# Effect of Bridge-Pier Differential Settlement on the Dynamic Response of a High-Speed Railway Train-Track-Bridge System

Authors: Xiaohui Zhang; Yao Shan; Xinwen Yang
Journal: Mathematical Problems in Engineering
 (2017)

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## Abstract

A model based on the theory of train-track-bridge coupling dynamics is built in the article to investigate how high-speed railway bridge pier differential settlement can affect various railway performance-related criteria. The performance of the model compares favorably with that of a 3D finite element model and train-track-bridge numerical model. The analysis of the study demonstrates that all the dynamic response for a span of 24 m is slightly larger than that for a span of 32 m. The wheel unloading rate increases with pier differential settlement for all of the calculation conditions considered, and its maximum value of 0.695 is well below the allowable limit. Meanwhile, the vertical acceleration increases with pier differential settlement and train speed, respectively, and the values for a pier differential settlement of 10 mm and speed of 350 km/h exceed the maximum allowable limit stipulated in the Chinese standards. On this basis, a speed limit for the exceeding pier differential settlement is determined for comfort consideration. Fasteners that had an initial tensile force due to pier differential settlement experience both compressive and tensile forces as the train passes through and are likely to have a lower service life than those which solely experience compressive forces.


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## Body

## 1. Introduction

China has embarked on an extensive program of building high-speed railway lines. The length of its high-speed operating network of approximately 17,000 km through July 2015 accounts for approximately 60% of the world’s total. The majority of these lines have been built on bridges (i.e., 80.5% [1] for the Beijing-Shanghai High-Speed Railway with a total length of approximately 1,318 km). This approach is employed because bridges, compared to other structures, can provide a more stable foundation for the railway track. However, a major issue for railway bridges concerns the allowable amount of differential settlement between adjacent bridge piers as this directly affect running safety, passenger comfort, and potential damage to structural components. Bridge-pier differential settlement can occur in railway lines. This is particularly true in those built in soft soil areas due to changes in pier support condition and nearby construction. Consequently, a bridge-pier differential settlement control standard for nonballasted railway has been developed in China [2]. Especially for high-speed railway lines, the differential settlement between two adjacent piers must be limited to 5 mm [3].Nevertheless, excessive bridge-pier differential settlement has not been completely avoided, and, for example, such a problem has occurred at the Wangyu River Bridge (see Figure1) of the Shanghai-Nanjing Intercity High-Speed Railway, which is the busiest high-speed railway line with a design speed of 350 km/h. The maximum differential settlement between two adjacent piers (with a spacing of 32 m) is approximately 10 mm, thus leading to an abnormal response of the train when passing through this area. As a consequence, the train speed must be strictly limited, and onerous maintenance for these piers must be done in the extremely short time allowed for this work. This greatly affects the transportation efficiency. The value of the speed limit is not determined in the standard, although it is directly related to running safety and passenger comfort. Therefore, it is necessary to study the effect of pier differential settlement on the dynamic response of the system.Figure 1
