119889119909 and ℎ(119909) = 119889ℎ119889119905 = 119881(119889ℎ119889119909) where119881 is the speed of vehicle
For convenience of computation
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (A4)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 2 + 1119899V + 2 + 2 119899V + 2 + 119899
119887 119911 = 119899V + 2 + 119899
119887+ 1 119899V + 2 + 119899
119887+
2 119899V + 2 + 119899119887 + 119899119879Thefirst term 119868
119895119908(119908 = 1 2 119899V) of (A4) can bewritten
as
1198681198951= 1198681198952= sdot sdot sdot = 119868
119895119899V= 0 (A5)
The second term of (A4) can be written as
119868119895119909= 1198681198951199091
+ 1198681198951199092 (A6)
Splitting the first term of integral (A6) again into two we get
1198681198951199091
= 11986811989511990911
+ 11986811989511990912
(A7)
Introducing 119860119904= radic2119878(119881Ω
119904)minus2 and 119861
119904= 2120587Ω
119871+ (119904 minus
05)(Ω119880minus Ω119871)119873 the components can be written as
11986811989511990911
= 1198961199051[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895cos (120579
119904) minus 119861119904119881 sin (120579
119904)
+ exp (120572119895119905)
times [120572119895cos (119861
119904119881119905 + 120579
119904)
+119861119904119881 cos (119861
119904119881119905 + 120579
119904)]
+4ℎ0119881
12057231198951198712
120572119895119871 (120572119895119905 + exp (minus120572
119895119905) minus 1)
minus119881
12057231198951198712
120572119895119905 (120572119895119905 minus 2) minus 2 exp (minus120572
119895119905) + 2 ]
]
11986811989511990912
= 1198881199051[
[
119873
sum
119904=1
119881119860119904119861119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895sin (120579119904) minus 119861119904119881 cos (120579
119904)
+ exp (120572119895119905)
times [120572119895sin (119861
119904119881119905 + 120579
119904)
minus119861119904119881 sin (119861
119904119881119905 + 120579
119904)]
minus4ℎ0119881 exp (minus120572
119895119905)
12057231198951198712
times 2119881 [exp (minus120572119895119905) (120572119895119905 minus 1) + 1]
minus1
120572119895119871exp (120572
119895119905) minus 2]
]
(A8)
Shock and Vibration 17
Similarly splitting the second term of integral (A6) into twowe get
1198681198951199092
= 11986811989511990921
+ 11986811989511990922
11986811989511990921
= 1198961199052[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2
times minus 120572119895cos (119861
119904119897V minus 120579119904) minus 119861119904119881 sin (119861
119904119897V minus 120579119904)
+ exp (120572119895119905) [120572119895cos (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 sin (119861
119904(119897V minus 119881119905) + 120579119904)]
+1198812[2 minus exp (120572
119895119905) 120572119895119905 (120572119895119905 minus 2) + 2]
+4ℎ0
12057231198951198712
minus1205722
119895119897V (119897V + 119871) (exp (120572119895119905) minus 1)
+120572119895119881 (2119897V + 119871) [exp (120572119895119905) (120572119895119905 minus 1) + 1] ]
]
11986811989511990922
= 1198881199052[
[
119873
sum
119904=1
119860119904119861119904119881
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2120572119895sin (119861
119904119897V minus 120579119904)
+ 119861119904119881 cos (119861
119904119897V minus 120579119904)
minus exp (120572119895119905) [120572119895sin (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 cos (119861
119904(119897V minus 119881119905) + 120579119904)]
+4ℎ0119881 exp (minus120572
119895119905)
12057221198951198712
times 2119881 [exp (120572119895119905) (120572119895119905 minus 1) + 1]
minus120572119895(2119897V + 119871) (exp (120572119895119905) minus 1)]
]
(A9)
The third term of (A4) is written as
119868119895119910=
119899119887
sum
119896=1
119868119895119899V+2+119896
(A10)
The 119896th term of the above series is composed of ten differentterms as given below
119868119895119899V+2+119896
=
10
sum
119886=1
119868(119895119899V+2+119896)119886
(119896 = 1 2 3 119899119887) (A11)
The components of (A11) are as followsIntroducing the following parameters
119876119904= 119861119904119881 119877
119896=119896120587119881
119871
119878119896=119896120587
119871 119885
119904= 119861119904119897V
119868(119895119899V+2+119896)
1
=1
21198961199051
119873
sum
119904=1
119860119904 ((2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) cos (120579
119904)
+2120572119895119876119904sin (120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times cos (119876119904minus 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119876
119904+ 119877119896) 119905 + 120579
119904
minus (119877119896+ 119876119904)
times cos (119876119904+ 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
2
=1
21198961199051[
[
4ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198762119904)3
times 119871 (1205722
119895+ 1198762
119904) [exp (120572
119895119905) sin (119876
119904119905)
times 1198762
119904(120572119895119905 + 1)
+1205722
119895(120572119895119905 minus 1)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904119905 + 120572119895(120572119895119905 minus 2)] minus 2120572
119895119876119904
+ 119881 (21198763
119904+ 119876119904exp (120572
119895119905)) cos (119876
119904119905)
times 1198764
1199041199052+ 21198762
119904(1205722
1198951199052minus 2120572119895119905 minus 1)
18 Shock and Vibration
+1205722
119895(1205722
1198951199052minus 4120572119895119905 + 6)
minus exp (120572119895119905) sin (119876
119904119905)
times 1198764
119904(120572119895119905 + 2) + 120572
1198951198762
119904(1205722
1198951199052minus 3)
+1205723
119895(1205722
1198951199052minus 2120572119895119905 + 2) minus 6120572
2
119895119876119904]
]
119868(119895119899V+2+119896)
3
=1
21198961199052
119873
sum
119904=1
119860119904[ exp (minus120572
119895119905)
times (((119877119896+ 119876119904) cos (119878
119904minus 119885119904minus 120579119904)
+120572119895sin (119878119896minus 119885119904minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times (((119877119896minus 119876119904) cos (119878
119896minus 119885119904+ 120579119904)
+120572119895sin (119878119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 119878
119896minus 119885119904+ 120579119904
minus (119877119896+ 119876119904) cos (119876
119904minus 119877119896) 119905
+119878119896minus 119885119904+ 120579119904)
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
+ ((120572119895sin 119878119896+ 119885119904minus (119876119904+ 119877) 119905 minus 120579
119904
+ (119877119896+ 119876119904) cos 119878
119896+ 119885119904
+ (119876119904+ 119877119896) 119905
minus120579119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
4
= minus1
21198961199052[
[
4ℎ0119881
1198712(1205722119895+ 1198812)
3
times sin (119881119905 minus 119897V) [1205721198951198972
V(1205722
119895+ 1198812)2
minus 119897V (1205722
119895+ 1198812)
times minus1205723
119895119871 minus 1205721198951198711198812
+ 21198813(120572119895119905 + 1)
+21205722
119895119881(120572119895119905 minus 1)
+ 119881 [119881 21205723
119895+ 120572119895119905(1205722
119895+ 1198812)2
+2119905 (1205724
119895minus 1198814) minus 6120572
1198951198812
minus 119871 (1205722
119895+ 1198812)
times 1205722
119895(120572119895119905 minus 1)+ 119881
2(120572119895119905 +1)]
+ 119881 cos (119897V minus 119881119905) [1198814(1198972
V + 119897V119871
+21205722
1198951199052minus 4120572119895119905 minus 2)
+ 1205722
1198951198812(21198972
V + 2119897V119871
+41205722
1198951199052+ 6)
+ 1205724
119895119897V (119897V + 119871)
minus 1198815119905 (2119897V + 119871)
times (120572119895119905 minus 1)
minus 1205723
119895119881 (2119897V + 119871)
times (120572119895119905 minus 2) + 119897
2
V1198816]]
]
119868(119895119899V+2+119896)
5
=1
21198881199051
119873
sum
119904=1
119860119904119876119904( minus (2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) sin (120579
119904)
minus2120572119895119876119904cos (120579
119904))
times (1205722
119895+ (119876119904minus 119877)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times sin (119876119904minus 119877119896) 119905 + 120579
119904)
Shock and Vibration 19
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos (119876
119904+ 119877119896) 119905 + 120579
119904
+ (119877119896+ 119876119904)
times sin (119876119904+ 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
6
= minus1198881199051
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) cos (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) sin (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
7
=1
21198881199052
119873
sum
119904=1
119860119904119876119904
times [ exp (minus120572119895119905 ( ( (119877
119896+ 119876119904) sin (119878
119896+ 119885119904minus 120579119904)
minus120572119895cos (119878
119896+ 119885119904minus 120579119904))
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times ( ( (119876119904minus 119877119896) sin (119878
119896minus 119885119904+ 120579119904)
+120572119895cos (119878
119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos 119878
119896+ 119885119904minus (119876119904+ 119877119896) 119905 minus 120579
119904
minus (119877119896+ 119876119904) sin 119878
119896+ 119885119904
minus (119876119904+ 119877119896) 119905 minus 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos 119878
119896minus 119885119904+ (119876119904minus 119877119896) 119905 + 120579
119904
+ (119876119904minus 119877119896) sin 119878
119896minus 119885119904
+ (119876119904minus 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
8
= minus1198881199052
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) sin (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
9
= minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881 + exp (120572119895119905) 119896120587119881 cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881cos(119896120587119863119871
)
minus exp (120572119895119905) cos(119896120587119863 minus 119881119905
119871)
minus 119871120572119895sin(119896120587119863
119871)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119896)
10
= minus21198711198812(1198981199081
+ 1198981199082)
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
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Shock and Vibration 11
0 05 1 15 2 25 3 35Time (s)
16E minus 3
12E minus 3
80E minus 4
40E minus 4
00E + 0
minus40E minus 4
120590y
(ms
)
50kmh60kmh80kmh
Figure 10 Standard deviation of bridge midspan velocity
0 05 1 15 2 25 3 35Time (s)
16E minus 2
12E minus 2
80E minus 3
40E minus 3
00E + 0
120590ay
(ms2)
50kmh60kmh80kmh
Figure 11 Standard deviation of bridge midspan acceleration
0 05 1 15 2 25 3Time (s)
80E minus 3
40E minus 3
00E + 0
minus40E minus 3
minus80E minus 3
minus12E minus 2
minus16E minus 2
120583dz
(m)
50kmh60kmh80kmh
Figure 12 Mean displacement of vehicle CG
0 05 1 15 2 25 3Time (s)
12E minus 1
80E minus 2
40E minus 2
00E + 0
minus40E minus 2
minus80E minus 2
120583z
(ms
)
50kmh60kmh80kmh
Figure 13 Mean velocity of vehicle at CG
0 1 2 3Time (s)
80E minus 1
40E minus 1
00E + 0
minus40E minus 1
minus80E minus 1
50kmh60kmh80kmh
120583az
(ms2)
Figure 14 Mean acceleration of vehicle at CG
0 05 1 15 2 25 3Time (s)
10E minus 3
80E minus 4
60E minus 4
40E minus 4
20E minus 4
00E + 0
120590dz (m
)
50kmh60kmh80kmh
Figure 15 Standard deviation of vehicle displacement at CG
12 Shock and Vibration
0 1 2 3Time (s)
80E minus 3
60E minus 3
40E minus 3
20E minus 3
00E + 0
120590z
(ms
)
50kmh60kmh80kmh
Figure 16 Standard deviation of vehicle velocity at CG
0 05 1 15 2 25 3Time (s)
40E minus 2
30E minus 2
20E minus 2
10E minus 2
00E + 0
120590az
(ms2)
50kmh60kmh80kmh
Figure 17 Standard deviation of vehicle acceleration at CG
A B C D
50E minus 04
40E minus 04
30E minus 04
20E minus 04
10E minus 04
00E + 00
120583dy
(m)
Figure 18 Maximummean displacement of bridge at midspan (A)rigid vehicle (B) flexible vehicle only with first structural mode (C)flexible vehicle with first three structural modes and (D) flexiblevehicle with first five structural modes
A B C D
40E minus 05
30E minus 05
20E minus 05
10E minus 05
00E + 00
120590dy
(m)
Figure 19 Maximum standard deviation of displacement atmidspan (A) rigid vehicle (B) flexible vehicle only with firststructural mode (C) flexible vehicle with first three structuralmodes and (D) flexible vehicle with first five structural modes
0 025 05 075 1 125 15 175Time (s)
Flexible vehicleRigid vehicle
30E + 5
25E + 5
20E + 5
15E + 5
10E + 5
50E + 4
00E + 0
120583F
(N)
Figure 20 Mean of imposed force time history of the bridge due topassage of rigid and flexible vehicle
Flexible vehicleRigid vehicle
0 025 05 075 1 125 15 175Time (s)
25E + 4
20E + 4
15E + 4
10E + 4
50E + 3
00E + 0
minus50 + 3
120590F
(N)
Figure 21 Standard deviation of imposed force time history of thebridge due to passage of rigid and flexible vehicle
Shock and Vibration 13
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
minus40E minus 4
120583dy
(m)
Figure 22 Effect of flexibility on mean response of bridge (A)119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107 N-m2 and (C) 119864V119868V =
82 times 1010 N-m2
0 05 1 15 2 25 3 35Time (s)
ABC
20E minus 5
16E minus 5
12E minus 5
80E minus 6
40E minus 6
00E + 0
120590dy
(m)
Figure 23 Effect of flexibility on standard deviation of bridgeresponse (A) 119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107N-m2
and (C) 119864V119868V = 82 times 1010N-m2
and standard deviation of imposed force on the bridge dueto passage of a rigid vehicle with those of flexible vehicle Itreveals that when structural bending modes are consideredthe imposed force on the bridge is lessThismay be attributedto the fact that part total strain energy has been utilized inbending of elastic vehicle body as compared to rigid beamwhich reduces imposed force on the bridge
The comparison of mean response of bridge at midspanwith different values of vehicle flexural rigidity has beenpresented in Figure 22 Corresponding standard deviation ispresented in Figure 23 It may be noted that vehicle withlower flexural rigidity generates less response in the bridgeIn generating numerical results under this section vehiclevelocity is taken as 60 kmh
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
Figure 24 Mean of bridge midspan displacement due to differenteccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909= 1m and
(C) 119890119909= 15m
0 05 1 15 2 25 3 35Time (s)
ABC
30E minus 5
25E minus 5
20E minus 5
15E minus 5
10E minus 5
50E minus 6
00E + 0
120590dy
(m)
Figure 25 Standard deviation of bridge midspan displacement dueto different eccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909=
1m and (C) 119890119909= 15m
424 Effect of Eccentricity of Vehicle Path on Mean andStandard Deviation The effect of eccentricity on the bridgeresponse has been studied by varying the loading positionfrom the centre of the bridge width In the result shown inFigures 24 and 25 6 to 8 increment in the bridge dynamicresponses has been observed as the eccentricity varies from05m to 15m The vehicle stiffness for comparing the resultsin Figures 24 and 25 is taken uniform (119864V119868V = 53times10
6Nsdotm2)In generating numerical results under this section vehiclevelocity is taken as 60 kmh
43 Dynamic Amplification Factor (DAF) Considering anyresponse variable 119884 as random process the maximumdynamic response can be written as
119884dynamic =1003816100381610038161003816120583119884 (119909119896 119905119896) + 120590119884 (119909119896 119905119896)
1003816100381610038161003816 (46)
14 Shock and Vibration
1
12
14
16
18
0 0002 0004 0006 0008 001
DA
F
ABC
GbJbEbIb
Figure 26 Dynamic amplification factor (DAF) with the ratio ofbridge torsional rigidity to flexural rigidity (119866
119887119869119887119864119887119868119887) for different
vehicle flexural rigidity (A) 119864V119868V = 53 times 106N-m2 (B) 119864V119868V = 64 times
107 N-m2 and (C) 119864V119868V = 82 times 10
10 N-m2
where 119884dynamic denotes the maximum response due to fluctu-ating load imposed on bridge due to vibratory motion of thevehicle excited by road unevenness
Thus dynamic amplification factor (DAF) in this study isdefined as
DAF =119884static + 119884dynamic
119884static (47)
where119884static refers to the response of the bridge at themidspanlocation for adverse position of static wheel loads
431 Effect of Bridge Torsional Rigidity on Dynamic Ampli-fication Factor (DAF) The effect of torsional rigidity ofbridge has been studied by obtaining DAF for differentratios of torsional rigidity (119866
119887119869119887) to flexural rigidity (119864
119887119868119887)
of bridge with various values of vehicle flexural rigidity(119864V119868V) and presented in Figure 26 The results reveal thatdynamic amplification factor decreases by an amount of 23to 34 when the ratio of torsional rigidity to flexural rigidityof bridge increases from 0002 to 001 This indicates thattorsionally stiffer bridge produces less dynamic amplificationof static live load response
432 Effect of VehicleMass and Speed onDAF Since dynamicamplification factor depends on several variables we chooseto represent it by surface plot rather than a two-dimensionalplot The effect of vehicle mass as well as speed on thedynamic amplification factor (DAF) has been shown inFigure 27 Individual effect on earlier classical studies [43]has shown that effect of increasing mass has reducing effecton DAF However a surface plot shown in Figure 18 shows
that combined effect has an increasing trend Earlier authorsargued that reduction of dynamic amplification factor withincreasing vehicle weight is due to increase of static deflec-tion However the coupled dynamic interaction may be thecause of increased inertia force in addition to suspensionforce imposed by moving mass at greater velocity whichincreases dynamic component of the response
433 Effect of Bridge Surface Roughness and Speed Thesurface roughness and speed of the vehicle are two mostinfluential factors that can cause increased dynamic ampli-fication factor and rapid degradation of the bridge Bridgedynamic amplification factor has been found by changingbridge surface roughness coefficient for good condition topoor condition as mentioned in ISO specification [42] withchange in vehicle speed Figure 28 shows that poor conditionof road induces more deflection on the bridge when vehiclemoves over it and also can be catalyzed by vehicle speed
434 Effect of Bridge Span and Velocity The span of thebridge is an important factor which decides the impact factorinmost of the bridge design codes Combined effect of bridgespan and speed of the vehicle on DAF is not fully knownFigure 29 shows the DAF with variation of bridge span andvelocity It has been found thatwhen the bridge span increasesfrom 14m to 30m dynamic amplification factor decreases byan amount of 12 to 15 irrespective of increase of vehiclevelocity Although increasing span shows a decreasing trendin DAF similar to the earlier studies the increment found inthe present case is not very significant for the range of span14ndash30m
5 Conclusions
In the present study an analytical solution for coupledvehicle-bridge interaction problem considering eccentricallymoving flexible vehicle as well as randomdeck surface rough-ness has been obtained Response samples are generatedfrom the expressions derived in the present study consideringnonhomogeneity of deck roughness The results obtainedfrom analytical approach have been validated with numericalsimulation and experimental data available in the literatureIndividual and combined effects of several bridge-vehicleparameters have been considered to find out the responsestatistics The increased effect of vehicle speed has beenfoundmore significant in changing the frequency of imposedoscillation rather than noticeable increase in response peaksCombined effect of increasing vehicle weight and speed hasbeen found to increase the dynamic amplification factor Thestudy reveals that flexibility of long vehicle is an importantconsideration in obtaining bridge response and due tochange in load carrying vehicle configuration it is nowimperative to address this issue in bridge design codesTorsion of the bridge is activated by eccentric movement ofvehicle and dynamic amplification factor is largely depen-dent on the ratio of torsional rigidity to flexural rigidity ofbridge cross-section