Excessive bridge-pier differential settlement.A number of authors have undertaken studies to investigate the vehicle-bridge interaction problem. Yang and Lin ‎[4] presented a procedure based on the dynamic condensation method for simulating the dynamic response of general vehicle-bridge systems. To improve Yang’s model, Azimi et al. ‎[5] developed a modified two-dimensional VBI element for vehicles experiencing sudden deceleration with sliding. To improve the accuracy of train-track-bridge interaction studies, Ziyaeifar ‎[6] introduced a technique based on using the Maxwell model for representing the suspension mechanism of train systems. Zhai et al. ‎[8] and Zhang et al. ‎[9] also presented frameworks to investigate the high-speed train-track-bridge dynamic interactions. All models listed above have laid a solid foundation for studying the pier differential settlement on the vehicle-track-bridge system.On the basis of vehicle-bridge coupled models, some researchers have focused on the effect of bridge-pier differential settlement on different performance criterion. For example, Invernizzi et al. [7] built a laboratory model on a 1 : 2 scale of a two-span masonry arch bridge to investigate the effect of the central pile settlement, and the main research was focused on the bridge structure. From the point of view of track and pier, Hu et al. [10] utilized a three-dimensional finite element model (FEM) to analyze the effect of pier differential settlement on related structures and suggested a settlement limit value depending on track deformation and pier forces. On the basis of a mechanism analysis of rail deformation along with pier settlement, Chen et al. [11, 12] obtained analytic expressions of the mapping relationship between pier settlement and rail deformation in the unit slab track system and longitudinally connected slab track system. However, they only focused on the static response due to the pier differential settlement. Yau investigated the dynamic response of a maglev vehicle [13] and a high-speed train [14] traveling over a multispan bridge undergoing ground support settlement. Utilizing a numerical dynamic model of the train-track-bridge system [15, 16] and assuming that the rail deformation caused by pier differential settlement was entirely translated into track surface irregularities, Wang et al. [17] related pier differential settlement with running safety and passenger comfort. By means of a similar method, Cao et al. [18] considered the rail deformation induced by engineering behaviors near the bridge piers using a three-dimensional FEM and studied the effect of pier differential settlement on the dynamic response of the train-track-bridge system with the same assumption.However, the static response of the track-bridge system due to the pier differential settlement is in fact a process of rebalancing the track structures and bridge beams according to the pier differential settlement under the effect of structure self-weight. Because the bridge beams (especially a simply supported beam bridge) are discontinuous in the longitudinal direction at piers, but the rail is continuous, the rail deformation differs from the bridge beam deformation at certain positions (see Figure2), leading to initial forces on fasteners before the train arrives. Consequently, the assumption made by Wang, Song, and Cao regarding rail deformation and track surface irregularities (regardless of the initial forces on fasteners due to the pier differential settlement) results in track support conditions which differ significantly from those found in practice. Thus, the modeling of pier differential settlement in this manner results in an incorrect dynamic response of related components (e.g., fasteners) and can therefore lead to incorrect estimates of the allowable differential settlement.Figure 2
Certain positions where the rail deformation differs from the bridge beam deformation.To address the issues, which are apparent in the identified existing studies and to simulate the static and dynamic response of the system due to the pier differential settlement in a more proper way, a model based on the theory of vehicle-track coupling dynamics [19], which considers the system self-weight, was developed to investigate the effect of differential settlement value, driving speed, and bridge span on the static and dynamic response of the system. To determine the allowable settlement, limiting performance criteria which consider stability, safety, and potential damage to the components were considered.


## 2. Train-Track-Bridge Coupled Model

### 2.1. Calculation Model

The train-track-bridge vertical coupled model includes the dynamic model of vehicle, rail, track slab, concrete base, bridge, and the interaction between these subsystems (see Figure3). The most important feature of the coupled model is that it can consider the effect of the self-weight of related structures, which makes it possible to calculate the static and dynamic response of the system affected by a pier differential settlement.Figure 3
Dynamic model of coupled train-track-bridge system.The vehicle subsystem consists of one vehicle body, two bogies, and four wheel sets and has 10 degrees of freedom (DOFs) as shown in Figure4.Figure 4
Vehicle subsystem model.Based on multirigid system dynamics theory, the vehicle dynamics model is written as(1)MvAv+CvVv+KvXv=Fv,of which the structural matrices of Mv, Kv, Cv, and the force vector Fv can be given as follows:(2)Mv=diag⁡McJcMtJtMtJtMwMwMwMw,Kv=2ksz0-ksz0-ksz000002kszlc2kszlc0-kszlc000002kpz+ksz000-kpz-kpz002kpzlt200kpzlt-kpzlt002kpz+ksz000-kpz-kpz2kpzlt200kpzlt-kpzltkpz000symmetrykpz00kpz0kpz,Cv=2csz0-csz0-csz000002cszlc2cszlc0-cszlc000002cpz+csz000-cpz-cpz002cpzlt200cpzlt-cpzlt002cpz+csz000-cpz-cpz2cpzlt200cpzlt-cpzltcpz000symmetrycpz00cpz0cpz,Fv=Mcg0Mtg0Mtg0Mwg-2P1Mwg-2P2Mwg-2P3Mwg-2P4.The rail is modeled as a simply supported Euler beam with self-weight; the track slab, concrete base, and bridge beam are modeled as a free-free Euler beam with self-weight. The fastener system, emulsified cement asphalt mortar (CA mortar), concrete base-bridge contact, and bridge bearing are regarded as discrete spring-damping systems [20].Through mechanical analysis, the differential equation describing the Euler beam oscillation in the vertical direction considering the self-weight can be written as follows:(3)EI∂4yx,t∂x4+mr∂2yx,t∂t2=Fx,t+mrg.The partial differential equations of the vertical vibration of the rail, track slab, concrete base, and bridge beam can be obtained by determining the external forces of the structures. The fourth-order partial differential equations can be solved using the Ritz method [21, 22], and the basic forms of the second-order ordinary differential equations of the modal coordinates of rail, track slab, concrete base, and bridge beam can be obtained as follows.Rail
(4)
q
¨
k
t
+
E
r
I
r
m
r
r
k
π
l
r
4
q
k
t
=
∑
j
=
1
4
P
j
t
Y
k
x
w
j
-
∑
i
=
1
N
F
r
s
i
t
Y
k
x
i
+
g
k
π
2
m
r
r
l
r
1
-
cos
⁡
k
π
k
=
1
~
N
M
.Track Slab
(5)
E
s
I
s
l
s
β
s
k
4
T
k
t
+
m
s
l
s
T
¨
k
t
=
∑
i
=
1
n
0
F
r
s
i
t
X
k
x
s
i
-
∑
i
=
1
n
0
F
c
a
i
t
X
k
x
s
i
+
m
s
g
G
s
k
k
=
1
~
N
S
.Concrete Base
(6)
E
b
I
b
l
b
β
b
k
4
B
k
t
+
m
b
l
b
B
¨
k
t
=
∑
i
=
1
m
0
F
cai
t
D
k
x
b
i
-
∑
i
=
1
m
0
F
f
d
i
t
D
k
x
b
i
+
m
b
g
G
b
k
k
=
1
~
N
B
.Bridge Beam
(7)
E
q
I
q
l
q
β
q
k
4
Q
k
t
+
m
q
l
q
Q
¨
k
t
=
∑
i
=
1
q
0
F
f
d
i
t
L
k
x
q
i
-
∑
i
=
1
2
F
z
z
i
t
L
k
x
z
i
+
m
q
g
G
q
k
k
=
1
~
N
Q
,where the additional functions of self-weight of the track slab Gsk, concrete base Gbk, and bridge beam Gqk can be given as follows:(8)Gsk=lsk=1,0k=2,elsβsk-e-lsβsk2βsk+sin⁡lsβskβsk-Ckelsβsk+e-lsβsk2βsk-cos⁡lsβskβskk>2,Gbk=lbk=1,0k=1,elbβbk-e-lbβbk2βbk+sin⁡lbβbkβbk-Ckelbβbk+e-lbβbk2βbk-cos⁡lbβbkβbkk>2,Gqk=lqk=1,0k=2,elqβqk-e-lqβqk2βqk+sin⁡lqβqkβqk-Ckelqβqk+e-lqβqk2βqk-cos⁡lqβqkβqkk>2.The dynamic coupling relationship of both the wheel and the rail provides the link between the vehicle subsystem and the rail subsystem [23, 24]. The Hertz nonlinear elastic contact theory [19] is used to determine the vertical wheel-rail contact force: (9)Pjt=Zwjt-Zrxwj,t-ZirrjtG3/20when  wheel-rail  separation.The interactions between the rail, track slab, concrete base, bridge beam, and bridge-pier subsystems are described by fastener force, CA mortar reaction force, bridge deck reaction force, and bridge bearing reaction force. These forces are expressed as(10)Frsit=CpiZ˙rxi,t-Z˙sxi,t+KpiZrxi,t-Zsxi,t,Fcait=CaiZ˙sxi,t-Z˙bxi,t+KaiZsxi,t-Zbxi,t,Ffdit=CfiZ˙bxi,t-Z˙qxi,t+KfiZbxi,t-Zqxi,t+zxi.The pier differential settlement is determined from the bridge bearing reaction force:(11)Fzzit=CziZ˙qxzi,t+KziZqxzi,t-di.Solutions of the proposed train-track-bridge dynamics model considering self-weight adopt the explicit integration method suggested in the literature [25].