Shock and Vibration 15
1520 25 30 35 40
45 5055
404550556065707580146148
15152154156158
16162164
Vehicle mass (kg)Vehicle speed (kmh)
DA
F
times103
Figure 27 Dynamic amplification factor with change in vehicle speed and vehicle mass
4050
6070
8013514
14515
15516
16517
17518
Vehicle speed (kmh)
DA
F
Roughness coefficient (m2cyclem)
18e minus 6 16e minus 6 14e minus 612e minus 6
10e minus 6 8e minus 66e minus 6
2e minus 64e minus 6
Figure 28 Dynamic amplification factor with vehicle speed and bridge surface roughness
4045
5055
6065
7075
80
14161820222426283013
14
15
16
17
18
Vehicle speed (kmh)Bridge span (m)
DA
F
Figure 29 Dynamic amplification factor with change in bridge span and vehicle speed
16 Shock and Vibration
Appendix
Expression of the Integral 119868119895119896
forGenerating Response Sample
The vector 119865(119905) needed to perform the integration is givenbelow
119865119895(119905) = 0 for119895 = 1 2 3 119899V
= 119896119905119895minus119899V
ℎ (119909119895minus119899V
) + 119888119905119895minus119899V
ℎ (119909119895minus119899V
)
For119895 = 119899V + 1 119899V + 2
= 1198961199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198961199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
+ 1198881199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198881199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
For 119895 = 119899V + 3 119899V + 4 119899V + 2 + 119899119887
= 1198901199091198961199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+ 1198961199052ℎ (1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
+ 1198881199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+1198881199052ℎ1015840(1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
For 119895 = 119899V + 119899119887 + 3
119899V + 119899119887 + 4 119899V + 119899119887 + 119899119905 + 2
(A1)
Themean surface profile has been taken as shallow parabolicthe equation of which with respect to one end of the bridge isgiven by
ℎ119898(119909) =
4ℎ0
1198712119909 (119871 minus 119909) (A2)
For one trial a generation of a set of random phase angles 120579119904
(119904 = 1 2 119873) is employed to express a Gaussian process is
ℎ119903(119909) =
119873
sum
119904=1
119860119904cos (2120587Ω
119904119909 + 120579119904) (A3)
Further ℎ1015840(119909) = 119889ℎ119889119909 and ℎ(119909) = 119889ℎ119889119905 = 119881(119889ℎ119889119909) where119881 is the speed of vehicle
For convenience of computation
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (A4)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 2 + 1119899V + 2 + 2 119899V + 2 + 119899
119887 119911 = 119899V + 2 + 119899
119887+ 1 119899V + 2 + 119899
119887+
2 119899V + 2 + 119899119887 + 119899119879Thefirst term 119868
119895119908(119908 = 1 2 119899V) of (A4) can bewritten
as
1198681198951= 1198681198952= sdot sdot sdot = 119868
119895119899V= 0 (A5)
The second term of (A4) can be written as
119868119895119909= 1198681198951199091
+ 1198681198951199092 (A6)
Splitting the first term of integral (A6) again into two we get
1198681198951199091
= 11986811989511990911
+ 11986811989511990912
(A7)
Introducing 119860119904= radic2119878(119881Ω
119904)minus2 and 119861
119904= 2120587Ω
119871+ (119904 minus
05)(Ω119880minus Ω119871)119873 the components can be written as
11986811989511990911
= 1198961199051[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895cos (120579
119904) minus 119861119904119881 sin (120579
119904)
+ exp (120572119895119905)
times [120572119895cos (119861
119904119881119905 + 120579
119904)
+119861119904119881 cos (119861
119904119881119905 + 120579
119904)]
+4ℎ0119881
12057231198951198712
120572119895119871 (120572119895119905 + exp (minus120572
119895119905) minus 1)
minus119881
12057231198951198712
120572119895119905 (120572119895119905 minus 2) minus 2 exp (minus120572
119895119905) + 2 ]
]
11986811989511990912
= 1198881199051[
[
119873
sum
119904=1
119881119860119904119861119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895sin (120579119904) minus 119861119904119881 cos (120579
119904)
+ exp (120572119895119905)
times [120572119895sin (119861
119904119881119905 + 120579
119904)
minus119861119904119881 sin (119861
119904119881119905 + 120579
119904)]
minus4ℎ0119881 exp (minus120572
119895119905)
12057231198951198712
times 2119881 [exp (minus120572119895119905) (120572119895119905 minus 1) + 1]
minus1
120572119895119871exp (120572
119895119905) minus 2]
]
(A8)
Shock and Vibration 17
Similarly splitting the second term of integral (A6) into twowe get
1198681198951199092
= 11986811989511990921
+ 11986811989511990922
11986811989511990921
= 1198961199052[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2
times minus 120572119895cos (119861
119904119897V minus 120579119904) minus 119861119904119881 sin (119861
119904119897V minus 120579119904)
+ exp (120572119895119905) [120572119895cos (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 sin (119861
119904(119897V minus 119881119905) + 120579119904)]
+1198812[2 minus exp (120572
119895119905) 120572119895119905 (120572119895119905 minus 2) + 2]
+4ℎ0
12057231198951198712
minus1205722
119895119897V (119897V + 119871) (exp (120572119895119905) minus 1)
+120572119895119881 (2119897V + 119871) [exp (120572119895119905) (120572119895119905 minus 1) + 1] ]
]
11986811989511990922
= 1198881199052[
[
119873
sum
119904=1
119860119904119861119904119881
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2120572119895sin (119861
119904119897V minus 120579119904)
+ 119861119904119881 cos (119861
119904119897V minus 120579119904)
minus exp (120572119895119905) [120572119895sin (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 cos (119861
119904(119897V minus 119881119905) + 120579119904)]
+4ℎ0119881 exp (minus120572
119895119905)
12057221198951198712
times 2119881 [exp (120572119895119905) (120572119895119905 minus 1) + 1]
minus120572119895(2119897V + 119871) (exp (120572119895119905) minus 1)]
]
(A9)
The third term of (A4) is written as
119868119895119910=
119899119887
sum
119896=1
119868119895119899V+2+119896
(A10)
The 119896th term of the above series is composed of ten differentterms as given below
119868119895119899V+2+119896
=
10
sum
119886=1
119868(119895119899V+2+119896)119886
(119896 = 1 2 3 119899119887) (A11)
The components of (A11) are as followsIntroducing the following parameters
119876119904= 119861119904119881 119877
119896=119896120587119881
119871
119878119896=119896120587
119871 119885
119904= 119861119904119897V
119868(119895119899V+2+119896)
1
=1
21198961199051
119873
sum
119904=1
119860119904 ((2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) cos (120579
119904)
+2120572119895119876119904sin (120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times cos (119876119904minus 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119876
119904+ 119877119896) 119905 + 120579
119904
minus (119877119896+ 119876119904)
times cos (119876119904+ 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
2
=1
21198961199051[
[
4ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198762119904)3
times 119871 (1205722
119895+ 1198762
119904) [exp (120572
119895119905) sin (119876
119904119905)
times 1198762
119904(120572119895119905 + 1)
+1205722
119895(120572119895119905 minus 1)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904119905 + 120572119895(120572119895119905 minus 2)] minus 2120572
119895119876119904
+ 119881 (21198763
119904+ 119876119904exp (120572
119895119905)) cos (119876
119904119905)
times 1198764
1199041199052+ 21198762
119904(1205722
1198951199052minus 2120572119895119905 minus 1)
18 Shock and Vibration
+1205722
119895(1205722
1198951199052minus 4120572119895119905 + 6)
minus exp (120572119895119905) sin (119876
119904119905)
times 1198764
119904(120572119895119905 + 2) + 120572
1198951198762
119904(1205722
1198951199052minus 3)
+1205723
119895(1205722
1198951199052minus 2120572119895119905 + 2) minus 6120572
2
119895119876119904]
]
119868(119895119899V+2+119896)
3
=1
21198961199052
119873
sum
119904=1
119860119904[ exp (minus120572
119895119905)
times (((119877119896+ 119876119904) cos (119878
119904minus 119885119904minus 120579119904)
+120572119895sin (119878119896minus 119885119904minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times (((119877119896minus 119876119904) cos (119878
119896minus 119885119904+ 120579119904)
+120572119895sin (119878119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 119878
119896minus 119885119904+ 120579119904
minus (119877119896+ 119876119904) cos (119876
119904minus 119877119896) 119905
+119878119896minus 119885119904+ 120579119904)
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
+ ((120572119895sin 119878119896+ 119885119904minus (119876119904+ 119877) 119905 minus 120579
119904
+ (119877119896+ 119876119904) cos 119878
119896+ 119885119904
+ (119876119904+ 119877119896) 119905
minus120579119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
4
= minus1
21198961199052[
[
4ℎ0119881
1198712(1205722119895+ 1198812)
3
times sin (119881119905 minus 119897V) [1205721198951198972
V(1205722
119895+ 1198812)2
minus 119897V (1205722
119895+ 1198812)
times minus1205723
119895119871 minus 1205721198951198711198812
+ 21198813(120572119895119905 + 1)
+21205722
119895119881(120572119895119905 minus 1)
+ 119881 [119881 21205723
119895+ 120572119895119905(1205722
119895+ 1198812)2
+2119905 (1205724
119895minus 1198814) minus 6120572
1198951198812
minus 119871 (1205722
119895+ 1198812)
times 1205722
119895(120572119895119905 minus 1)+ 119881
2(120572119895119905 +1)]
+ 119881 cos (119897V minus 119881119905) [1198814(1198972
V + 119897V119871
+21205722
1198951199052minus 4120572119895119905 minus 2)
+ 1205722
1198951198812(21198972
V + 2119897V119871
+41205722
1198951199052+ 6)
+ 1205724
119895119897V (119897V + 119871)
minus 1198815119905 (2119897V + 119871)
times (120572119895119905 minus 1)
minus 1205723
119895119881 (2119897V + 119871)
times (120572119895119905 minus 2) + 119897
2
V1198816]]
]
119868(119895119899V+2+119896)
5
=1
21198881199051
119873
sum
119904=1
119860119904119876119904( minus (2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) sin (120579
119904)
minus2120572119895119876119904cos (120579
119904))
times (1205722
119895+ (119876119904minus 119877)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times sin (119876119904minus 119877119896) 119905 + 120579
119904)
Shock and Vibration 19
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos (119876
119904+ 119877119896) 119905 + 120579
119904
+ (119877119896+ 119876119904)
times sin (119876119904+ 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
6
= minus1198881199051
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) cos (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) sin (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
7
=1
21198881199052
119873
sum
119904=1
119860119904119876119904
times [ exp (minus120572119895119905 ( ( (119877
119896+ 119876119904) sin (119878
119896+ 119885119904minus 120579119904)
minus120572119895cos (119878
119896+ 119885119904minus 120579119904))
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times ( ( (119876119904minus 119877119896) sin (119878
119896minus 119885119904+ 120579119904)
+120572119895cos (119878
119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos 119878
119896+ 119885119904minus (119876119904+ 119877119896) 119905 minus 120579
119904
minus (119877119896+ 119876119904) sin 119878
119896+ 119885119904
minus (119876119904+ 119877119896) 119905 minus 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos 119878
119896minus 119885119904+ (119876119904minus 119877119896) 119905 + 120579
119904
+ (119876119904minus 119877119896) sin 119878
119896minus 119885119904
+ (119876119904minus 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
8
= minus1198881199052
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) sin (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
9
= minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881 + exp (120572119895119905) 119896120587119881 cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881cos(119896120587119863119871
)
minus exp (120572119895119905) cos(119896120587119863 minus 119881119905
119871)
minus 119871120572119895sin(119896120587119863
119871)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119896)
10
= minus21198711198812(1198981199081
+ 1198981199082)
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
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Shock and Vibration
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Navigation and Observation
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DistributedSensor Networks
International Journal of
12 Shock and Vibration
0 1 2 3Time (s)
80E minus 3
60E minus 3
40E minus 3
20E minus 3
00E + 0
120590z
(ms
)
50kmh60kmh80kmh
Figure 16 Standard deviation of vehicle velocity at CG
0 05 1 15 2 25 3Time (s)
40E minus 2
30E minus 2
20E minus 2
10E minus 2
00E + 0
120590az
(ms2)
50kmh60kmh80kmh
Figure 17 Standard deviation of vehicle acceleration at CG
A B C D
50E minus 04
40E minus 04
30E minus 04
20E minus 04
10E minus 04
00E + 00
120583dy
(m)
Figure 18 Maximummean displacement of bridge at midspan (A)rigid vehicle (B) flexible vehicle only with first structural mode (C)flexible vehicle with first three structural modes and (D) flexiblevehicle with first five structural modes
A B C D
40E minus 05
30E minus 05
20E minus 05
10E minus 05
00E + 00
120590dy
(m)
Figure 19 Maximum standard deviation of displacement atmidspan (A) rigid vehicle (B) flexible vehicle only with firststructural mode (C) flexible vehicle with first three structuralmodes and (D) flexible vehicle with first five structural modes
0 025 05 075 1 125 15 175Time (s)
Flexible vehicleRigid vehicle
30E + 5
25E + 5
20E + 5
15E + 5
10E + 5
50E + 4
00E + 0
120583F
(N)
Figure 20 Mean of imposed force time history of the bridge due topassage of rigid and flexible vehicle
Flexible vehicleRigid vehicle
0 025 05 075 1 125 15 175Time (s)
25E + 4
20E + 4
15E + 4
10E + 4
50E + 3
00E + 0
minus50 + 3
120590F
(N)
Figure 21 Standard deviation of imposed force time history of thebridge due to passage of rigid and flexible vehicle
Shock and Vibration 13
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
minus40E minus 4
120583dy
(m)
Figure 22 Effect of flexibility on mean response of bridge (A)119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107 N-m2 and (C) 119864V119868V =
82 times 1010 N-m2
0 05 1 15 2 25 3 35Time (s)
ABC
20E minus 5
16E minus 5
12E minus 5
80E minus 6
40E minus 6
00E + 0
120590dy
(m)
Figure 23 Effect of flexibility on standard deviation of bridgeresponse (A) 119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107N-m2
and (C) 119864V119868V = 82 times 1010N-m2
and standard deviation of imposed force on the bridge dueto passage of a rigid vehicle with those of flexible vehicle Itreveals that when structural bending modes are consideredthe imposed force on the bridge is lessThismay be attributedto the fact that part total strain energy has been utilized inbending of elastic vehicle body as compared to rigid beamwhich reduces imposed force on the bridge
The comparison of mean response of bridge at midspanwith different values of vehicle flexural rigidity has beenpresented in Figure 22 Corresponding standard deviation ispresented in Figure 23 It may be noted that vehicle withlower flexural rigidity generates less response in the bridgeIn generating numerical results under this section vehiclevelocity is taken as 60 kmh
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
Figure 24 Mean of bridge midspan displacement due to differenteccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909= 1m and
(C) 119890119909= 15m
0 05 1 15 2 25 3 35Time (s)
ABC
30E minus 5
25E minus 5
20E minus 5
15E minus 5
10E minus 5
50E minus 6
00E + 0
120590dy
(m)
Figure 25 Standard deviation of bridge midspan displacement dueto different eccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909=
1m and (C) 119890119909= 15m
424 Effect of Eccentricity of Vehicle Path on Mean andStandard Deviation The effect of eccentricity on the bridgeresponse has been studied by varying the loading positionfrom the centre of the bridge width In the result shown inFigures 24 and 25 6 to 8 increment in the bridge dynamicresponses has been observed as the eccentricity varies from05m to 15m The vehicle stiffness for comparing the resultsin Figures 24 and 25 is taken uniform (119864V119868V = 53times10
6Nsdotm2)In generating numerical results under this section vehiclevelocity is taken as 60 kmh
43 Dynamic Amplification Factor (DAF) Considering anyresponse variable 119884 as random process the maximumdynamic response can be written as
119884dynamic =1003816100381610038161003816120583119884 (119909119896 119905119896) + 120590119884 (119909119896 119905119896)
1003816100381610038161003816 (46)
14 Shock and Vibration
1
12
14
16
18
0 0002 0004 0006 0008 001
DA
F
ABC
GbJbEbIb
Figure 26 Dynamic amplification factor (DAF) with the ratio ofbridge torsional rigidity to flexural rigidity (119866
119887119869119887119864119887119868119887) for different
vehicle flexural rigidity (A) 119864V119868V = 53 times 106N-m2 (B) 119864V119868V = 64 times
107 N-m2 and (C) 119864V119868V = 82 times 10
10 N-m2
where 119884dynamic denotes the maximum response due to fluctu-ating load imposed on bridge due to vibratory motion of thevehicle excited by road unevenness
Thus dynamic amplification factor (DAF) in this study isdefined as
DAF =119884static + 119884dynamic
119884static (47)
where119884static refers to the response of the bridge at themidspanlocation for adverse position of static wheel loads
431 Effect of Bridge Torsional Rigidity on Dynamic Ampli-fication Factor (DAF) The effect of torsional rigidity ofbridge has been studied by obtaining DAF for differentratios of torsional rigidity (119866
119887119869119887) to flexural rigidity (119864
119887119868119887)
of bridge with various values of vehicle flexural rigidity(119864V119868V) and presented in Figure 26 The results reveal thatdynamic amplification factor decreases by an amount of 23to 34 when the ratio of torsional rigidity to flexural rigidityof bridge increases from 0002 to 001 This indicates thattorsionally stiffer bridge produces less dynamic amplificationof static live load response
432 Effect of VehicleMass and Speed onDAF Since dynamicamplification factor depends on several variables we chooseto represent it by surface plot rather than a two-dimensionalplot The effect of vehicle mass as well as speed on thedynamic amplification factor (DAF) has been shown inFigure 27 Individual effect on earlier classical studies [43]has shown that effect of increasing mass has reducing effecton DAF However a surface plot shown in Figure 18 shows
that combined effect has an increasing trend Earlier authorsargued that reduction of dynamic amplification factor withincreasing vehicle weight is due to increase of static deflec-tion However the coupled dynamic interaction may be thecause of increased inertia force in addition to suspensionforce imposed by moving mass at greater velocity whichincreases dynamic component of the response