### 2.2. Model Verification

The model suggested herein was verified through a comparative analysis of the outputs calculated by the model with those (1) computed by an FEM model for the static responses due to pier differential settlement regardless of wheel-rail contact force and (2) computed by a train-track-bridge dynamics model in the literature [26] for the vibration responses under a moving train load without the pier differential settlement.(
1) FEM. The finite element program ANSYS was used to establish the 3D FEM model which includes rails, fastener system, track slab, CA mortar, concrete base, bridge beams, bridge bearings, and bridge piers (see Figure 5). The rails were modeled with beam elements BEAM188, and the other structures were modeled with hexahedral solid elements SOLID185. The bridge in the 3D FEM model consisted of four beams which were all standard box beams in China with a 32 m length of the span (i.e., the total length of the bridge is 128 m). The bridge was supported on five piers among which the 3rd pier was assumed to have a 10 mm settlement compared with the other piers (i.e., the pier differential settlement is 10 mm). The parameters of the FEM model and the proposed model are listed in Table 1.Table 1
Parameters of FEM model and the proposed model.
Structure
Parameter (unit)
Value
FEM model
The proposed model
Steel rail
Elastic modulus (N/m2)
2.1059 × 1011
Inertia moment (m4)
3.1217 × 10−5
Linear density (kg/m)
60.64
Fastener
Stiffness (N/m)
6.0 × 107
Damping (kN s/m)
—
75
Track slab
Width (m)
2.4
Thickness (m)
0.19
Elastic modulus (N/m2)
3.5 × 1010
Poisson’s ratio
0.2
—
Density (kg/m3)
2500
CA mortar
Stiffness (N/m)
—
1.25 × 109
Damping (kN s/m)
—
34.58
Elastic Modulus (N/m2)
200 × 106
—
Poisson’s ratio
0.31
—
Density (kg/m3)
1800
—
Concrete base
Width (m)
2.88
Thickness (m)
0.25
Elastic modulus (N/m2)
3.0 × 1010
Poisson’s ratio
0.2
—
Density (kg/m3)
2500
Bridge beam
Elastic Modulus (N/m2)
3.55 × 1010
Poisson’s ratio
0.2
—
Density (kg/m3)
2500
Bridge bearing
Stiffness (N/m)
7.5 × 108
Damping (kN s/m)
—
7.5 × 104Figure 5
Model geometry: (a) three-dimensional view of whole model; (b) elevation view; (c) cross-section view; (d) detail of model.
(a)
(b)
(c)
(d)Figure6(a) shows the comparison of the vertical displacement of the rail obtained from the proposed model (with self-weight) and 3D FEM simulation due to a 10 mm pier differential settlement regardless of wheel-rail contact force. The vertical displacement of the rail in the two models shows good agreement and both present an inverted V-shape (see Figure 6(a)). Because of the continuity of the rail and discontinuity of the bridge structures in the longitudinal direction, the maximum value of the vertical displacement of the rail is less than 10 mm, thus leading to abnormal changes of the fastener force (see Figure 6(b)). As shown in Figure 6(b), the fastener force of the two models also shows a good agreement in magnitude and frequency. One may conclude that the proposed model is accurate and can consider the self-weight.Figure 6
Comparison of static responses: (a) rail vertical displacement and (b) fastener force.
(a)
(b)(
2) Model in the Literature [26].A comparison of the vertical acceleration of the bridge deck, the vertical displacement magnification factor, and vertical acceleration of the vehicle body under a moving train load regardless of the pier differential settlement was made between the result of the proposed model and that calculated in the literature [26]. The calculation was conducted for an Italian ETR500Y high-speed train running at different speeds regardless of the pier differential settlement. The bridge is composed of seven simply supported composite spans of 43.6 m. Figure 7 compares the vertical acceleration of the bridge deck (see Figure 7(a)), vertical displacement magnification factor of the mid-span (see Figure 7(b)), and vertical acceleration of the vehicle body (see Figure 7(c)) in the proposed model and the literature.Figure 7
Comparison of dynamic responses: (a) vertical acceleration of bridge deck, (b) vertical displacement magnification factor of mid-span, and (c) vertical acceleration of vehicle body.
(a)
(b)
(c)As shown in Figure7, the results obtained from the literature and the proposed model show a reasonable agreement. For example, the vertical acceleration of the bridge deck and vertical displacement magnification factor both increase with the train speed in general and reach a peak value at a train speed of 350 km/h. The difference in the results from the literature and proposed model may be partly explained by the fact that the track structure parameters in the proposed model may not be exactly the same as those in the literature.From the comparisons shown in Figures6 and 7 with the other models, it is evident that the proposed model can calculate the static and dynamic response of the system due to pier differential settlement with a sufficient degree of accuracy. Compared to the 3D FEM simulation, the proposed model is considerably more efficient computationally but is still capable of computing the static response of the system accurately when pier differential settlement occurs. Note that each simulation of the proposed approach requires approximately five minutes of CPU time on an Intel Core i5 processors, while each FEM-based model will have to cost several hours of CPU time. Compared to the integral model in the literature, the proposed model takes into consideration the effect of structure self-weight, which is more representative of the actual situation and thus can be used to calculate the dynamic response of the system due to the pier differential settlement.