433 Effect of Bridge Surface Roughness and Speed Thesurface roughness and speed of the vehicle are two mostinfluential factors that can cause increased dynamic ampli-fication factor and rapid degradation of the bridge Bridgedynamic amplification factor has been found by changingbridge surface roughness coefficient for good condition topoor condition as mentioned in ISO specification [42] withchange in vehicle speed Figure 28 shows that poor conditionof road induces more deflection on the bridge when vehiclemoves over it and also can be catalyzed by vehicle speed
434 Effect of Bridge Span and Velocity The span of thebridge is an important factor which decides the impact factorinmost of the bridge design codes Combined effect of bridgespan and speed of the vehicle on DAF is not fully knownFigure 29 shows the DAF with variation of bridge span andvelocity It has been found thatwhen the bridge span increasesfrom 14m to 30m dynamic amplification factor decreases byan amount of 12 to 15 irrespective of increase of vehiclevelocity Although increasing span shows a decreasing trendin DAF similar to the earlier studies the increment found inthe present case is not very significant for the range of span14ndash30m
5 Conclusions
In the present study an analytical solution for coupledvehicle-bridge interaction problem considering eccentricallymoving flexible vehicle as well as randomdeck surface rough-ness has been obtained Response samples are generatedfrom the expressions derived in the present study consideringnonhomogeneity of deck roughness The results obtainedfrom analytical approach have been validated with numericalsimulation and experimental data available in the literatureIndividual and combined effects of several bridge-vehicleparameters have been considered to find out the responsestatistics The increased effect of vehicle speed has beenfoundmore significant in changing the frequency of imposedoscillation rather than noticeable increase in response peaksCombined effect of increasing vehicle weight and speed hasbeen found to increase the dynamic amplification factor Thestudy reveals that flexibility of long vehicle is an importantconsideration in obtaining bridge response and due tochange in load carrying vehicle configuration it is nowimperative to address this issue in bridge design codesTorsion of the bridge is activated by eccentric movement ofvehicle and dynamic amplification factor is largely depen-dent on the ratio of torsional rigidity to flexural rigidity ofbridge cross-section
Shock and Vibration 15
1520 25 30 35 40
45 5055
404550556065707580146148
15152154156158
16162164
Vehicle mass (kg)Vehicle speed (kmh)
DA
F
times103
Figure 27 Dynamic amplification factor with change in vehicle speed and vehicle mass
4050
6070
8013514
14515
15516
16517
17518
Vehicle speed (kmh)
DA
F
Roughness coefficient (m2cyclem)
18e minus 6 16e minus 6 14e minus 612e minus 6
10e minus 6 8e minus 66e minus 6
2e minus 64e minus 6
Figure 28 Dynamic amplification factor with vehicle speed and bridge surface roughness
4045
5055
6065
7075
80
14161820222426283013
14
15
16
17
18
Vehicle speed (kmh)Bridge span (m)
DA
F
Figure 29 Dynamic amplification factor with change in bridge span and vehicle speed
16 Shock and Vibration
Appendix
Expression of the Integral 119868119895119896
forGenerating Response Sample
The vector 119865(119905) needed to perform the integration is givenbelow
119865119895(119905) = 0 for119895 = 1 2 3 119899V
= 119896119905119895minus119899V
ℎ (119909119895minus119899V
) + 119888119905119895minus119899V
ℎ (119909119895minus119899V
)
For119895 = 119899V + 1 119899V + 2
= 1198961199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198961199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
+ 1198881199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198881199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
For 119895 = 119899V + 3 119899V + 4 119899V + 2 + 119899119887
= 1198901199091198961199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+ 1198961199052ℎ (1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
+ 1198881199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+1198881199052ℎ1015840(1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
For 119895 = 119899V + 119899119887 + 3
119899V + 119899119887 + 4 119899V + 119899119887 + 119899119905 + 2
(A1)
Themean surface profile has been taken as shallow parabolicthe equation of which with respect to one end of the bridge isgiven by
ℎ119898(119909) =
4ℎ0
1198712119909 (119871 minus 119909) (A2)
For one trial a generation of a set of random phase angles 120579119904
(119904 = 1 2 119873) is employed to express a Gaussian process is
ℎ119903(119909) =
119873
sum
119904=1
119860119904cos (2120587Ω
119904119909 + 120579119904) (A3)
Further ℎ1015840(119909) = 119889ℎ119889119909 and ℎ(119909) = 119889ℎ119889119905 = 119881(119889ℎ119889119909) where119881 is the speed of vehicle
For convenience of computation
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (A4)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 2 + 1119899V + 2 + 2 119899V + 2 + 119899
119887 119911 = 119899V + 2 + 119899
119887+ 1 119899V + 2 + 119899
119887+
2 119899V + 2 + 119899119887 + 119899119879Thefirst term 119868
119895119908(119908 = 1 2 119899V) of (A4) can bewritten
as
1198681198951= 1198681198952= sdot sdot sdot = 119868
119895119899V= 0 (A5)
The second term of (A4) can be written as
119868119895119909= 1198681198951199091
+ 1198681198951199092 (A6)
Splitting the first term of integral (A6) again into two we get
1198681198951199091
= 11986811989511990911
+ 11986811989511990912
(A7)
Introducing 119860119904= radic2119878(119881Ω
119904)minus2 and 119861
119904= 2120587Ω
119871+ (119904 minus
05)(Ω119880minus Ω119871)119873 the components can be written as
11986811989511990911
= 1198961199051[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895cos (120579
119904) minus 119861119904119881 sin (120579
119904)
+ exp (120572119895119905)
times [120572119895cos (119861
119904119881119905 + 120579
119904)
+119861119904119881 cos (119861
119904119881119905 + 120579
119904)]
+4ℎ0119881
12057231198951198712
120572119895119871 (120572119895119905 + exp (minus120572
119895119905) minus 1)
minus119881
12057231198951198712
120572119895119905 (120572119895119905 minus 2) minus 2 exp (minus120572
119895119905) + 2 ]
]
11986811989511990912
= 1198881199051[
[
119873
sum
119904=1
119881119860119904119861119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895sin (120579119904) minus 119861119904119881 cos (120579
119904)
+ exp (120572119895119905)
times [120572119895sin (119861
119904119881119905 + 120579
119904)
minus119861119904119881 sin (119861
119904119881119905 + 120579
119904)]
minus4ℎ0119881 exp (minus120572
119895119905)
12057231198951198712
times 2119881 [exp (minus120572119895119905) (120572119895119905 minus 1) + 1]
minus1
120572119895119871exp (120572
119895119905) minus 2]
]
(A8)
Shock and Vibration 17
Similarly splitting the second term of integral (A6) into twowe get
1198681198951199092
= 11986811989511990921
+ 11986811989511990922
11986811989511990921
= 1198961199052[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2
times minus 120572119895cos (119861
119904119897V minus 120579119904) minus 119861119904119881 sin (119861
119904119897V minus 120579119904)
+ exp (120572119895119905) [120572119895cos (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 sin (119861
119904(119897V minus 119881119905) + 120579119904)]
+1198812[2 minus exp (120572
119895119905) 120572119895119905 (120572119895119905 minus 2) + 2]
+4ℎ0
12057231198951198712
minus1205722
119895119897V (119897V + 119871) (exp (120572119895119905) minus 1)
+120572119895119881 (2119897V + 119871) [exp (120572119895119905) (120572119895119905 minus 1) + 1] ]
]
11986811989511990922
= 1198881199052[
[
119873
sum
119904=1
119860119904119861119904119881
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2120572119895sin (119861
119904119897V minus 120579119904)
+ 119861119904119881 cos (119861
119904119897V minus 120579119904)
minus exp (120572119895119905) [120572119895sin (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 cos (119861
119904(119897V minus 119881119905) + 120579119904)]
+4ℎ0119881 exp (minus120572
119895119905)
12057221198951198712
times 2119881 [exp (120572119895119905) (120572119895119905 minus 1) + 1]
minus120572119895(2119897V + 119871) (exp (120572119895119905) minus 1)]
]
(A9)
The third term of (A4) is written as
119868119895119910=
119899119887
sum
119896=1
119868119895119899V+2+119896
(A10)
The 119896th term of the above series is composed of ten differentterms as given below
119868119895119899V+2+119896
=
10
sum
119886=1
119868(119895119899V+2+119896)119886
(119896 = 1 2 3 119899119887) (A11)
The components of (A11) are as followsIntroducing the following parameters
119876119904= 119861119904119881 119877
119896=119896120587119881
119871
119878119896=119896120587
119871 119885
119904= 119861119904119897V
119868(119895119899V+2+119896)
1
=1
21198961199051
119873
sum
119904=1
119860119904 ((2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) cos (120579
119904)
+2120572119895119876119904sin (120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times cos (119876119904minus 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119876
119904+ 119877119896) 119905 + 120579
119904
minus (119877119896+ 119876119904)
times cos (119876119904+ 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
2
=1
21198961199051[
[
4ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198762119904)3
times 119871 (1205722
119895+ 1198762
119904) [exp (120572
119895119905) sin (119876
119904119905)
times 1198762
119904(120572119895119905 + 1)
+1205722
119895(120572119895119905 minus 1)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904119905 + 120572119895(120572119895119905 minus 2)] minus 2120572
119895119876119904
+ 119881 (21198763
119904+ 119876119904exp (120572
119895119905)) cos (119876
119904119905)
times 1198764
1199041199052+ 21198762
119904(1205722
1198951199052minus 2120572119895119905 minus 1)
18 Shock and Vibration
+1205722
119895(1205722
1198951199052minus 4120572119895119905 + 6)
minus exp (120572119895119905) sin (119876
119904119905)
times 1198764
119904(120572119895119905 + 2) + 120572
1198951198762
119904(1205722
1198951199052minus 3)
+1205723
119895(1205722
1198951199052minus 2120572119895119905 + 2) minus 6120572
2
119895119876119904]
]
119868(119895119899V+2+119896)
3
=1
21198961199052
119873
sum
119904=1
119860119904[ exp (minus120572
119895119905)
times (((119877119896+ 119876119904) cos (119878
119904minus 119885119904minus 120579119904)
+120572119895sin (119878119896minus 119885119904minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times (((119877119896minus 119876119904) cos (119878
119896minus 119885119904+ 120579119904)
+120572119895sin (119878119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 119878
119896minus 119885119904+ 120579119904
minus (119877119896+ 119876119904) cos (119876
119904minus 119877119896) 119905
+119878119896minus 119885119904+ 120579119904)
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
+ ((120572119895sin 119878119896+ 119885119904minus (119876119904+ 119877) 119905 minus 120579
119904
+ (119877119896+ 119876119904) cos 119878
119896+ 119885119904
+ (119876119904+ 119877119896) 119905
minus120579119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
4
= minus1
21198961199052[
[
4ℎ0119881
1198712(1205722119895+ 1198812)
3
times sin (119881119905 minus 119897V) [1205721198951198972
V(1205722
119895+ 1198812)2
minus 119897V (1205722
119895+ 1198812)
times minus1205723
119895119871 minus 1205721198951198711198812
+ 21198813(120572119895119905 + 1)
+21205722
119895119881(120572119895119905 minus 1)
+ 119881 [119881 21205723
119895+ 120572119895119905(1205722
119895+ 1198812)2
+2119905 (1205724
119895minus 1198814) minus 6120572
1198951198812
minus 119871 (1205722
119895+ 1198812)
times 1205722
119895(120572119895119905 minus 1)+ 119881
2(120572119895119905 +1)]
+ 119881 cos (119897V minus 119881119905) [1198814(1198972
V + 119897V119871
+21205722
1198951199052minus 4120572119895119905 minus 2)
+ 1205722
1198951198812(21198972
V + 2119897V119871
+41205722
1198951199052+ 6)
+ 1205724
119895119897V (119897V + 119871)
minus 1198815119905 (2119897V + 119871)
times (120572119895119905 minus 1)
minus 1205723
119895119881 (2119897V + 119871)
times (120572119895119905 minus 2) + 119897
2
V1198816]]
]
119868(119895119899V+2+119896)
5
=1
21198881199051
119873
sum
119904=1
119860119904119876119904( minus (2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) sin (120579
119904)
minus2120572119895119876119904cos (120579
119904))
times (1205722
119895+ (119876119904minus 119877)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times sin (119876119904minus 119877119896) 119905 + 120579
119904)
Shock and Vibration 19
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos (119876
119904+ 119877119896) 119905 + 120579
119904
+ (119877119896+ 119876119904)
times sin (119876119904+ 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
6
= minus1198881199051
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) cos (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) sin (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
7
=1
21198881199052
119873
sum
119904=1
119860119904119876119904
times [ exp (minus120572119895119905 ( ( (119877
119896+ 119876119904) sin (119878
119896+ 119885119904minus 120579119904)
minus120572119895cos (119878
119896+ 119885119904minus 120579119904))
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times ( ( (119876119904minus 119877119896) sin (119878
119896minus 119885119904+ 120579119904)
+120572119895cos (119878
119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos 119878
119896+ 119885119904minus (119876119904+ 119877119896) 119905 minus 120579
119904
minus (119877119896+ 119876119904) sin 119878
119896+ 119885119904
minus (119876119904+ 119877119896) 119905 minus 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos 119878
119896minus 119885119904+ (119876119904minus 119877119896) 119905 + 120579
119904
+ (119876119904minus 119877119896) sin 119878
119896minus 119885119904
+ (119876119904minus 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
8
= minus1198881199052
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) sin (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
9
= minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881 + exp (120572119895119905) 119896120587119881 cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881cos(119896120587119863119871
)
minus exp (120572119895119905) cos(119896120587119863 minus 119881119905
119871)
minus 119871120572119895sin(119896120587119863
119871)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119896)
10
= minus21198711198812(1198981199081
+ 1198981199082)
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
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Shock and Vibration 13
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
minus40E minus 4
120583dy
(m)
Figure 22 Effect of flexibility on mean response of bridge (A)119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107 N-m2 and (C) 119864V119868V =
82 times 1010 N-m2
0 05 1 15 2 25 3 35Time (s)
ABC
20E minus 5
16E minus 5
12E minus 5
80E minus 6
40E minus 6
00E + 0
120590dy
(m)
Figure 23 Effect of flexibility on standard deviation of bridgeresponse (A) 119864V119868V = 53 times 10
6N-m2 (B) 119864V119868V = 64 times 107N-m2
and (C) 119864V119868V = 82 times 1010N-m2
and standard deviation of imposed force on the bridge dueto passage of a rigid vehicle with those of flexible vehicle Itreveals that when structural bending modes are consideredthe imposed force on the bridge is lessThismay be attributedto the fact that part total strain energy has been utilized inbending of elastic vehicle body as compared to rigid beamwhich reduces imposed force on the bridge
The comparison of mean response of bridge at midspanwith different values of vehicle flexural rigidity has beenpresented in Figure 22 Corresponding standard deviation ispresented in Figure 23 It may be noted that vehicle withlower flexural rigidity generates less response in the bridgeIn generating numerical results under this section vehiclevelocity is taken as 60 kmh
0 05 1 15 2 25 3 35
Time (s)
ABC
10E minus 4
00E + 0
minus10E minus 4
minus20E minus 4
minus30E minus 4
120583dy
(m)
Figure 24 Mean of bridge midspan displacement due to differenteccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909= 1m and
(C) 119890119909= 15m
0 05 1 15 2 25 3 35Time (s)
ABC
30E minus 5
25E minus 5
20E minus 5
15E minus 5
10E minus 5
50E minus 6
00E + 0
120590dy
(m)
Figure 25 Standard deviation of bridge midspan displacement dueto different eccentricity of vehicle path (119890
119909) (A) 119890
119909= 05m (B) 119890
119909=
1m and (C) 119890119909= 15m
424 Effect of Eccentricity of Vehicle Path on Mean andStandard Deviation The effect of eccentricity on the bridgeresponse has been studied by varying the loading positionfrom the centre of the bridge width In the result shown inFigures 24 and 25 6 to 8 increment in the bridge dynamicresponses has been observed as the eccentricity varies from05m to 15m The vehicle stiffness for comparing the resultsin Figures 24 and 25 is taken uniform (119864V119868V = 53times10
6Nsdotm2)In generating numerical results under this section vehiclevelocity is taken as 60 kmh
43 Dynamic Amplification Factor (DAF) Considering anyresponse variable 119884 as random process the maximumdynamic response can be written as
119884dynamic =1003816100381610038161003816120583119884 (119909119896 119905119896) + 120590119884 (119909119896 119905119896)
1003816100381610038161003816 (46)
14 Shock and Vibration
1
12
14
16
18
0 0002 0004 0006 0008 001
DA
F
ABC
GbJbEbIb
Figure 26 Dynamic amplification factor (DAF) with the ratio ofbridge torsional rigidity to flexural rigidity (119866
119887119869119887119864119887119868119887) for different
vehicle flexural rigidity (A) 119864V119868V = 53 times 106N-m2 (B) 119864V119868V = 64 times
107 N-m2 and (C) 119864V119868V = 82 times 10
10 N-m2
where 119884dynamic denotes the maximum response due to fluctu-ating load imposed on bridge due to vibratory motion of thevehicle excited by road unevenness
Thus dynamic amplification factor (DAF) in this study isdefined as
DAF =119884static + 119884dynamic
119884static (47)
where119884static refers to the response of the bridge at themidspanlocation for adverse position of static wheel loads
431 Effect of Bridge Torsional Rigidity on Dynamic Ampli-fication Factor (DAF) The effect of torsional rigidity ofbridge has been studied by obtaining DAF for differentratios of torsional rigidity (119866
119887119869119887) to flexural rigidity (119864
119887119868119887)
of bridge with various values of vehicle flexural rigidity(119864V119868V) and presented in Figure 26 The results reveal thatdynamic amplification factor decreases by an amount of 23to 34 when the ratio of torsional rigidity to flexural rigidityof bridge increases from 0002 to 001 This indicates thattorsionally stiffer bridge produces less dynamic amplificationof static live load response
432 Effect of VehicleMass and Speed onDAF Since dynamicamplification factor depends on several variables we chooseto represent it by surface plot rather than a two-dimensionalplot The effect of vehicle mass as well as speed on thedynamic amplification factor (DAF) has been shown inFigure 27 Individual effect on earlier classical studies [43]has shown that effect of increasing mass has reducing effecton DAF However a surface plot shown in Figure 18 shows
that combined effect has an increasing trend Earlier authorsargued that reduction of dynamic amplification factor withincreasing vehicle weight is due to increase of static deflec-tion However the coupled dynamic interaction may be thecause of increased inertia force in addition to suspensionforce imposed by moving mass at greater velocity whichincreases dynamic component of the response