## 2.1. Calculation Model

The train-track-bridge vertical coupled model includes the dynamic model of vehicle, rail, track slab, concrete base, bridge, and the interaction between these subsystems (see Figure3). The most important feature of the coupled model is that it can consider the effect of the self-weight of related structures, which makes it possible to calculate the static and dynamic response of the system affected by a pier differential settlement.Figure 3
Dynamic model of coupled train-track-bridge system.The vehicle subsystem consists of one vehicle body, two bogies, and four wheel sets and has 10 degrees of freedom (DOFs) as shown in Figure4.Figure 4
Vehicle subsystem model.Based on multirigid system dynamics theory, the vehicle dynamics model is written as(1)MvAv+CvVv+KvXv=Fv,of which the structural matrices of Mv, Kv, Cv, and the force vector Fv can be given as follows:(2)Mv=diag⁡McJcMtJtMtJtMwMwMwMw,Kv=2ksz0-ksz0-ksz000002kszlc2kszlc0-kszlc000002kpz+ksz000-kpz-kpz002kpzlt200kpzlt-kpzlt002kpz+ksz000-kpz-kpz2kpzlt200kpzlt-kpzltkpz000symmetrykpz00kpz0kpz,Cv=2csz0-csz0-csz000002cszlc2cszlc0-cszlc000002cpz+csz000-cpz-cpz002cpzlt200cpzlt-cpzlt002cpz+csz000-cpz-cpz2cpzlt200cpzlt-cpzltcpz000symmetrycpz00cpz0cpz,Fv=Mcg0Mtg0Mtg0Mwg-2P1Mwg-2P2Mwg-2P3Mwg-2P4.The rail is modeled as a simply supported Euler beam with self-weight; the track slab, concrete base, and bridge beam are modeled as a free-free Euler beam with self-weight. The fastener system, emulsified cement asphalt mortar (CA mortar), concrete base-bridge contact, and bridge bearing are regarded as discrete spring-damping systems [20].Through mechanical analysis, the differential equation describing the Euler beam oscillation in the vertical direction considering the self-weight can be written as follows:(3)EI∂4yx,t∂x4+mr∂2yx,t∂t2=Fx,t+mrg.The partial differential equations of the vertical vibration of the rail, track slab, concrete base, and bridge beam can be obtained by determining the external forces of the structures. The fourth-order partial differential equations can be solved using the Ritz method [21, 22], and the basic forms of the second-order ordinary differential equations of the modal coordinates of rail, track slab, concrete base, and bridge beam can be obtained as follows.Rail
(4)
q
¨
k
t
+
E
r
I
r
m
r
r
k
π
l
r
4
q
k
t
=
∑
j
=
1
4
P
j
t
Y
k
x
w
j
-
∑
i
=
1
N
F
r
s
i
t
Y
k
x
i
+
g
k
π
2
m
r
r
l
r
1
-
cos
⁡
k
π
k
=
1
~
N
M
.Track Slab
(5)
E
s
I
s
l
s
β
s
k
4
T
k
t
+
m
s
l
s
T
¨
k
t
=
∑
i
=
1
n
0
F
r
s
i
t
X
k
x
s
i
-
∑
i
=
1
n
0
F
c
a
i
t
X
k
x
s
i
+
m
s
g
G
s
k
k
=
1
~
N
S
.Concrete Base
(6)
E
b
I
b
l
b
β
b
k
4
B
k
t
+
m
b
l
b
B
¨
k
t
=
∑
i
=
1
m
0
F
cai
t
D
k
x
b
i
-
∑
i
=
1
m
0
F
f
d
i
t
D
k
x
b
i
+
m
b
g
G
b
k
k
=
1
~
N
B
.Bridge Beam
(7)
E
q
I
q
l
q
β
q
k
4
Q
k
t
+
m
q
l
q
Q
¨
k
t
=
∑
i
=
1
q
0
F
f
d
i
t
L
k
x
q
i
-
∑
i
=
1
2
F
z
z
i
t
L
k
x
z
i
+
m
q
g
G
q
k
k
=
1
~
N
Q
,where the additional functions of self-weight of the track slab Gsk, concrete base Gbk, and bridge beam Gqk can be given as follows:(8)Gsk=lsk=1,0k=2,elsβsk-e-lsβsk2βsk+sin⁡lsβskβsk-Ckelsβsk+e-lsβsk2βsk-cos⁡lsβskβskk>2,Gbk=lbk=1,0k=1,elbβbk-e-lbβbk2βbk+sin⁡lbβbkβbk-Ckelbβbk+e-lbβbk2βbk-cos⁡lbβbkβbkk>2,Gqk=lqk=1,0k=2,elqβqk-e-lqβqk2βqk+sin⁡lqβqkβqk-Ckelqβqk+e-lqβqk2βqk-cos⁡lqβqkβqkk>2.The dynamic coupling relationship of both the wheel and the rail provides the link between the vehicle subsystem and the rail subsystem [23, 24]. The Hertz nonlinear elastic contact theory [19] is used to determine the vertical wheel-rail contact force: (9)Pjt=Zwjt-Zrxwj,t-ZirrjtG3/20when  wheel-rail  separation.The interactions between the rail, track slab, concrete base, bridge beam, and bridge-pier subsystems are described by fastener force, CA mortar reaction force, bridge deck reaction force, and bridge bearing reaction force. These forces are expressed as(10)Frsit=CpiZ˙rxi,t-Z˙sxi,t+KpiZrxi,t-Zsxi,t,Fcait=CaiZ˙sxi,t-Z˙bxi,t+KaiZsxi,t-Zbxi,t,Ffdit=CfiZ˙bxi,t-Z˙qxi,t+KfiZbxi,t-Zqxi,t+zxi.The pier differential settlement is determined from the bridge bearing reaction force:(11)Fzzit=CziZ˙qxzi,t+KziZqxzi,t-di.Solutions of the proposed train-track-bridge dynamics model considering self-weight adopt the explicit integration method suggested in the literature [25].