433 Effect of Bridge Surface Roughness and Speed Thesurface roughness and speed of the vehicle are two mostinfluential factors that can cause increased dynamic ampli-fication factor and rapid degradation of the bridge Bridgedynamic amplification factor has been found by changingbridge surface roughness coefficient for good condition topoor condition as mentioned in ISO specification [42] withchange in vehicle speed Figure 28 shows that poor conditionof road induces more deflection on the bridge when vehiclemoves over it and also can be catalyzed by vehicle speed
434 Effect of Bridge Span and Velocity The span of thebridge is an important factor which decides the impact factorinmost of the bridge design codes Combined effect of bridgespan and speed of the vehicle on DAF is not fully knownFigure 29 shows the DAF with variation of bridge span andvelocity It has been found thatwhen the bridge span increasesfrom 14m to 30m dynamic amplification factor decreases byan amount of 12 to 15 irrespective of increase of vehiclevelocity Although increasing span shows a decreasing trendin DAF similar to the earlier studies the increment found inthe present case is not very significant for the range of span14ndash30m
5 Conclusions
In the present study an analytical solution for coupledvehicle-bridge interaction problem considering eccentricallymoving flexible vehicle as well as randomdeck surface rough-ness has been obtained Response samples are generatedfrom the expressions derived in the present study consideringnonhomogeneity of deck roughness The results obtainedfrom analytical approach have been validated with numericalsimulation and experimental data available in the literatureIndividual and combined effects of several bridge-vehicleparameters have been considered to find out the responsestatistics The increased effect of vehicle speed has beenfoundmore significant in changing the frequency of imposedoscillation rather than noticeable increase in response peaksCombined effect of increasing vehicle weight and speed hasbeen found to increase the dynamic amplification factor Thestudy reveals that flexibility of long vehicle is an importantconsideration in obtaining bridge response and due tochange in load carrying vehicle configuration it is nowimperative to address this issue in bridge design codesTorsion of the bridge is activated by eccentric movement ofvehicle and dynamic amplification factor is largely depen-dent on the ratio of torsional rigidity to flexural rigidity ofbridge cross-section
Shock and Vibration 15
1520 25 30 35 40
45 5055
404550556065707580146148
15152154156158
16162164
Vehicle mass (kg)Vehicle speed (kmh)
DA
F
times103
Figure 27 Dynamic amplification factor with change in vehicle speed and vehicle mass
4050
6070
8013514
14515
15516
16517
17518
Vehicle speed (kmh)
DA
F
Roughness coefficient (m2cyclem)
18e minus 6 16e minus 6 14e minus 612e minus 6
10e minus 6 8e minus 66e minus 6
2e minus 64e minus 6
Figure 28 Dynamic amplification factor with vehicle speed and bridge surface roughness
4045
5055
6065
7075
80
14161820222426283013
14
15
16
17
18
Vehicle speed (kmh)Bridge span (m)
DA
F
Figure 29 Dynamic amplification factor with change in bridge span and vehicle speed
16 Shock and Vibration
Appendix
Expression of the Integral 119868119895119896
forGenerating Response Sample
The vector 119865(119905) needed to perform the integration is givenbelow
119865119895(119905) = 0 for119895 = 1 2 3 119899V
= 119896119905119895minus119899V
ℎ (119909119895minus119899V
) + 119888119905119895minus119899V
ℎ (119909119895minus119899V
)
For119895 = 119899V + 1 119899V + 2
= 1198961199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198961199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
+ 1198881199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198881199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
For 119895 = 119899V + 3 119899V + 4 119899V + 2 + 119899119887
= 1198901199091198961199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+ 1198961199052ℎ (1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
+ 1198881199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+1198881199052ℎ1015840(1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
For 119895 = 119899V + 119899119887 + 3
119899V + 119899119887 + 4 119899V + 119899119887 + 119899119905 + 2
(A1)
Themean surface profile has been taken as shallow parabolicthe equation of which with respect to one end of the bridge isgiven by
ℎ119898(119909) =
4ℎ0
1198712119909 (119871 minus 119909) (A2)
For one trial a generation of a set of random phase angles 120579119904
(119904 = 1 2 119873) is employed to express a Gaussian process is
ℎ119903(119909) =
119873
sum
119904=1
119860119904cos (2120587Ω
119904119909 + 120579119904) (A3)
Further ℎ1015840(119909) = 119889ℎ119889119909 and ℎ(119909) = 119889ℎ119889119905 = 119881(119889ℎ119889119909) where119881 is the speed of vehicle
For convenience of computation
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (A4)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 2 + 1119899V + 2 + 2 119899V + 2 + 119899
119887 119911 = 119899V + 2 + 119899
119887+ 1 119899V + 2 + 119899
119887+
2 119899V + 2 + 119899119887 + 119899119879Thefirst term 119868
119895119908(119908 = 1 2 119899V) of (A4) can bewritten
as
1198681198951= 1198681198952= sdot sdot sdot = 119868
119895119899V= 0 (A5)
The second term of (A4) can be written as
119868119895119909= 1198681198951199091
+ 1198681198951199092 (A6)
Splitting the first term of integral (A6) again into two we get
1198681198951199091
= 11986811989511990911
+ 11986811989511990912
(A7)
Introducing 119860119904= radic2119878(119881Ω
119904)minus2 and 119861
119904= 2120587Ω
119871+ (119904 minus
05)(Ω119880minus Ω119871)119873 the components can be written as
11986811989511990911
= 1198961199051[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895cos (120579
119904) minus 119861119904119881 sin (120579
119904)
+ exp (120572119895119905)
times [120572119895cos (119861
119904119881119905 + 120579
119904)
+119861119904119881 cos (119861
119904119881119905 + 120579
119904)]
+4ℎ0119881
12057231198951198712
120572119895119871 (120572119895119905 + exp (minus120572
119895119905) minus 1)
minus119881
12057231198951198712
120572119895119905 (120572119895119905 minus 2) minus 2 exp (minus120572
119895119905) + 2 ]
]
11986811989511990912
= 1198881199051[
[
119873
sum
119904=1
119881119860119904119861119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895sin (120579119904) minus 119861119904119881 cos (120579
119904)
+ exp (120572119895119905)
times [120572119895sin (119861
119904119881119905 + 120579
119904)
minus119861119904119881 sin (119861
119904119881119905 + 120579
119904)]
minus4ℎ0119881 exp (minus120572
119895119905)
12057231198951198712
times 2119881 [exp (minus120572119895119905) (120572119895119905 minus 1) + 1]
minus1
120572119895119871exp (120572
119895119905) minus 2]
]
(A8)
Shock and Vibration 17
Similarly splitting the second term of integral (A6) into twowe get
1198681198951199092
= 11986811989511990921
+ 11986811989511990922
11986811989511990921
= 1198961199052[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2
times minus 120572119895cos (119861
119904119897V minus 120579119904) minus 119861119904119881 sin (119861
119904119897V minus 120579119904)
+ exp (120572119895119905) [120572119895cos (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 sin (119861
119904(119897V minus 119881119905) + 120579119904)]
+1198812[2 minus exp (120572
119895119905) 120572119895119905 (120572119895119905 minus 2) + 2]
+4ℎ0
12057231198951198712
minus1205722
119895119897V (119897V + 119871) (exp (120572119895119905) minus 1)
+120572119895119881 (2119897V + 119871) [exp (120572119895119905) (120572119895119905 minus 1) + 1] ]
]
11986811989511990922
= 1198881199052[
[
119873
sum
119904=1
119860119904119861119904119881
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2120572119895sin (119861
119904119897V minus 120579119904)
+ 119861119904119881 cos (119861
119904119897V minus 120579119904)
minus exp (120572119895119905) [120572119895sin (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 cos (119861
119904(119897V minus 119881119905) + 120579119904)]
+4ℎ0119881 exp (minus120572
119895119905)
12057221198951198712
times 2119881 [exp (120572119895119905) (120572119895119905 minus 1) + 1]
minus120572119895(2119897V + 119871) (exp (120572119895119905) minus 1)]
]
(A9)
The third term of (A4) is written as
119868119895119910=
119899119887
sum
119896=1
119868119895119899V+2+119896
(A10)
The 119896th term of the above series is composed of ten differentterms as given below
119868119895119899V+2+119896
=
10
sum
119886=1
119868(119895119899V+2+119896)119886
(119896 = 1 2 3 119899119887) (A11)
The components of (A11) are as followsIntroducing the following parameters
119876119904= 119861119904119881 119877
119896=119896120587119881
119871
119878119896=119896120587
119871 119885
119904= 119861119904119897V
119868(119895119899V+2+119896)
1
=1
21198961199051
119873
sum
119904=1
119860119904 ((2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) cos (120579
119904)
+2120572119895119876119904sin (120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times cos (119876119904minus 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119876
119904+ 119877119896) 119905 + 120579
119904
minus (119877119896+ 119876119904)
times cos (119876119904+ 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
2
=1
21198961199051[
[
4ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198762119904)3
times 119871 (1205722
119895+ 1198762
119904) [exp (120572
119895119905) sin (119876
119904119905)
times 1198762
119904(120572119895119905 + 1)
+1205722
119895(120572119895119905 minus 1)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904119905 + 120572119895(120572119895119905 minus 2)] minus 2120572
119895119876119904
+ 119881 (21198763
119904+ 119876119904exp (120572
119895119905)) cos (119876
119904119905)
times 1198764
1199041199052+ 21198762
119904(1205722
1198951199052minus 2120572119895119905 minus 1)
18 Shock and Vibration
+1205722
119895(1205722
1198951199052minus 4120572119895119905 + 6)
minus exp (120572119895119905) sin (119876
119904119905)
times 1198764
119904(120572119895119905 + 2) + 120572
1198951198762
119904(1205722
1198951199052minus 3)
+1205723
119895(1205722
1198951199052minus 2120572119895119905 + 2) minus 6120572
2
119895119876119904]
]
119868(119895119899V+2+119896)
3
=1
21198961199052
119873
sum
119904=1
119860119904[ exp (minus120572
119895119905)
times (((119877119896+ 119876119904) cos (119878
119904minus 119885119904minus 120579119904)
+120572119895sin (119878119896minus 119885119904minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times (((119877119896minus 119876119904) cos (119878
119896minus 119885119904+ 120579119904)
+120572119895sin (119878119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 119878
119896minus 119885119904+ 120579119904
minus (119877119896+ 119876119904) cos (119876
119904minus 119877119896) 119905
+119878119896minus 119885119904+ 120579119904)
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
+ ((120572119895sin 119878119896+ 119885119904minus (119876119904+ 119877) 119905 minus 120579
119904
+ (119877119896+ 119876119904) cos 119878
119896+ 119885119904
+ (119876119904+ 119877119896) 119905
minus120579119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
4
= minus1
21198961199052[
[
4ℎ0119881
1198712(1205722119895+ 1198812)
3
times sin (119881119905 minus 119897V) [1205721198951198972
V(1205722
119895+ 1198812)2
minus 119897V (1205722
119895+ 1198812)
times minus1205723
119895119871 minus 1205721198951198711198812
+ 21198813(120572119895119905 + 1)
+21205722
119895119881(120572119895119905 minus 1)
+ 119881 [119881 21205723
119895+ 120572119895119905(1205722
119895+ 1198812)2
+2119905 (1205724
119895minus 1198814) minus 6120572
1198951198812
minus 119871 (1205722
119895+ 1198812)
times 1205722
119895(120572119895119905 minus 1)+ 119881
2(120572119895119905 +1)]
+ 119881 cos (119897V minus 119881119905) [1198814(1198972
V + 119897V119871
+21205722
1198951199052minus 4120572119895119905 minus 2)
+ 1205722
1198951198812(21198972
V + 2119897V119871
+41205722
1198951199052+ 6)
+ 1205724
119895119897V (119897V + 119871)
minus 1198815119905 (2119897V + 119871)
times (120572119895119905 minus 1)
minus 1205723
119895119881 (2119897V + 119871)
times (120572119895119905 minus 2) + 119897
2
V1198816]]
]
119868(119895119899V+2+119896)
5
=1
21198881199051
119873
sum
119904=1
119860119904119876119904( minus (2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) sin (120579
119904)
minus2120572119895119876119904cos (120579
119904))
times (1205722
119895+ (119876119904minus 119877)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times sin (119876119904minus 119877119896) 119905 + 120579
119904)
Shock and Vibration 19
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos (119876
119904+ 119877119896) 119905 + 120579
119904
+ (119877119896+ 119876119904)
times sin (119876119904+ 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
6
= minus1198881199051
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) cos (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) sin (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
7
=1
21198881199052
119873
sum
119904=1
119860119904119876119904
times [ exp (minus120572119895119905 ( ( (119877
119896+ 119876119904) sin (119878
119896+ 119885119904minus 120579119904)
minus120572119895cos (119878
119896+ 119885119904minus 120579119904))
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times ( ( (119876119904minus 119877119896) sin (119878
119896minus 119885119904+ 120579119904)
+120572119895cos (119878
119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos 119878
119896+ 119885119904minus (119876119904+ 119877119896) 119905 minus 120579
119904
minus (119877119896+ 119876119904) sin 119878
119896+ 119885119904
minus (119876119904+ 119877119896) 119905 minus 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos 119878
119896minus 119885119904+ (119876119904minus 119877119896) 119905 + 120579
119904
+ (119876119904minus 119877119896) sin 119878
119896minus 119885119904
+ (119876119904minus 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
8
= minus1198881199052
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) sin (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
9
= minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881 + exp (120572119895119905) 119896120587119881 cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881cos(119896120587119863119871
)
minus exp (120572119895119905) cos(119896120587119863 minus 119881119905
119871)
minus 119871120572119895sin(119896120587119863
119871)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119896)
10
= minus21198711198812(1198981199081
+ 1198981199082)
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
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Shock and Vibration
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International Journal of
14 Shock and Vibration
1
12
14
16
18
0 0002 0004 0006 0008 001
DA
F
ABC
GbJbEbIb
Figure 26 Dynamic amplification factor (DAF) with the ratio ofbridge torsional rigidity to flexural rigidity (119866
119887119869119887119864119887119868119887) for different
vehicle flexural rigidity (A) 119864V119868V = 53 times 106N-m2 (B) 119864V119868V = 64 times
107 N-m2 and (C) 119864V119868V = 82 times 10
10 N-m2
where 119884dynamic denotes the maximum response due to fluctu-ating load imposed on bridge due to vibratory motion of thevehicle excited by road unevenness
Thus dynamic amplification factor (DAF) in this study isdefined as
DAF =119884static + 119884dynamic
119884static (47)
where119884static refers to the response of the bridge at themidspanlocation for adverse position of static wheel loads
431 Effect of Bridge Torsional Rigidity on Dynamic Ampli-fication Factor (DAF) The effect of torsional rigidity ofbridge has been studied by obtaining DAF for differentratios of torsional rigidity (119866
119887119869119887) to flexural rigidity (119864
119887119868119887)
of bridge with various values of vehicle flexural rigidity(119864V119868V) and presented in Figure 26 The results reveal thatdynamic amplification factor decreases by an amount of 23to 34 when the ratio of torsional rigidity to flexural rigidityof bridge increases from 0002 to 001 This indicates thattorsionally stiffer bridge produces less dynamic amplificationof static live load response
432 Effect of VehicleMass and Speed onDAF Since dynamicamplification factor depends on several variables we chooseto represent it by surface plot rather than a two-dimensionalplot The effect of vehicle mass as well as speed on thedynamic amplification factor (DAF) has been shown inFigure 27 Individual effect on earlier classical studies [43]has shown that effect of increasing mass has reducing effecton DAF However a surface plot shown in Figure 18 shows
that combined effect has an increasing trend Earlier authorsargued that reduction of dynamic amplification factor withincreasing vehicle weight is due to increase of static deflec-tion However the coupled dynamic interaction may be thecause of increased inertia force in addition to suspensionforce imposed by moving mass at greater velocity whichincreases dynamic component of the response
433 Effect of Bridge Surface Roughness and Speed Thesurface roughness and speed of the vehicle are two mostinfluential factors that can cause increased dynamic ampli-fication factor and rapid degradation of the bridge Bridgedynamic amplification factor has been found by changingbridge surface roughness coefficient for good condition topoor condition as mentioned in ISO specification [42] withchange in vehicle speed Figure 28 shows that poor conditionof road induces more deflection on the bridge when vehiclemoves over it and also can be catalyzed by vehicle speed
434 Effect of Bridge Span and Velocity The span of thebridge is an important factor which decides the impact factorinmost of the bridge design codes Combined effect of bridgespan and speed of the vehicle on DAF is not fully knownFigure 29 shows the DAF with variation of bridge span andvelocity It has been found thatwhen the bridge span increasesfrom 14m to 30m dynamic amplification factor decreases byan amount of 12 to 15 irrespective of increase of vehiclevelocity Although increasing span shows a decreasing trendin DAF similar to the earlier studies the increment found inthe present case is not very significant for the range of span14ndash30m
5 Conclusions
In the present study an analytical solution for coupledvehicle-bridge interaction problem considering eccentricallymoving flexible vehicle as well as randomdeck surface rough-ness has been obtained Response samples are generatedfrom the expressions derived in the present study consideringnonhomogeneity of deck roughness The results obtainedfrom analytical approach have been validated with numericalsimulation and experimental data available in the literatureIndividual and combined effects of several bridge-vehicleparameters have been considered to find out the responsestatistics The increased effect of vehicle speed has beenfoundmore significant in changing the frequency of imposedoscillation rather than noticeable increase in response peaksCombined effect of increasing vehicle weight and speed hasbeen found to increase the dynamic amplification factor Thestudy reveals that flexibility of long vehicle is an importantconsideration in obtaining bridge response and due tochange in load carrying vehicle configuration it is nowimperative to address this issue in bridge design codesTorsion of the bridge is activated by eccentric movement ofvehicle and dynamic amplification factor is largely depen-dent on the ratio of torsional rigidity to flexural rigidity ofbridge cross-section
Shock and Vibration 15
1520 25 30 35 40
45 5055
404550556065707580146148
15152154156158
16162164
Vehicle mass (kg)Vehicle speed (kmh)
DA
F
times103
Figure 27 Dynamic amplification factor with change in vehicle speed and vehicle mass
4050
6070
8013514
14515
15516
16517
17518
Vehicle speed (kmh)
DA
F
Roughness coefficient (m2cyclem)
18e minus 6 16e minus 6 14e minus 612e minus 6
10e minus 6 8e minus 66e minus 6
2e minus 64e minus 6
Figure 28 Dynamic amplification factor with vehicle speed and bridge surface roughness
4045
5055
6065
7075
80
14161820222426283013
14
15
16
17
18
Vehicle speed (kmh)Bridge span (m)
DA
F
Figure 29 Dynamic amplification factor with change in bridge span and vehicle speed
16 Shock and Vibration
Appendix
Expression of the Integral 119868119895119896
forGenerating Response Sample
The vector 119865(119905) needed to perform the integration is givenbelow
119865119895(119905) = 0 for119895 = 1 2 3 119899V
= 119896119905119895minus119899V
ℎ (119909119895minus119899V
) + 119888119905119895minus119899V
ℎ (119909119895minus119899V
)
For119895 = 119899V + 1 119899V + 2
= 1198961199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198961199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
+ 1198881199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198881199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
For 119895 = 119899V + 3 119899V + 4 119899V + 2 + 119899119887
= 1198901199091198961199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+ 1198961199052ℎ (1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
+ 1198881199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+1198881199052ℎ1015840(1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
For 119895 = 119899V + 119899119887 + 3
119899V + 119899119887 + 4 119899V + 119899119887 + 119899119905 + 2
(A1)
Themean surface profile has been taken as shallow parabolicthe equation of which with respect to one end of the bridge isgiven by
ℎ119898(119909) =
4ℎ0
1198712119909 (119871 minus 119909) (A2)
For one trial a generation of a set of random phase angles 120579119904
(119904 = 1 2 119873) is employed to express a Gaussian process is
ℎ119903(119909) =
119873
sum
119904=1
119860119904cos (2120587Ω
119904119909 + 120579119904) (A3)
Further ℎ1015840(119909) = 119889ℎ119889119909 and ℎ(119909) = 119889ℎ119889119905 = 119881(119889ℎ119889119909) where119881 is the speed of vehicle
For convenience of computation
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (A4)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 2 + 1119899V + 2 + 2 119899V + 2 + 119899
119887 119911 = 119899V + 2 + 119899
119887+ 1 119899V + 2 + 119899
119887+
2 119899V + 2 + 119899119887 + 119899119879Thefirst term 119868
119895119908(119908 = 1 2 119899V) of (A4) can bewritten
as
1198681198951= 1198681198952= sdot sdot sdot = 119868
119895119899V= 0 (A5)
The second term of (A4) can be written as
119868119895119909= 1198681198951199091
+ 1198681198951199092 (A6)
Splitting the first term of integral (A6) again into two we get
1198681198951199091
= 11986811989511990911
+ 11986811989511990912
(A7)
Introducing 119860119904= radic2119878(119881Ω
119904)minus2 and 119861
119904= 2120587Ω
119871+ (119904 minus
05)(Ω119880minus Ω119871)119873 the components can be written as
11986811989511990911
= 1198961199051[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895cos (120579
119904) minus 119861119904119881 sin (120579
119904)
+ exp (120572119895119905)
times [120572119895cos (119861
119904119881119905 + 120579
119904)
+119861119904119881 cos (119861
119904119881119905 + 120579
119904)]
+4ℎ0119881
12057231198951198712
120572119895119871 (120572119895119905 + exp (minus120572
119895119905) minus 1)
minus119881
12057231198951198712
120572119895119905 (120572119895119905 minus 2) minus 2 exp (minus120572
119895119905) + 2 ]
]
11986811989511990912
= 1198881199051[
[
119873
sum
119904=1
119881119860119904119861119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895sin (120579119904) minus 119861119904119881 cos (120579
119904)
+ exp (120572119895119905)
times [120572119895sin (119861
119904119881119905 + 120579
119904)
minus119861119904119881 sin (119861
119904119881119905 + 120579
119904)]
minus4ℎ0119881 exp (minus120572
119895119905)
12057231198951198712
times 2119881 [exp (minus120572119895119905) (120572119895119905 minus 1) + 1]
minus1
120572119895119871exp (120572
119895119905) minus 2]
]
(A8)
Shock and Vibration 17
Similarly splitting the second term of integral (A6) into twowe get
1198681198951199092
= 11986811989511990921
+ 11986811989511990922
11986811989511990921
= 1198961199052[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2
times minus 120572119895cos (119861
119904119897V minus 120579119904) minus 119861119904119881 sin (119861
119904119897V minus 120579119904)
+ exp (120572119895119905) [120572119895cos (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 sin (119861
119904(119897V minus 119881119905) + 120579119904)]
+1198812[2 minus exp (120572
119895119905) 120572119895119905 (120572119895119905 minus 2) + 2]
+4ℎ0
12057231198951198712
minus1205722
119895119897V (119897V + 119871) (exp (120572119895119905) minus 1)
+120572119895119881 (2119897V + 119871) [exp (120572119895119905) (120572119895119905 minus 1) + 1] ]
]
11986811989511990922
= 1198881199052[
[
119873
sum
119904=1
119860119904119861119904119881
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2120572119895sin (119861
119904119897V minus 120579119904)
+ 119861119904119881 cos (119861
119904119897V minus 120579119904)
minus exp (120572119895119905) [120572119895sin (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 cos (119861
119904(119897V minus 119881119905) + 120579119904)]
+4ℎ0119881 exp (minus120572
119895119905)
12057221198951198712
times 2119881 [exp (120572119895119905) (120572119895119905 minus 1) + 1]
minus120572119895(2119897V + 119871) (exp (120572119895119905) minus 1)]
]
(A9)
The third term of (A4) is written as
119868119895119910=
119899119887
sum
119896=1
119868119895119899V+2+119896
(A10)
The 119896th term of the above series is composed of ten differentterms as given below
119868119895119899V+2+119896
=
10
sum
119886=1
119868(119895119899V+2+119896)119886
(119896 = 1 2 3 119899119887) (A11)
The components of (A11) are as followsIntroducing the following parameters
119876119904= 119861119904119881 119877
119896=119896120587119881
119871
119878119896=119896120587
119871 119885
119904= 119861119904119897V
119868(119895119899V+2+119896)
1
=1
21198961199051
119873
sum
119904=1
119860119904 ((2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) cos (120579
119904)
+2120572119895119876119904sin (120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times cos (119876119904minus 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119876
119904+ 119877119896) 119905 + 120579
119904
minus (119877119896+ 119876119904)
times cos (119876119904+ 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
2
=1
21198961199051[
[
4ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198762119904)3
times 119871 (1205722
119895+ 1198762
119904) [exp (120572
119895119905) sin (119876
119904119905)
times 1198762
119904(120572119895119905 + 1)
+1205722
119895(120572119895119905 minus 1)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904119905 + 120572119895(120572119895119905 minus 2)] minus 2120572
119895119876119904
+ 119881 (21198763
119904+ 119876119904exp (120572
119895119905)) cos (119876
119904119905)
times 1198764
1199041199052+ 21198762
119904(1205722
1198951199052minus 2120572119895119905 minus 1)
18 Shock and Vibration
+1205722
119895(1205722
1198951199052minus 4120572119895119905 + 6)
minus exp (120572119895119905) sin (119876
119904119905)
times 1198764
119904(120572119895119905 + 2) + 120572
1198951198762
119904(1205722
1198951199052minus 3)
+1205723
119895(1205722
1198951199052minus 2120572119895119905 + 2) minus 6120572
2
119895119876119904]
]
119868(119895119899V+2+119896)
3
=1
21198961199052
119873
sum
119904=1
119860119904[ exp (minus120572
119895119905)
times (((119877119896+ 119876119904) cos (119878
119904minus 119885119904minus 120579119904)
+120572119895sin (119878119896minus 119885119904minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times (((119877119896minus 119876119904) cos (119878
119896minus 119885119904+ 120579119904)
+120572119895sin (119878119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 119878
119896minus 119885119904+ 120579119904
minus (119877119896+ 119876119904) cos (119876
119904minus 119877119896) 119905
+119878119896minus 119885119904+ 120579119904)
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
+ ((120572119895sin 119878119896+ 119885119904minus (119876119904+ 119877) 119905 minus 120579
119904
+ (119877119896+ 119876119904) cos 119878
119896+ 119885119904
+ (119876119904+ 119877119896) 119905
minus120579119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
4
= minus1
21198961199052[
[
4ℎ0119881
1198712(1205722119895+ 1198812)
3
times sin (119881119905 minus 119897V) [1205721198951198972
V(1205722
119895+ 1198812)2
minus 119897V (1205722
119895+ 1198812)
times minus1205723
119895119871 minus 1205721198951198711198812
+ 21198813(120572119895119905 + 1)
+21205722
119895119881(120572119895119905 minus 1)
+ 119881 [119881 21205723
119895+ 120572119895119905(1205722
119895+ 1198812)2
+2119905 (1205724
119895minus 1198814) minus 6120572
1198951198812
minus 119871 (1205722
119895+ 1198812)
times 1205722
119895(120572119895119905 minus 1)+ 119881
2(120572119895119905 +1)]
+ 119881 cos (119897V minus 119881119905) [1198814(1198972
V + 119897V119871
+21205722
1198951199052minus 4120572119895119905 minus 2)
+ 1205722
1198951198812(21198972
V + 2119897V119871
+41205722
1198951199052+ 6)
+ 1205724
119895119897V (119897V + 119871)
minus 1198815119905 (2119897V + 119871)
times (120572119895119905 minus 1)
minus 1205723
119895119881 (2119897V + 119871)
times (120572119895119905 minus 2) + 119897
2
V1198816]]
]
119868(119895119899V+2+119896)
5
=1
21198881199051
119873
sum
119904=1
119860119904119876119904( minus (2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) sin (120579
119904)
minus2120572119895119876119904cos (120579
119904))
times (1205722
119895+ (119876119904minus 119877)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times sin (119876119904minus 119877119896) 119905 + 120579
119904)
Shock and Vibration 19
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos (119876
119904+ 119877119896) 119905 + 120579
119904
+ (119877119896+ 119876119904)
times sin (119876119904+ 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
6
= minus1198881199051
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) cos (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) sin (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
7
=1
21198881199052
119873
sum
119904=1
119860119904119876119904
times [ exp (minus120572119895119905 ( ( (119877
119896+ 119876119904) sin (119878
119896+ 119885119904minus 120579119904)
minus120572119895cos (119878
119896+ 119885119904minus 120579119904))
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times ( ( (119876119904minus 119877119896) sin (119878
119896minus 119885119904+ 120579119904)
+120572119895cos (119878
119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos 119878
119896+ 119885119904minus (119876119904+ 119877119896) 119905 minus 120579
119904
minus (119877119896+ 119876119904) sin 119878
119896+ 119885119904
minus (119876119904+ 119877119896) 119905 minus 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos 119878
119896minus 119885119904+ (119876119904minus 119877119896) 119905 + 120579
119904
+ (119876119904minus 119877119896) sin 119878
119896minus 119885119904
+ (119876119904minus 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
8
= minus1198881199052
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) sin (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
9
= minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881 + exp (120572119895119905) 119896120587119881 cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881cos(119896120587119863119871
)
minus exp (120572119895119905) cos(119896120587119863 minus 119881119905
119871)
minus 119871120572119895sin(119896120587119863
119871)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119896)
10
= minus21198711198812(1198981199081
+ 1198981199082)
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
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Shock and Vibration
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DistributedSensor Networks
International Journal of
Shock and Vibration 15
1520 25 30 35 40
45 5055
404550556065707580146148
15152154156158
16162164
Vehicle mass (kg)Vehicle speed (kmh)
DA
F
times103
Figure 27 Dynamic amplification factor with change in vehicle speed and vehicle mass
4050
6070
8013514
14515
15516
16517
17518
Vehicle speed (kmh)
DA
F
Roughness coefficient (m2cyclem)
18e minus 6 16e minus 6 14e minus 612e minus 6
10e minus 6 8e minus 66e minus 6
2e minus 64e minus 6
Figure 28 Dynamic amplification factor with vehicle speed and bridge surface roughness
4045
5055
6065
7075
80
14161820222426283013
14
15
16
17
18
Vehicle speed (kmh)Bridge span (m)
DA
F
Figure 29 Dynamic amplification factor with change in bridge span and vehicle speed
16 Shock and Vibration
Appendix
Expression of the Integral 119868119895119896
forGenerating Response Sample
The vector 119865(119905) needed to perform the integration is givenbelow
119865119895(119905) = 0 for119895 = 1 2 3 119899V
= 119896119905119895minus119899V
ℎ (119909119895minus119899V
) + 119888119905119895minus119899V
ℎ (119909119895minus119899V
)
For119895 = 119899V + 1 119899V + 2
= 1198961199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198961199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
+ 1198881199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198881199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
For 119895 = 119899V + 3 119899V + 4 119899V + 2 + 119899119887
= 1198901199091198961199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+ 1198961199052ℎ (1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
+ 1198881199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+1198881199052ℎ1015840(1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
For 119895 = 119899V + 119899119887 + 3
119899V + 119899119887 + 4 119899V + 119899119887 + 119899119905 + 2
(A1)
Themean surface profile has been taken as shallow parabolicthe equation of which with respect to one end of the bridge isgiven by
ℎ119898(119909) =
4ℎ0
1198712119909 (119871 minus 119909) (A2)
For one trial a generation of a set of random phase angles 120579119904
(119904 = 1 2 119873) is employed to express a Gaussian process is
ℎ119903(119909) =
119873
sum
119904=1
119860119904cos (2120587Ω
119904119909 + 120579119904) (A3)
Further ℎ1015840(119909) = 119889ℎ119889119909 and ℎ(119909) = 119889ℎ119889119905 = 119881(119889ℎ119889119909) where119881 is the speed of vehicle
For convenience of computation
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (A4)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 2 + 1119899V + 2 + 2 119899V + 2 + 119899
119887 119911 = 119899V + 2 + 119899
119887+ 1 119899V + 2 + 119899
119887+
2 119899V + 2 + 119899119887 + 119899119879Thefirst term 119868
119895119908(119908 = 1 2 119899V) of (A4) can bewritten
as
1198681198951= 1198681198952= sdot sdot sdot = 119868
119895119899V= 0 (A5)
The second term of (A4) can be written as
119868119895119909= 1198681198951199091
+ 1198681198951199092 (A6)
Splitting the first term of integral (A6) again into two we get
1198681198951199091
= 11986811989511990911
+ 11986811989511990912
(A7)
Introducing 119860119904= radic2119878(119881Ω
119904)minus2 and 119861
119904= 2120587Ω
119871+ (119904 minus
05)(Ω119880minus Ω119871)119873 the components can be written as
11986811989511990911
= 1198961199051[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895cos (120579
119904) minus 119861119904119881 sin (120579
119904)
+ exp (120572119895119905)
times [120572119895cos (119861
119904119881119905 + 120579
119904)
+119861119904119881 cos (119861
119904119881119905 + 120579
119904)]
+4ℎ0119881
12057231198951198712
120572119895119871 (120572119895119905 + exp (minus120572
119895119905) minus 1)
minus119881
12057231198951198712
120572119895119905 (120572119895119905 minus 2) minus 2 exp (minus120572
119895119905) + 2 ]
]
11986811989511990912
= 1198881199051[
[
119873
sum
119904=1
119881119860119904119861119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895sin (120579119904) minus 119861119904119881 cos (120579
119904)
+ exp (120572119895119905)
times [120572119895sin (119861
119904119881119905 + 120579
119904)
minus119861119904119881 sin (119861
119904119881119905 + 120579
119904)]
minus4ℎ0119881 exp (minus120572
119895119905)
12057231198951198712
times 2119881 [exp (minus120572119895119905) (120572119895119905 minus 1) + 1]
minus1
120572119895119871exp (120572
119895119905) minus 2]
]
(A8)
Shock and Vibration 17
Similarly splitting the second term of integral (A6) into twowe get
1198681198951199092
= 11986811989511990921
+ 11986811989511990922
11986811989511990921
= 1198961199052[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2
times minus 120572119895cos (119861
119904119897V minus 120579119904) minus 119861119904119881 sin (119861
119904119897V minus 120579119904)
+ exp (120572119895119905) [120572119895cos (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 sin (119861
119904(119897V minus 119881119905) + 120579119904)]
+1198812[2 minus exp (120572
119895119905) 120572119895119905 (120572119895119905 minus 2) + 2]
+4ℎ0
12057231198951198712
minus1205722
119895119897V (119897V + 119871) (exp (120572119895119905) minus 1)
+120572119895119881 (2119897V + 119871) [exp (120572119895119905) (120572119895119905 minus 1) + 1] ]
]
11986811989511990922
= 1198881199052[
[
119873
sum
119904=1
119860119904119861119904119881
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2120572119895sin (119861
119904119897V minus 120579119904)
+ 119861119904119881 cos (119861
119904119897V minus 120579119904)
minus exp (120572119895119905) [120572119895sin (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 cos (119861
119904(119897V minus 119881119905) + 120579119904)]
+4ℎ0119881 exp (minus120572
119895119905)
12057221198951198712
times 2119881 [exp (120572119895119905) (120572119895119905 minus 1) + 1]
minus120572119895(2119897V + 119871) (exp (120572119895119905) minus 1)]
]
(A9)
The third term of (A4) is written as
119868119895119910=
119899119887
sum
119896=1
119868119895119899V+2+119896
(A10)
The 119896th term of the above series is composed of ten differentterms as given below
119868119895119899V+2+119896
=
10
sum
119886=1
119868(119895119899V+2+119896)119886
(119896 = 1 2 3 119899119887) (A11)
The components of (A11) are as followsIntroducing the following parameters
119876119904= 119861119904119881 119877
119896=119896120587119881
119871
119878119896=119896120587
119871 119885
119904= 119861119904119897V
119868(119895119899V+2+119896)
1
=1
21198961199051
119873
sum
119904=1
119860119904 ((2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) cos (120579
119904)
+2120572119895119876119904sin (120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times cos (119876119904minus 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119876
119904+ 119877119896) 119905 + 120579
119904
minus (119877119896+ 119876119904)
times cos (119876119904+ 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
2
=1
21198961199051[
[
4ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198762119904)3
times 119871 (1205722