## 2.2. Model Verification

The model suggested herein was verified through a comparative analysis of the outputs calculated by the model with those (1) computed by an FEM model for the static responses due to pier differential settlement regardless of wheel-rail contact force and (2) computed by a train-track-bridge dynamics model in the literature [26] for the vibration responses under a moving train load without the pier differential settlement.(
1) FEM. The finite element program ANSYS was used to establish the 3D FEM model which includes rails, fastener system, track slab, CA mortar, concrete base, bridge beams, bridge bearings, and bridge piers (see Figure 5). The rails were modeled with beam elements BEAM188, and the other structures were modeled with hexahedral solid elements SOLID185. The bridge in the 3D FEM model consisted of four beams which were all standard box beams in China with a 32 m length of the span (i.e., the total length of the bridge is 128 m). The bridge was supported on five piers among which the 3rd pier was assumed to have a 10 mm settlement compared with the other piers (i.e., the pier differential settlement is 10 mm). The parameters of the FEM model and the proposed model are listed in Table 1.Table 1
Parameters of FEM model and the proposed model.
Structure
Parameter (unit)
Value
FEM model
The proposed model
Steel rail
Elastic modulus (N/m2)
2.1059 × 1011
Inertia moment (m4)
3.1217 × 10−5
Linear density (kg/m)
60.64
Fastener
Stiffness (N/m)
6.0 × 107
Damping (kN s/m)
—
75
Track slab
Width (m)
2.4
Thickness (m)
0.19
Elastic modulus (N/m2)
3.5 × 1010
Poisson’s ratio
0.2
—
Density (kg/m3)
2500
CA mortar
Stiffness (N/m)
—
1.25 × 109
Damping (kN s/m)
—
34.58
Elastic Modulus (N/m2)
200 × 106
—
Poisson’s ratio
0.31
—
Density (kg/m3)
1800
—
Concrete base
Width (m)
2.88
Thickness (m)
0.25
Elastic modulus (N/m2)
3.0 × 1010
Poisson’s ratio
0.2
—
Density (kg/m3)
2500
Bridge beam
Elastic Modulus (N/m2)
3.55 × 1010
Poisson’s ratio
0.2
—
Density (kg/m3)
2500
Bridge bearing
Stiffness (N/m)
7.5 × 108
Damping (kN s/m)
—
7.5 × 104Figure 5
Model geometry: (a) three-dimensional view of whole model; (b) elevation view; (c) cross-section view; (d) detail of model.
(a)
(b)
(c)
(d)Figure6(a) shows the comparison of the vertical displacement of the rail obtained from the proposed model (with self-weight) and 3D FEM simulation due to a 10 mm pier differential settlement regardless of wheel-rail contact force. The vertical displacement of the rail in the two models shows good agreement and both present an inverted V-shape (see Figure 6(a)). Because of the continuity of the rail and discontinuity of the bridge structures in the longitudinal direction, the maximum value of the vertical displacement of the rail is less than 10 mm, thus leading to abnormal changes of the fastener force (see Figure 6(b)). As shown in Figure 6(b), the fastener force of the two models also shows a good agreement in magnitude and frequency. One may conclude that the proposed model is accurate and can consider the self-weight.Figure 6
Comparison of static responses: (a) rail vertical displacement and (b) fastener force.
(a)
(b)(
2) Model in the Literature [26].A comparison of the vertical acceleration of the bridge deck, the vertical displacement magnification factor, and vertical acceleration of the vehicle body under a moving train load regardless of the pier differential settlement was made between the result of the proposed model and that calculated in the literature [26]. The calculation was conducted for an Italian ETR500Y high-speed train running at different speeds regardless of the pier differential settlement. The bridge is composed of seven simply supported composite spans of 43.6 m. Figure 7 compares the vertical acceleration of the bridge deck (see Figure 7(a)), vertical displacement magnification factor of the mid-span (see Figure 7(b)), and vertical acceleration of the vehicle body (see Figure 7(c)) in the proposed model and the literature.Figure 7