119895+ 1198762
119904) [exp (120572
119895119905) sin (119876
119904119905)
times 1198762
119904(120572119895119905 + 1)
+1205722
119895(120572119895119905 minus 1)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904119905 + 120572119895(120572119895119905 minus 2)] minus 2120572
119895119876119904
+ 119881 (21198763
119904+ 119876119904exp (120572
119895119905)) cos (119876
119904119905)
times 1198764
1199041199052+ 21198762
119904(1205722
1198951199052minus 2120572119895119905 minus 1)
18 Shock and Vibration
+1205722
119895(1205722
1198951199052minus 4120572119895119905 + 6)
minus exp (120572119895119905) sin (119876
119904119905)
times 1198764
119904(120572119895119905 + 2) + 120572
1198951198762
119904(1205722
1198951199052minus 3)
+1205723
119895(1205722
1198951199052minus 2120572119895119905 + 2) minus 6120572
2
119895119876119904]
]
119868(119895119899V+2+119896)
3
=1
21198961199052
119873
sum
119904=1
119860119904[ exp (minus120572
119895119905)
times (((119877119896+ 119876119904) cos (119878
119904minus 119885119904minus 120579119904)
+120572119895sin (119878119896minus 119885119904minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times (((119877119896minus 119876119904) cos (119878
119896minus 119885119904+ 120579119904)
+120572119895sin (119878119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 119878
119896minus 119885119904+ 120579119904
minus (119877119896+ 119876119904) cos (119876
119904minus 119877119896) 119905
+119878119896minus 119885119904+ 120579119904)
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
+ ((120572119895sin 119878119896+ 119885119904minus (119876119904+ 119877) 119905 minus 120579
119904
+ (119877119896+ 119876119904) cos 119878
119896+ 119885119904
+ (119876119904+ 119877119896) 119905
minus120579119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
4
= minus1
21198961199052[
[
4ℎ0119881
1198712(1205722119895+ 1198812)
3
times sin (119881119905 minus 119897V) [1205721198951198972
V(1205722
119895+ 1198812)2
minus 119897V (1205722
119895+ 1198812)
times minus1205723
119895119871 minus 1205721198951198711198812
+ 21198813(120572119895119905 + 1)
+21205722
119895119881(120572119895119905 minus 1)
+ 119881 [119881 21205723
119895+ 120572119895119905(1205722
119895+ 1198812)2
+2119905 (1205724
119895minus 1198814) minus 6120572
1198951198812
minus 119871 (1205722
119895+ 1198812)
times 1205722
119895(120572119895119905 minus 1)+ 119881
2(120572119895119905 +1)]
+ 119881 cos (119897V minus 119881119905) [1198814(1198972
V + 119897V119871
+21205722
1198951199052minus 4120572119895119905 minus 2)
+ 1205722
1198951198812(21198972
V + 2119897V119871
+41205722
1198951199052+ 6)
+ 1205724
119895119897V (119897V + 119871)
minus 1198815119905 (2119897V + 119871)
times (120572119895119905 minus 1)
minus 1205723
119895119881 (2119897V + 119871)
times (120572119895119905 minus 2) + 119897
2
V1198816]]
]
119868(119895119899V+2+119896)
5
=1
21198881199051
119873
sum
119904=1
119860119904119876119904( minus (2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) sin (120579
119904)
minus2120572119895119876119904cos (120579
119904))
times (1205722
119895+ (119876119904minus 119877)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times sin (119876119904minus 119877119896) 119905 + 120579
119904)
Shock and Vibration 19
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos (119876
119904+ 119877119896) 119905 + 120579
119904
+ (119877119896+ 119876119904)
times sin (119876119904+ 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
6
= minus1198881199051
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) cos (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) sin (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
7
=1
21198881199052
119873
sum
119904=1
119860119904119876119904
times [ exp (minus120572119895119905 ( ( (119877
119896+ 119876119904) sin (119878
119896+ 119885119904minus 120579119904)
minus120572119895cos (119878
119896+ 119885119904minus 120579119904))
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times ( ( (119876119904minus 119877119896) sin (119878
119896minus 119885119904+ 120579119904)
+120572119895cos (119878
119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos 119878
119896+ 119885119904minus (119876119904+ 119877119896) 119905 minus 120579
119904
minus (119877119896+ 119876119904) sin 119878
119896+ 119885119904
minus (119876119904+ 119877119896) 119905 minus 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos 119878
119896minus 119885119904+ (119876119904minus 119877119896) 119905 + 120579
119904
+ (119876119904minus 119877119896) sin 119878
119896minus 119885119904
+ (119876119904minus 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
8
= minus1198881199052
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) sin (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
9
= minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881 + exp (120572119895119905) 119896120587119881 cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881cos(119896120587119863119871
)
minus exp (120572119895119905) cos(119896120587119863 minus 119881119905
119871)
minus 119871120572119895sin(119896120587119863
119871)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119896)
10
= minus21198711198812(1198981199081
+ 1198981199082)
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
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16 Shock and Vibration
Appendix
Expression of the Integral 119868119895119896
forGenerating Response Sample
The vector 119865(119905) needed to perform the integration is givenbelow
119865119895(119905) = 0 for119895 = 1 2 3 119899V
= 119896119905119895minus119899V
ℎ (119909119895minus119899V
) + 119888119905119895minus119899V
ℎ (119909119895minus119899V
)
For119895 = 119899V + 1 119899V + 2
= 1198961199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198961199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
+ 1198881199051ℎ (1199091) 120601119887119895minus(119899V+2) (1199091) + 1198881199052ℎ (1199092) 120601119887119895minus(119899V+2) (1199092)
For 119895 = 119899V + 3 119899V + 4 119899V + 2 + 119899119887
= 1198901199091198961199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+ 1198961199052ℎ (1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
+ 1198881199051ℎ (1199091) 120601119905119895minus(119899V+2+119899119887)
(1199091)
+1198881199052ℎ1015840(1199092) 120601119905119895minus(119899V+2+119899119887)
(1199092)
For 119895 = 119899V + 119899119887 + 3
119899V + 119899119887 + 4 119899V + 119899119887 + 119899119905 + 2
(A1)
Themean surface profile has been taken as shallow parabolicthe equation of which with respect to one end of the bridge isgiven by
ℎ119898(119909) =
4ℎ0
1198712119909 (119871 minus 119909) (A2)
For one trial a generation of a set of random phase angles 120579119904
(119904 = 1 2 119873) is employed to express a Gaussian process is
ℎ119903(119909) =
119873
sum
119904=1
119860119904cos (2120587Ω
119904119909 + 120579119904) (A3)
Further ℎ1015840(119909) = 119889ℎ119889119909 and ℎ(119909) = 119889ℎ119889119905 = 119881(119889ℎ119889119909) where119881 is the speed of vehicle
For convenience of computation
119868119895119896= 119868119895119908+ 119868119895119909+ 119868119895119910+ 119868119895119911 (A4)
where 119908 = 1 2 3 119899V 119909 = 119899V + 1 119899V + 2 119910 = 119899V + 2 + 1119899V + 2 + 2 119899V + 2 + 119899
119887 119911 = 119899V + 2 + 119899
119887+ 1 119899V + 2 + 119899
119887+
2 119899V + 2 + 119899119887 + 119899119879Thefirst term 119868
119895119908(119908 = 1 2 119899V) of (A4) can bewritten
as
1198681198951= 1198681198952= sdot sdot sdot = 119868
119895119899V= 0 (A5)
The second term of (A4) can be written as
119868119895119909= 1198681198951199091
+ 1198681198951199092 (A6)
Splitting the first term of integral (A6) again into two we get
1198681198951199091
= 11986811989511990911
+ 11986811989511990912
(A7)
Introducing 119860119904= radic2119878(119881Ω
119904)minus2 and 119861
119904= 2120587Ω
119871+ (119904 minus
05)(Ω119880minus Ω119871)119873 the components can be written as
11986811989511990911
= 1198961199051[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895cos (120579
119904) minus 119861119904119881 sin (120579
119904)
+ exp (120572119895119905)
times [120572119895cos (119861
119904119881119905 + 120579
119904)
+119861119904119881 cos (119861
119904119881119905 + 120579
119904)]
+4ℎ0119881
12057231198951198712
120572119895119871 (120572119895119905 + exp (minus120572
119895119905) minus 1)
minus119881
12057231198951198712
120572119895119905 (120572119895119905 minus 2) minus 2 exp (minus120572
119895119905) + 2 ]
]
11986811989511990912
= 1198881199051[
[
119873
sum
119904=1
119881119860119904119861119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2minus120572119895sin (120579119904) minus 119861119904119881 cos (120579
119904)
+ exp (120572119895119905)
times [120572119895sin (119861
119904119881119905 + 120579
119904)
minus119861119904119881 sin (119861
119904119881119905 + 120579
119904)]
minus4ℎ0119881 exp (minus120572
119895119905)
12057231198951198712
times 2119881 [exp (minus120572119895119905) (120572119895119905 minus 1) + 1]
minus1
120572119895119871exp (120572
119895119905) minus 2]
]
(A8)
Shock and Vibration 17
Similarly splitting the second term of integral (A6) into twowe get
1198681198951199092
= 11986811989511990921
+ 11986811989511990922
11986811989511990921
= 1198961199052[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2
times minus 120572119895cos (119861
119904119897V minus 120579119904) minus 119861119904119881 sin (119861
119904119897V minus 120579119904)
+ exp (120572119895119905) [120572119895cos (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 sin (119861
119904(119897V minus 119881119905) + 120579119904)]
+1198812[2 minus exp (120572
119895119905) 120572119895119905 (120572119895119905 minus 2) + 2]
+4ℎ0
12057231198951198712
minus1205722
119895119897V (119897V + 119871) (exp (120572119895119905) minus 1)
+120572119895119881 (2119897V + 119871) [exp (120572119895119905) (120572119895119905 minus 1) + 1] ]
]
11986811989511990922
= 1198881199052[
[
119873
sum
119904=1
119860119904119861119904119881
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2120572119895sin (119861
119904119897V minus 120579119904)
+ 119861119904119881 cos (119861
119904119897V minus 120579119904)
minus exp (120572119895119905) [120572119895sin (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 cos (119861
119904(119897V minus 119881119905) + 120579119904)]
+4ℎ0119881 exp (minus120572
119895119905)
12057221198951198712
times 2119881 [exp (120572119895119905) (120572119895119905 minus 1) + 1]
minus120572119895(2119897V + 119871) (exp (120572119895119905) minus 1)]
]
(A9)
The third term of (A4) is written as
119868119895119910=
119899119887
sum
119896=1
119868119895119899V+2+119896
(A10)
The 119896th term of the above series is composed of ten differentterms as given below
119868119895119899V+2+119896
=
10
sum
119886=1
119868(119895119899V+2+119896)119886
(119896 = 1 2 3 119899119887) (A11)
The components of (A11) are as followsIntroducing the following parameters
119876119904= 119861119904119881 119877
119896=119896120587119881
119871
119878119896=119896120587
119871 119885
119904= 119861119904119897V
119868(119895119899V+2+119896)
1
=1
21198961199051
119873
sum
119904=1
119860119904 ((2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) cos (120579
119904)
+2120572119895119876119904sin (120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times cos (119876119904minus 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119876
119904+ 119877119896) 119905 + 120579
119904
minus (119877119896+ 119876119904)
times cos (119876119904+ 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
2
=1
21198961199051[
[
4ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198762119904)3
times 119871 (1205722
119895+ 1198762
119904) [exp (120572
119895119905) sin (119876
119904119905)
times 1198762
119904(120572119895119905 + 1)
+1205722
119895(120572119895119905 minus 1)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904119905 + 120572119895(120572119895119905 minus 2)] minus 2120572
119895119876119904
+ 119881 (21198763
119904+ 119876119904exp (120572
119895119905)) cos (119876
119904119905)
times 1198764
1199041199052+ 21198762
119904(1205722
1198951199052minus 2120572119895119905 minus 1)
18 Shock and Vibration
+1205722
119895(1205722
1198951199052minus 4120572119895119905 + 6)
minus exp (120572119895119905) sin (119876
119904119905)
times 1198764
119904(120572119895119905 + 2) + 120572
1198951198762
119904(1205722
1198951199052minus 3)
+1205723
119895(1205722
1198951199052minus 2120572119895119905 + 2) minus 6120572
2
119895119876119904]
]
119868(119895119899V+2+119896)
3
=1
21198961199052
119873
sum
119904=1
119860119904[ exp (minus120572
119895119905)
times (((119877119896+ 119876119904) cos (119878
119904minus 119885119904minus 120579119904)
+120572119895sin (119878119896minus 119885119904minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times (((119877119896minus 119876119904) cos (119878
119896minus 119885119904+ 120579119904)
+120572119895sin (119878119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 119878
119896minus 119885119904+ 120579119904
minus (119877119896+ 119876119904) cos (119876
119904minus 119877119896) 119905
+119878119896minus 119885119904+ 120579119904)
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
+ ((120572119895sin 119878119896+ 119885119904minus (119876119904+ 119877) 119905 minus 120579
119904
+ (119877119896+ 119876119904) cos 119878
119896+ 119885119904
+ (119876119904+ 119877119896) 119905
minus120579119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
4
= minus1
21198961199052[
[
4ℎ0119881
1198712(1205722119895+ 1198812)
3
times sin (119881119905 minus 119897V) [1205721198951198972
V(1205722
119895+ 1198812)2
minus 119897V (1205722
119895+ 1198812)
times minus1205723
119895119871 minus 1205721198951198711198812
+ 21198813(120572119895119905 + 1)
+21205722
119895119881(120572119895119905 minus 1)
+ 119881 [119881 21205723
119895+ 120572119895119905(1205722
119895+ 1198812)2
+2119905 (1205724
119895minus 1198814) minus 6120572
1198951198812
minus 119871 (1205722
119895+ 1198812)
times 1205722
119895(120572119895119905 minus 1)+ 119881
2(120572119895119905 +1)]
+ 119881 cos (119897V minus 119881119905) [1198814(1198972
V + 119897V119871
+21205722
1198951199052minus 4120572119895119905 minus 2)
+ 1205722
1198951198812(21198972
V + 2119897V119871
+41205722
1198951199052+ 6)
+ 1205724
119895119897V (119897V + 119871)
minus 1198815119905 (2119897V + 119871)
times (120572119895119905 minus 1)
minus 1205723
119895119881 (2119897V + 119871)
times (120572119895119905 minus 2) + 119897
2
V1198816]]
]
119868(119895119899V+2+119896)
5
=1
21198881199051
119873
sum
119904=1
119860119904119876119904( minus (2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) sin (120579
119904)
minus2120572119895119876119904cos (120579
119904))
times (1205722
119895+ (119876119904minus 119877)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times sin (119876119904minus 119877119896) 119905 + 120579
119904)
Shock and Vibration 19
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos (119876
119904+ 119877119896) 119905 + 120579
119904
+ (119877119896+ 119876119904)
times sin (119876119904+ 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
6
= minus1198881199051
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) cos (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) sin (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
7
=1
21198881199052
119873
sum
119904=1
119860119904119876119904
times [ exp (minus120572119895119905 ( ( (119877
119896+ 119876119904) sin (119878
119896+ 119885119904minus 120579119904)
minus120572119895cos (119878
119896+ 119885119904minus 120579119904))
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times ( ( (119876119904minus 119877119896) sin (119878
119896minus 119885119904+ 120579119904)
+120572119895cos (119878
119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos 119878
119896+ 119885119904minus (119876119904+ 119877119896) 119905 minus 120579
119904
minus (119877119896+ 119876119904) sin 119878
119896+ 119885119904
minus (119876119904+ 119877119896) 119905 minus 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos 119878
119896minus 119885119904+ (119876119904minus 119877119896) 119905 + 120579
119904
+ (119876119904minus 119877119896) sin 119878
119896minus 119885119904
+ (119876119904minus 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
8
= minus1198881199052
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) sin (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
9
= minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881 + exp (120572119895119905) 119896120587119881 cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881cos(119896120587119863119871
)
minus exp (120572119895119905) cos(119896120587119863 minus 119881119905
119871)
minus 119871120572119895sin(119896120587119863
119871)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119896)
10
= minus21198711198812(1198981199081
+ 1198981199082)
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
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Submit your manuscripts athttpwwwhindawicom
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Shock and Vibration
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Civil EngineeringAdvances in
Acoustics and VibrationAdvances in
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Shock and Vibration 17
Similarly splitting the second term of integral (A6) into twowe get
1198681198951199092
= 11986811989511990921
+ 11986811989511990922
11986811989511990921
= 1198961199052[
[
119873
sum
119904=1
119860119904
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2
times minus 120572119895cos (119861
119904119897V minus 120579119904) minus 119861119904119881 sin (119861
119904119897V minus 120579119904)
+ exp (120572119895119905) [120572119895cos (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 sin (119861
119904(119897V minus 119881119905) + 120579119904)]
+1198812[2 minus exp (120572
119895119905) 120572119895119905 (120572119895119905 minus 2) + 2]
+4ℎ0
12057231198951198712
minus1205722
119895119897V (119897V + 119871) (exp (120572119895119905) minus 1)
+120572119895119881 (2119897V + 119871) [exp (120572119895119905) (120572119895119905 minus 1) + 1] ]
]
11986811989511990922
= 1198881199052[
[
119873
sum
119904=1
119860119904119861119904119881
exp (minus120572119895119905)
1205722119895+ (119861119904119881)2120572119895sin (119861
119904119897V minus 120579119904)
+ 119861119904119881 cos (119861
119904119897V minus 120579119904)
minus exp (120572119895119905) [120572119895sin (119861
119904(119897 minus 119881119905) minus 120579
119904)
+119861119904119881 cos (119861
119904(119897V minus 119881119905) + 120579119904)]
+4ℎ0119881 exp (minus120572
119895119905)
12057221198951198712
times 2119881 [exp (120572119895119905) (120572119895119905 minus 1) + 1]
minus120572119895(2119897V + 119871) (exp (120572119895119905) minus 1)]
]
(A9)
The third term of (A4) is written as
119868119895119910=
119899119887
sum
119896=1
119868119895119899V+2+119896
(A10)
The 119896th term of the above series is composed of ten differentterms as given below
119868119895119899V+2+119896
=
10
sum
119886=1
119868(119895119899V+2+119896)119886
(119896 = 1 2 3 119899119887) (A11)
The components of (A11) are as followsIntroducing the following parameters
119876119904= 119861119904119881 119877
119896=119896120587119881
119871
119878119896=119896120587
119871 119885
119904= 119861119904119897V
119868(119895119899V+2+119896)
1
=1
21198961199051
119873
sum
119904=1
119860119904 ((2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) cos (120579