Comparison of dynamic responses: (a) vertical acceleration of bridge deck, (b) vertical displacement magnification factor of mid-span, and (c) vertical acceleration of vehicle body.
(a)
(b)
(c)As shown in Figure7, the results obtained from the literature and the proposed model show a reasonable agreement. For example, the vertical acceleration of the bridge deck and vertical displacement magnification factor both increase with the train speed in general and reach a peak value at a train speed of 350 km/h. The difference in the results from the literature and proposed model may be partly explained by the fact that the track structure parameters in the proposed model may not be exactly the same as those in the literature.From the comparisons shown in Figures6 and 7 with the other models, it is evident that the proposed model can calculate the static and dynamic response of the system due to pier differential settlement with a sufficient degree of accuracy. Compared to the 3D FEM simulation, the proposed model is considerably more efficient computationally but is still capable of computing the static response of the system accurately when pier differential settlement occurs. Note that each simulation of the proposed approach requires approximately five minutes of CPU time on an Intel Core i5 processors, while each FEM-based model will have to cost several hours of CPU time. Compared to the integral model in the literature, the proposed model takes into consideration the effect of structure self-weight, which is more representative of the actual situation and thus can be used to calculate the dynamic response of the system due to the pier differential settlement.


## 3. Effect of Pier Differential Settlement

To obtain a deep insight into the limits of pier differential settlement as a part of the standards for construction and maintenance, a study was carried out to determine the functional performance criteria associated with train safety, stability, and service life of the fastener system as a function of the following:(i)
Amplitude of pier differential settlement: 2 mm, 5 mm, 8 mm, and 10 mm(ii)
Train speed: 200 km/h, 250 km/h, 300 km/h, and 350 km/h(iii)
Span of the simply supported beam bridge: 24 m and 32 m (note that a span of 24 m or 32 m is most widely used in China)The measures of functional performance criteria were chosen for the following:(a)
Stability: the maximum vertical acceleration of a train, which was in keeping with a number of railway organizations, was used as a measure of stability. In Chinese design standards, an upper limit of the vertical acceleration 0.13 g is specified [27].(b)
Safety: the likelihood of the derailment of a train is commonly measured by the wheel unloading rate and an upper limit of 0.9 is suggested in the literature [27].(c)
Service time of the fastener system: the service time of the fastener system is partly related to fastener force.The train chosen in the calculation is a CRH3 EMU train with an axle load of approximately 16 t, and the bridge is the standard simply supported beam bridge with CRTS I slab track. There are nine piers in the model and only the middle pier of the bridge has a certain settlement.