119904)
+2120572119895119876119904sin (120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times cos (119876119904minus 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119876
119904+ 119877119896) 119905 + 120579
119904
minus (119877119896+ 119876119904)
times cos (119876119904+ 119877119896) 119905 + 120579
119904)
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
2
=1
21198961199051[
[
4ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198762119904)3
times 119871 (1205722
119895+ 1198762
119904) [exp (120572
119895119905) sin (119876
119904119905)
times 1198762
119904(120572119895119905 + 1)
+1205722
119895(120572119895119905 minus 1)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904119905 + 120572119895(120572119895119905 minus 2)] minus 2120572
119895119876119904
+ 119881 (21198763
119904+ 119876119904exp (120572
119895119905)) cos (119876
119904119905)
times 1198764
1199041199052+ 21198762
119904(1205722
1198951199052minus 2120572119895119905 minus 1)
18 Shock and Vibration
+1205722
119895(1205722
1198951199052minus 4120572119895119905 + 6)
minus exp (120572119895119905) sin (119876
119904119905)
times 1198764
119904(120572119895119905 + 2) + 120572
1198951198762
119904(1205722
1198951199052minus 3)
+1205723
119895(1205722
1198951199052minus 2120572119895119905 + 2) minus 6120572
2
119895119876119904]
]
119868(119895119899V+2+119896)
3
=1
21198961199052
119873
sum
119904=1
119860119904[ exp (minus120572
119895119905)
times (((119877119896+ 119876119904) cos (119878
119904minus 119885119904minus 120579119904)
+120572119895sin (119878119896minus 119885119904minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times (((119877119896minus 119876119904) cos (119878
119896minus 119885119904+ 120579119904)
+120572119895sin (119878119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 119878
119896minus 119885119904+ 120579119904
minus (119877119896+ 119876119904) cos (119876
119904minus 119877119896) 119905
+119878119896minus 119885119904+ 120579119904)
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
+ ((120572119895sin 119878119896+ 119885119904minus (119876119904+ 119877) 119905 minus 120579
119904
+ (119877119896+ 119876119904) cos 119878
119896+ 119885119904
+ (119876119904+ 119877119896) 119905
minus120579119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
4
= minus1
21198961199052[
[
4ℎ0119881
1198712(1205722119895+ 1198812)
3
times sin (119881119905 minus 119897V) [1205721198951198972
V(1205722
119895+ 1198812)2
minus 119897V (1205722
119895+ 1198812)
times minus1205723
119895119871 minus 1205721198951198711198812
+ 21198813(120572119895119905 + 1)
+21205722
119895119881(120572119895119905 minus 1)
+ 119881 [119881 21205723
119895+ 120572119895119905(1205722
119895+ 1198812)2
+2119905 (1205724
119895minus 1198814) minus 6120572
1198951198812
minus 119871 (1205722
119895+ 1198812)
times 1205722
119895(120572119895119905 minus 1)+ 119881
2(120572119895119905 +1)]
+ 119881 cos (119897V minus 119881119905) [1198814(1198972
V + 119897V119871
+21205722
1198951199052minus 4120572119895119905 minus 2)
+ 1205722
1198951198812(21198972
V + 2119897V119871
+41205722
1198951199052+ 6)
+ 1205724
119895119897V (119897V + 119871)
minus 1198815119905 (2119897V + 119871)
times (120572119895119905 minus 1)
minus 1205723
119895119881 (2119897V + 119871)
times (120572119895119905 minus 2) + 119897
2
V1198816]]
]
119868(119895119899V+2+119896)
5
=1
21198881199051
119873
sum
119904=1
119860119904119876119904( minus (2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) sin (120579
119904)
minus2120572119895119876119904cos (120579
119904))
times (1205722
119895+ (119876119904minus 119877)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times sin (119876119904minus 119877119896) 119905 + 120579
119904)
Shock and Vibration 19
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos (119876
119904+ 119877119896) 119905 + 120579
119904
+ (119877119896+ 119876119904)
times sin (119876119904+ 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
6
= minus1198881199051
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) cos (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) sin (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
7
=1
21198881199052
119873
sum
119904=1
119860119904119876119904
times [ exp (minus120572119895119905 ( ( (119877
119896+ 119876119904) sin (119878
119896+ 119885119904minus 120579119904)
minus120572119895cos (119878
119896+ 119885119904minus 120579119904))
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times ( ( (119876119904minus 119877119896) sin (119878
119896minus 119885119904+ 120579119904)
+120572119895cos (119878
119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos 119878
119896+ 119885119904minus (119876119904+ 119877119896) 119905 minus 120579
119904
minus (119877119896+ 119876119904) sin 119878
119896+ 119885119904
minus (119876119904+ 119877119896) 119905 minus 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos 119878
119896minus 119885119904+ (119876119904minus 119877119896) 119905 + 120579
119904
+ (119876119904minus 119877119896) sin 119878
119896minus 119885119904
+ (119876119904minus 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
8
= minus1198881199052
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) sin (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
9
= minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881 + exp (120572119895119905) 119896120587119881 cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881cos(119896120587119863119871
)
minus exp (120572119895119905) cos(119896120587119863 minus 119881119905
119871)
minus 119871120572119895sin(119896120587119863
119871)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119896)
10
= minus21198711198812(1198981199081
+ 1198981199082)
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
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Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
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Shock and Vibration
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
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Navigation and Observation
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DistributedSensor Networks
International Journal of
18 Shock and Vibration
+1205722
119895(1205722
1198951199052minus 4120572119895119905 + 6)
minus exp (120572119895119905) sin (119876
119904119905)
times 1198764
119904(120572119895119905 + 2) + 120572
1198951198762
119904(1205722
1198951199052minus 3)
+1205723
119895(1205722
1198951199052minus 2120572119895119905 + 2) minus 6120572
2
119895119876119904]
]
119868(119895119899V+2+119896)
3
=1
21198961199052
119873
sum
119904=1
119860119904[ exp (minus120572
119895119905)
times (((119877119896+ 119876119904) cos (119878
119904minus 119885119904minus 120579119904)
+120572119895sin (119878119896minus 119885119904minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times (((119877119896minus 119876119904) cos (119878
119896minus 119885119904+ 120579119904)
+120572119895sin (119878119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
minus ((120572119895sin (119876
119904minus 119877119896) 119905 + 119878
119896minus 119885119904+ 120579119904
minus (119877119896+ 119876119904) cos (119876
119904minus 119877119896) 119905
+119878119896minus 119885119904+ 120579119904)
times(1205722
119895+ (119876119904minus 119877119904)2
)minus1
)
+ ((120572119895sin 119878119896+ 119885119904minus (119876119904+ 119877) 119905 minus 120579
119904
+ (119877119896+ 119876119904) cos 119878
119896+ 119885119904
+ (119876119904+ 119877119896) 119905
minus120579119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
4
= minus1
21198961199052[
[
4ℎ0119881
1198712(1205722119895+ 1198812)
3
times sin (119881119905 minus 119897V) [1205721198951198972
V(1205722
119895+ 1198812)2
minus 119897V (1205722
119895+ 1198812)
times minus1205723
119895119871 minus 1205721198951198711198812
+ 21198813(120572119895119905 + 1)
+21205722
119895119881(120572119895119905 minus 1)
+ 119881 [119881 21205723
119895+ 120572119895119905(1205722
119895+ 1198812)2
+2119905 (1205724
119895minus 1198814) minus 6120572
1198951198812
minus 119871 (1205722
119895+ 1198812)
times 1205722
119895(120572119895119905 minus 1)+ 119881
2(120572119895119905 +1)]
+ 119881 cos (119897V minus 119881119905) [1198814(1198972
V + 119897V119871
+21205722
1198951199052minus 4120572119895119905 minus 2)
+ 1205722
1198951198812(21198972
V + 2119897V119871
+41205722
1198951199052+ 6)
+ 1205724
119895119897V (119897V + 119871)
minus 1198815119905 (2119897V + 119871)
times (120572119895119905 minus 1)
minus 1205723
119895119881 (2119897V + 119871)
times (120572119895119905 minus 2) + 119897
2
V1198816]]
]
119868(119895119899V+2+119896)
5
=1
21198881199051
119873
sum
119904=1
119860119904119876119904( minus (2119877
119896exp (minus120572
119895119905)
times (1205722
119895minus 1198762
119904+ 119877119896
2) sin (120579
119904)
minus2120572119895119876119904cos (120579
119904))
times (1205722
119895+ (119876119904minus 119877)2
times 1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos (119876
119904minus 119877119896) 119905 + 120579
119904
+ (119877119896minus 119876119904)
times sin (119876119904minus 119877119896) 119905 + 120579
119904)
Shock and Vibration 19
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos (119876
119904+ 119877119896) 119905 + 120579
119904
+ (119877119896+ 119876119904)
times sin (119876119904+ 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
6
= minus1198881199051
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) cos (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) sin (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
7
=1
21198881199052
119873
sum
119904=1
119860119904119876119904
times [ exp (minus120572119895119905 ( ( (119877
119896+ 119876119904) sin (119878
119896+ 119885119904minus 120579119904)
minus120572119895cos (119878
119896+ 119885119904minus 120579119904))
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times ( ( (119876119904minus 119877119896) sin (119878
119896minus 119885119904+ 120579119904)
+120572119895cos (119878
119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos 119878
119896+ 119885119904minus (119876119904+ 119877119896) 119905 minus 120579
119904
minus (119877119896+ 119876119904) sin 119878
119896+ 119885119904
minus (119876119904+ 119877119896) 119905 minus 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos 119878
119896minus 119885119904+ (119876119904minus 119877119896) 119905 + 120579
119904
+ (119876119904minus 119877119896) sin 119878
119896minus 119885119904
+ (119876119904minus 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
8
= minus1198881199052
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) sin (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
9
= minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881 + exp (120572119895119905) 119896120587119881 cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881cos(119896120587119863119871
)
minus exp (120572119895119905) cos(119896120587119863 minus 119881119905
119871)
minus 119871120572119895sin(119896120587119863
119871)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119896)
10
= minus21198711198812(1198981199081
+ 1198981199082)
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
International Journal of
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Shock and Vibration 19
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos (119876
119904+ 119877119896) 119905 + 120579
119904
+ (119877119896+ 119876119904)
times sin (119876119904+ 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119896)
6
= minus1198881199051
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) cos (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) sin (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
7
=1
21198881199052
119873
sum
119904=1
119860119904119876119904
times [ exp (minus120572119895119905 ( ( (119877
119896+ 119876119904) sin (119878
119896+ 119885119904minus 120579119904)
minus120572119895cos (119878
119896+ 119885119904minus 120579119904))
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
times ( ( (119876119904minus 119877119896) sin (119878
119896minus 119885119904+ 120579119904)
+120572119895cos (119878
119896minus 119885119904+ 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos 119878
119896+ 119885119904minus (119876119904+ 119877119896) 119905 minus 120579
119904
minus (119877119896+ 119876119904) sin 119878
119896+ 119885119904
minus (119876119904+ 119877119896) 119905 minus 120579
119904)
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895cos 119878
119896minus 119885119904+ (119876119904minus 119877119896) 119905 + 120579
119904
+ (119876119904minus 119877119896) sin 119878
119896minus 119885119904
+ (119876119904minus 119877119896) 119905 + 120579
119904)
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)]
119868(119895119899V+2+119896)
8
= minus1198881199052
2ℎ0119881 exp (minus120572
119895119905)
1198712(1205722119895+ 1198812)
3
times exp (120572119895119905) sin (119876
119904119905)
times [1198762
119904(2120572119895119905119881 minus 120572
119895119871 + 2119881)
+1205722
119895(2120572119895119905119881 minus 120572
119895119871 minus 2119881)]
minus 119876119904exp (120572
119895119905) cos (119876
119904119905)
times [1198762
119904(119871 minus 119881119905)
+120572119895(120572119895119871 minus 2120572
119895119905119881 + 4119881)]
119868(119895119899V+2+119896)
9
= minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881 + exp (120572119895119905) 119896120587119881 cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
minusexp (minus120572
119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881cos(119896120587119863119871
)
minus exp (120572119895119905) cos(119896120587119863 minus 119881119905
119871)
minus 119871120572119895sin(119896120587119863
119871)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119896)
10
= minus21198711198812(1198981199081
+ 1198981199082)
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
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Shock and Vibration
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
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DistributedSensor Networks
International Journal of
20 Shock and Vibration
times
119873
sum
119904=1
1198601199041198612
119904[(((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881 cos [(119876
119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905) ((minus (119896120587 + 119861
119904119871)119881 cos 120579
119904
+119871120572119895sin 120579119904)
times (1198612
11990411987121198812
+ 21198961205871198611199041198711198812
+ 119896212058721198812
+11987121205722
119895)minus1
)
+ ((119896120587 minus 119861119904119871)119881 cos 120579
119904
minus119871120572119895sin 120579119904)
times ((119896120587 minus 119861119904119871)2
1198812
+11987121205722
119895)minus1
)]
minus8ℎ01198812(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881
times exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A12)
The fourth term of (A4) is written as
119868119895119911=
119899119905
sum
119896=1
119868119895119899V+2+119899119887+119896
(A13)
The 119896th term of the above series can be split up into ten partsas given below
119868119895119899V+2+119899119887+119897
=
10
sum
119886=1
119868(119895119899V+2+119899119887+119897)119886
(119896 = 1 2 3 119899119879) (A14)
The components of (A14) are as follows
119868(119895119899V+2+119899119887+119897)1
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
times
120572119895cos (120579
119904) + (119876
119904minus 119877119896) sin (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895cos (120579
119904) + (119876
119904+ 119877119896) sin (120579
119904)
1205722119895+ (119876119904+ 119877119896)2
+ ((120572119895cos [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119876119904minus 119877119896) sin [(119876
119904minus 119877119896) 119905 minus 120579
119904])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [(119876
119904+ 119877119896) 119905 + 120579
119904]
+ (119876119904+ 119877119896) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)2
=41198961199051119890119909ℎ0119871
119881(1205722119895+ 119877119896
2)3
times [ (1205722
119895+ 119877119896
2) exp (minus120572
119895119905)
times 1205722
119895+ exp (minus120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
International Journal of
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Journal ofEngineeringVolume 2014
Submit your manuscripts athttpwwwhindawicom
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Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
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Shock and Vibration
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
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Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Electrical and Computer Engineering
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Navigation and Observation
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DistributedSensor Networks
International Journal of
Shock and Vibration 21
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)] minus 119877
119896
2
+ 2120572119895exp (minus120572
119895119905) (1205722
119895+ 3119877119896
2)
+ 119877119896sin (119877
119896119905) 6120572
2
119895+ 1199052(1205722
119895+ 119877119896
2)2
+4120572119895119905 (1205722
119895+ 119877119896
2) minus 2119877
119896
2
+ cos (119877119896119905) 2119905 (119877
119896
4minus 1205724
119895)
+ 2120572119895(1205722
119895minus 3119877119896
2)
times 1205721198951199052(1205722
119895+ 119877119896
2)2
]
119868(119895119899V+2+119899119887+119897)3
= minus1
21198961199052119890119909
times
119873
sum
119904=1
[119860119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119877119896minus 119876119904) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895cos (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) sin (119861
119904119897V + 119878119896 minus 120579119904))
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
+ ((120572119895cos [(119877
119896minus 119876119904) 119905 + (119861
119904119897V minus 119878119896 minus 120579119904)]
+ (119877119896minus 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895cos [minus (119877
119896+ 119876119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
minus (119877119896+ 119876119904) sin [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)4
=41198961199052119890119909ℎ0
1198712[((119897V (119897V + 119871) exp (minus120572119895119905)
times 120572119895cos (119878
119896minus 119877119896119905)
minus119877119896sin (119878119896minus 119877119896119905)
+119877119896sin (119878) minus 120572
119895cos (119878
119896))
times (1205722
119895+ 119877119896
2)minus1
)
+2119871119881 exp (minus120572
119895119905)
(1205722119895+ 119877119896
2)2
times (1205722
119895+ 119877119896
2) cos (119878
119896)
+ exp (120572119895119905) cos (119878
119896minus 119877119896119905)
times [1198772(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896[119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
times sin (119878119896minus 119877119896119905) minus 2120572
119895119877119896sin (119878119896)
minus1198812
(1205722119895+ 119877119896
2)3
times119877119896sin (119878119896minus 119877119896119905)[61205722
119895+1199052(1205722
119895+ 119877119896
2)2
minus 4120572119895119905 (1205722
119895+ 119877119896
2)
minus2119877119896
2]
+ 2 exp (minus120572119895119905)
times [(1205723
119895minus 3120572119895119877119896
2) cos (119878
119896)
+ 119877119896(119877119896
2minus 31205722
119895)
times sin (119878119896) ]
minus [2119905 (119877119896
4minus 1205724
119895) + 2120572
119895(1205722
119895minus 3119877119896
2)
+1205721198951199052(1205722
119895+119877119896
2)2
]cos (119878119896minus 119877119896119905)]
119868(119895119899V+2+119899119887+119897)5
= minus1
21198961199051119890119909
times
119873
sum
119904=1
119860119904exp (minus120572
119895119905)
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
International Journal of
AerospaceEngineeringHindawi Publishing Corporationhttpwwwhindawicom Volume 2014
RoboticsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Active and Passive Electronic Components
Control Scienceand Engineering
Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
International Journal of
RotatingMachinery
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporation httpwwwhindawicom
Journal ofEngineeringVolume 2014
Submit your manuscripts athttpwwwhindawicom
VLSI Design
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Shock and Vibration
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Civil EngineeringAdvances in
Acoustics and VibrationAdvances in
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Electrical and Computer Engineering
Journal of
Advances inOptoElectronics
Hindawi Publishing Corporation httpwwwhindawicom
Volume 2014
The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014
SensorsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Modelling amp Simulation in EngineeringHindawi Publishing Corporation httpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Chemical EngineeringInternational Journal of Antennas and
Propagation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Navigation and Observation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
DistributedSensor Networks
International Journal of
22 Shock and Vibration
times
120572119895sin (120579119904) + (119876
119904minus 119877119896) cos (120579
119904)
1205722119895+ (119876119904minus 119877119896)2
+120572119895sin (120579119904) minus (119876
119904+ 119877119896) cos (120579
119904)
1205722119895+ (119876119904+ 119877)2
+ ((120572119895sin [(119876
119904minus 119877119896) 119905 + 120579
119904]
+ (119877119896minus 119876119904) cos [(119876
119904minus 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904minus 119877)2
)minus1
)
+ ((120572119895sin [(119876
119904+ 119877119896) 119905 + 120579
119904]
minus (119876119904+ 119877) sin [(119876
119904+ 119877119896) 119905 + 120579
119904])
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
119868(119895119899V+2+119899119887+119897)6
=41198881199051119890119909ℎ0119871
(1205722119895+ 119877119896
2)3(119881
119871)
2
times [(1205722
119895+ 119877119896
2) 120572119895cos (119877
119896119905)
+ 119877119896sin (119877
119896119905) minus 120572
119895exp (minus120572
119895119905)
+ 2 exp (minus120572119895119905) 1205722
119895+ exp (120572
119895119905) cos (119877
119896119905)
times [119877119896
2(120572119895119905 + 1) + 120572
2
119895(120572119895119905 minus 1)]
+ 119877119896exp (120572
119895119905) sin (119877
119896119905)
times [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
minus119877119896
2]
119868(119895119899V+2+119899119887+119897)7
=41198881199052119890119909ℎ0
119881(1205722119895+ 119877119896
2)2
times [ minus 119877119896sin (119878119896minus 119877119896119905)
times 119897V (1205722
119895+ 119877119896
2) + 119871 (120572
2
119895+ 119877119896
2)
minus2119881 [119877119896
2119905 + 120572119895(120572119895119905 minus 2)]
+ cos (119878119896minus 119877119896119905)
times 119877119896
2[120572119895(119897V + 119871) minus 2119881 (120572
119895119905 + 1)]
+1205722
119895[120572119895(119897V + 119871) + 2119881 (1 minus 120572
119895119905)]
+ exp (minus120572119895119905) 119877119896sin (119878119896)
times [119897V (1205722
119895+ 119877119896
2)
+119871 (1205722
119895+ 119877119896
2)+4120572119895119881]
+ cos (119878119896)
times [119877119896
22119881 minus 120572
119895(119897V + 119871)
minus 1205722
119895120572119895(119897V + 119871)
+2119881]]
119868(119895119899V+2+119899119887+119897)8
=1
21198881199052119890119909
times
119873
sum
119904=1
[119860119904119876119904exp (minus120572
119895119905)
times ((120572119895cos (119861
119904119897V minus 119878119896 minus 120579119904)
+ (119876119904minus 119877119896) sin (119861
119904119897V minus 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
+ ((120572119895sin (119861
119904119897V + 119878119896 minus 120579119904)
+ (119877119896+ 119876119904) cos (119861
119904119897V + 119878119896 minus 120579119904))
times (1205722
119895+ (119876119904+ 119877119896)2
)minus1
)
minus ((120572119895sin [(119877 minus 119876
119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)]
+ (119876119904minus 119877119896) cos [(119877
119896minus 119876119904) 119905
+ (119861119904119897V minus 119878119896 minus 120579119904)])
times (1205722
119895+ (119876119904minus 119877119896)2
)minus1
)
minus ((120572119895sin [minus (119877 + 119876
119904) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)]
+ (119877119896+ 119876119904) cos [minus (119876
119904+ 119877119896) 119905
+ (119861119904119897V + 119878119896 minus 120579119904)])
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
International Journal of
AerospaceEngineeringHindawi Publishing Corporationhttpwwwhindawicom Volume 2014
RoboticsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Active and Passive Electronic Components
Control Scienceand Engineering
Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
International Journal of
RotatingMachinery
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporation httpwwwhindawicom
Journal ofEngineeringVolume 2014
Submit your manuscripts athttpwwwhindawicom
VLSI Design
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Shock and Vibration
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Civil EngineeringAdvances in
Acoustics and VibrationAdvances in
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Electrical and Computer Engineering
Journal of
Advances inOptoElectronics
Hindawi Publishing Corporation httpwwwhindawicom
Volume 2014
The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014
SensorsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Modelling amp Simulation in EngineeringHindawi Publishing Corporation httpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Chemical EngineeringInternational Journal of Antennas and
Propagation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Navigation and Observation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
DistributedSensor Networks
International Journal of
Shock and Vibration 23
times(1205722
119895+ (119876119904+ 119877119896)2
)minus1
)]
119868(119895119899V+2+119899119887+119897)9
= minus119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199081)
2 (11987121205722119895+ 119899212058721198812)
times [exp (120572119895119905) 119896120587119881 sin(119896120587119881119905
119871)
minus119871120572119895+ exp 119871120572
119895(120572119895119905) cos(119896120587119881119905
119871)]
minus 119890119909
exp (minus120572119895119905) 119892119871 (119897V119898V + 21198981199082)
2 (11987121205722119895+ 119899212058721198812)
times [119896120587119881sin(119896120587119863119871
)
minus exp (120572119895119905) sin(119896120587119863 minus 119881119905
119871)
minus 119890119909119871120572119895cos(119896120587119863
119871)
minus exp (120572119895119905)
times cos(119896120587119863 minus 119881119905
119871)]
119868(119895119899V+2+119899119887+119897)10
= minus21198711198812(1198981199081
+ 1198981199082) 119890119909
times
119873
sum
119904=1
1198601199041198612
119904[ (((119896120587 minus 119861
119904119871)119881 cos [(119876
119904minus 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904minus 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812minus 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus (((119896120587 + 119861119904119871)119881
times cos [(119876119904+ 119877119904) 119905 + 120579
119904]
+119871120572119895sin [(119876
119904+ 119877119904) 119905 + 120579
119904])
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
minus exp (minus120572119895119905)
times ((minus (119896120587 +119861119904119871)119881 cos 120579
119904+119871120572119895sin 120579119904)
times (1198612
11990411987121198812+ 2119896120587119861
1199041198711198812
+119896212058721198812+ 11987121205722
119895)minus1
)
+ (((119896120587 minus 119861119904119871)119881 cos 120579
119904minus 119871120572119895sin 120579119904)
times((119896120587 minus 119861119904119871)2
1198812+ 11987121205722
119895)minus1
)]
minus8ℎ01198812119890119909(1198981199081
+ 1198981199082)
119896212058721198812 + 11987121205722119895
times [119896120587119881exp (minus120572119895119905) minus cos(119896120587119881119905
119871)
+119871120572119895sin(119896120587119881119905
119871)]
(A15)
Conflict of Interests
The authors declare that there is no conflict of interestsregarding the publication of this paper
References
[1] L FrybaVibration of Solids and Structures underMoving LoadsNoordhoff International Groningen The Netherlands 1968
[2] Y B Yang J D Yau and Y S Wu Vehicle Bridge InteractionDynamics with Application to High Speed Railways WorldScientific 2004
[3] J M Biggs Introduction to Structural Dynamics McGraw-HillNewYork NY USA 1964
[4] L FrybaDynamics of Railway BridgesThomas Telford PragueCzech Republic 1996
[5] R K Wen ldquoDynamic response of beams traversed by two axleloadsrdquo Journal of EngineeringMechanics Division ASCE vol 86pp 91ndash111 1960
[6] D Yadav and H C Upadhyay ldquoHeave-pitch-roll dynamics ofa vehicle with a variable velocity over a non-homogeneouslyprofiled flexible trackrdquo Journal of Sound and Vibration vol 164no 2 pp 337ndash348 1993
[7] T L Wang M Shahawy and D Z Huang ldquoDynamic responseof highway trucks due to road surface roughnessrdquo Journals ofComputer and Structures vol 49 no 6 pp 1055ndash1067 1993
[8] J-W Kou and J T deWolf ldquoVibrational behavior of continuousspan highway bridge-influencing variablesrdquo Journal of Struc-tural Engineering ASCE vol 123 no 3 pp 333ndash344 1997
[9] Y K Cheung F T K Au D Y Zheng and Y S ChengldquoVibration of multi-span non-uniform bridges under movingvehicles and trains by usingmodified beamvibration functionsrdquoJournal of Sound andVibration vol 228 no 3 pp 611ndash628 1999
[10] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[11] X Yin Z Fang and C S Cai ldquoLateral vibration of high-pier bridges under moving vehicular loadsrdquo Journal of BridgeEngineering vol 16 no 3 pp 400ndash412 2011
[12] S R Chen and C S Cai ldquoAccident assessment of vehicles onlong-span bridges in windy environmentsrdquo Journal of Wind
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
International Journal of
AerospaceEngineeringHindawi Publishing Corporationhttpwwwhindawicom Volume 2014
RoboticsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Active and Passive Electronic Components
Control Scienceand Engineering
Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
International Journal of
RotatingMachinery
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporation httpwwwhindawicom
Journal ofEngineeringVolume 2014
Submit your manuscripts athttpwwwhindawicom
VLSI Design
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Shock and Vibration
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Civil EngineeringAdvances in
Acoustics and VibrationAdvances in
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Electrical and Computer Engineering
Journal of
Advances inOptoElectronics
Hindawi Publishing Corporation httpwwwhindawicom
Volume 2014
The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014
SensorsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Modelling amp Simulation in EngineeringHindawi Publishing Corporation httpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Chemical EngineeringInternational Journal of Antennas and
Propagation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Navigation and Observation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
DistributedSensor Networks
International Journal of
24 Shock and Vibration
Engineering and Industrial Aerodynamics vol 92 no 12 pp991ndash1024 2004
[13] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[14] Y Zhang C S Cai X Shi and C Wang ldquoVehicle-induceddynamic performance of FRP versus concrete slab bridgerdquoJournal of Bridge Engineering vol 11 no 4 pp 410ndash419 2006
[15] M F Green and D Cebon ldquoDynamic interaction betweenheavy vehicles and highway bridgesrdquoComputers and Structuresvol 62 no 2 pp 253ndash264 1997
[16] S Marchesiello A Fasana L Garibaldi and B A D PiomboldquoDynamics of multi-span continuous straight bridges subject tomulti-degrees of freedommoving vehicle excitationrdquo Journal ofSound and Vibration vol 224 no 3 pp 541ndash561 1999
[17] K H Chu V K Garg and T L Wang ldquoImpact in railway pre-stressed concrete bridgesrdquo Journals of Structural EngineeringASCE vol 112 no 5 pp 1036ndash1051 1986
[18] D Huang T-L Wang and M Shahawy ldquoImpact analysisof continuous multigirder bridges due to moving vehiclesrdquoJournals of Structural Engineering ASCE vol 118 no 12 pp3427ndash3443 1992
[19] T-L Wang ldquoDynamic response of multigirder bridgesrdquo Jour-nals of Structural Engineering ASCE vol 118 no 8 pp 2222ndash2238 1992
[20] M Ichikawa Y Miyakawa and A Matsuda ldquoVibration analysisof the continuous beam subjected to a moving massrdquo Journal ofSound and Vibration vol 230 no 3 pp 493ndash506 2000
[21] N H Galdos D R Schelling and M A Sahin ldquoMethodologyfor impact factor of horizontally curved box bridgesrdquo Journalsof Structural Engineering ASCE vol 119 no 6 pp 1917ndash19341993
[22] Y B Yang C M Wu and J D Yau ldquoDynamic response of ahorizontally curved beam subjected to vertical and horizontalmoving loadsrdquo Journal of Sound and Vibration vol 242 no 3pp 519ndash537 2001
[23] H Kishan and R W Traill-Nash ldquoA model method for calcu-lation of highway bridge response with vehicle brakingrdquo CivilEngineering Transactions Institute Engineers Australia vol 19no 1 pp 44ndash50 1977
[24] K G Radley and R W Traill-Nash ldquoDynamic loading ofhighway bridgesrdquo Journal of Engineering Mechanics ASCE vol106 no 4 pp 641ndash658 1980
[25] S S Law and X Q Zhu ldquoBridge dynamic responses due to roadsurface roughness and braking of vehiclerdquo Journal of Sound andVibration vol 282 no 3ndash5 pp 805ndash830 2005
[26] P Lou ldquoA vehicle-track-bridge interaction element consideringvehiclersquos pitching effectrdquo Finite Elements in Analysis and Designvol 41 no 4 pp 397ndash427 2005
[27] S P Brady E J OrsquoBrien and A Znidaric ldquoEffect of vehiclevelocity on the dynamic amplification of a vehicle crossing asimply supported bridgerdquo Journal of Bridge Engineering ASCEvol 11 no 2 pp 241ndash249 2006
[28] J-D Yau and Y-B Yang ldquoA wideband MTMD system forreducing the dynamic response of continuous truss bridges tomoving train loadsrdquo Engineering Structures vol 26 no 12 pp1795ndash1807 2004
[29] N K Harris E J Obrien and A Gonzalez ldquoReduction ofbridge dynamic amplification through adjustment of vehiclesuspension dampingrdquo Journal of Sound and Vibration vol 302no 3 pp 471ndash485 2007
[30] W V Wedig ldquoDigital simulation of roadvehicle systemsrdquoProbabilistic Engineering Mechanics vol 27 no 1 pp 82ndash872012
[31] S Q Wu and S S Law ldquoEvaluating the response statistics of anuncertain bridgevehicle systemrdquoMechanical Systems and SignalProcessing vol 27 no 1 pp 576ndash589 2012
[32] I Kozar and N TMalic ldquoSpectral method in realistic modelingof bridges under moving vehiclesrdquo Engineering Structures vol50 pp 149ndash157 2013
[33] HANasrellah andC SManohar ldquoAparticle filtering approachfor structural system identification in vehicle-structure interac-tion problemsrdquo Journal of Sound and Vibration vol 329 no 9pp 1289ndash1309 2010
[34] M Shinozuka ldquoSimulation of multivariate and multidimen-sional random processrdquo Journal of Accoustical Society of Amer-ica vol 49 pp 357ndash367 1971
[35] D Huang and T-L Wang ldquoImpact analysis of cable-stayedbridgesrdquo Computers and Structures vol 43 no 5 pp 897ndash9081992
[36] D H Hodges and G A Pierce Introduction to StructuralDynamics and Aero-Elasticity Cambridge Aerospace Series2002
[37] D J Inman Engineering Vibration Prentice Hall 2001[38] N C Nigam Introduction to Random Vibrations The MIT
Press Cambridge Mass USA 1983[39] M C Potter and J Goldberg Mathematical Methods Prentice
Hall New Delhi India 1991[40] S S RaoMechanical Vibrations Pearson 4th edition 2004[41] L Deng and C S Cai ldquoIdentification of parameters of vehicles
moving on bridgesrdquo Journal of Engineering Structures vol 31no 10 pp 2474ndash2485 2009
[42] ISO 86061995 Mechanical vibration-Road surface profiles-reporting measured data
[43] E S Hwang and S A Nowak ldquoSimulation of dynamic load forbridgesrdquo Journal of Structural Engineering ASCE vol 117 pp1413ndash1434 1991
International Journal of
AerospaceEngineeringHindawi Publishing Corporationhttpwwwhindawicom Volume 2014
RoboticsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Active and Passive Electronic Components
Control Scienceand Engineering
Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
International Journal of
RotatingMachinery
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporation httpwwwhindawicom
Journal ofEngineeringVolume 2014
Submit your manuscripts athttpwwwhindawicom
VLSI Design
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Shock and Vibration
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Civil EngineeringAdvances in
Acoustics and VibrationAdvances in
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Electrical and Computer Engineering
Journal of
Advances inOptoElectronics
Hindawi Publishing Corporation httpwwwhindawicom
Volume 2014
The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014
SensorsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Modelling amp Simulation in EngineeringHindawi Publishing Corporation httpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Chemical EngineeringInternational Journal of Antennas and
Propagation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Navigation and Observation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
DistributedSensor Networks
International Journal of
International Journal of
AerospaceEngineeringHindawi Publishing Corporationhttpwwwhindawicom Volume 2014
RoboticsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Active and Passive Electronic Components
Control Scienceand Engineering
Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
International Journal of
RotatingMachinery
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporation httpwwwhindawicom
Journal ofEngineeringVolume 2014
Submit your manuscripts athttpwwwhindawicom
VLSI Design
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Shock and Vibration
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Civil EngineeringAdvances in
Acoustics and VibrationAdvances in
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Electrical and Computer Engineering
Journal of
Advances inOptoElectronics
Hindawi Publishing Corporation httpwwwhindawicom
Volume 2014
The Scientific World JournalHindawi Publishing Corporation httpwwwhindawicom Volume 2014
SensorsJournal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Modelling amp Simulation in EngineeringHindawi Publishing Corporation httpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Chemical EngineeringInternational Journal of Antennas and
Propagation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
Navigation and Observation
International Journal of
Hindawi Publishing Corporationhttpwwwhindawicom Volume 2014
DistributedSensor Networks
International Journal of
top related