### 3.1. Wheel Unloading Rate

Figure8 shows the computed wheel-rail contact force at positions A and B (indicated in Figure 2) for four chosen pier differential settlements and a 24 m length of the span when the train speed is 350 km/h. It can be seen from the figure that the wheel-rail contact force at position A decreases with the pier differential settlement. In contrast, the wheel-rail contact force at position B increases with the pier differential settlement. The reason for the effect of pier differential settlement on the wheel-rail contact force shown in Figure 8 can be explained as follows. When the train passes through position A, the train will experience an effect of centrifugal force because of the settlement curve of the rail according to the pier differential settlement. The larger is the pier differential settlement, the greater is the centrifugal force experienced by the train and the smaller is the wheel-rail contact force. The condition of the wheel-rail contact force at position B can also be explained using a similar theory, but the train experiences a centripetal force instead of centrifugal force.Figure 8
Wheel-rail contact force for different pier settlement values: (a) position A and (b) position B.
(a)
(b)Figure9 shows the maximum wheel unloading rate at positions A and B as a function of the pier differential settlement. It can be seen that the wheel unloading rate increases with the pier differential settlement for all calculation conditions considered. The wheel unloading rate with a 24 m length of span is slightly larger than that with a 32 m length of span. The maximum of the wheel unloading rate increases with train speed as expected, with a corresponding decrease in safety, but for all the considered train speeds, its maximum value of 0.695 is well below the allowable limit (i.e., 0.9).Figure 9
Maximum wheel unloading rate at different pier settlement values.


### 3.2. Vertical Acceleration of Vehicle Body

Figure10 shows the vertical acceleration as a function of running distance with different pier differential settlement for 24 m of bridge beam at a speed of 350 km/h. As shown in Figure 10, the vertical acceleration in spans 3~6 is affected by the pier differential settlement. The overall trend for the change of vertical acceleration curve is an initial increase at the 3rd span before a decrease when the train comes to the 4th span. The acceleration reaches its minimum at the position of the pier that has a settlement and then generally returns to its initial state.Figure 10
Vertical acceleration of the vehicle body at different pier settlement values.Figure11 shows the maximum vertical acceleration (absolute value) as a function of the pier differential settlement for bridge beam lengths of 24 m and 32 m. The maximum vertical acceleration increases with the pier differential settlement, and the acceleration with a 24 m length of the bridge beam is slightly larger than that with a 32 m length of the bridge beam. The vertical acceleration reaches its maximum when the pier differential settlement is 10 mm and the train speed is 350 km/h, respectively, 0.135 g for a 24 m length of the bridge beam, and 0.131 g for a 32 m length of the bridge beam. The two maximum values of vertical acceleration both exceed the maximum allowable limit stipulated in the Chinese standards (i.e., 0.13 g). As mentioned in the Introduction, the train speed must be limited if the pier differential settlement exceeds the allowable limit. The reason for the speed limit is to cause the system dynamic response to the exceeding pier differential settlement condition to have a value below that of the normal pier differential settlement condition (when the pier differential settlement does not reach the allowable limit). The maximum vertical acceleration of the vehicle body when the pier differential settlement is 5 mm (i.e., the allowable limit of the pier differential settlement for two adjacent piers) is approximately 0.097 g, so the limit speed can be determined from Figure 11 for consideration of passenger comfort as listed in Table 2.Table 2
Speed limit for exceeding pier differential settlement.
Pier differential settlement (mm)
6
7
8
9
10
Speed limit (km/h)
300
250
250
250
200Figure 11
Maximum vertical acceleration of the vehicle body at different pier settlement values.


### 3.3. Fastener Force

As an important component of track structures to link rails and ties, the fastener system must have sufficient strength and durability. For the simply supported beam bridge, the bridge beams are discontinuous in the longitudinal direction at the piers, while the rail is continuous. As a result, the rail deformation differs from the bridge beam deformation when a pier differential settlement occurs, thus leading to initial fastener forces before the train arrives. Figure12 shows the initial fastener force at a pier differential settlement of 2 mm, 5 mm, 8 mm, and 10 mm for a bridge beam length of 24 m. Note that a compressive initial fastener force is positive and the tensile force is negative. As shown in Figure 12, an abnormal change occurs at the position of the pier that has a settlement and the two adjacent piers. The bending direction of the rail at the position of the pier, which has a settlement, is opposite to that at the position of the two adjacent piers, meaning that the shape of the initial fastener force curve at two kinds of position is approximately inverted. The initial fastener force (compressive force and tensile force with absolute value) increases with the pier differential settlement and the maximum compressive and tensile forces are listed in Table 3.Table 3
Maximum fastener compressive and tensile forces.
Span of the bridge beams
Initial fastener force
Pier differential settlement (mm)
2
5
8
10
24 m
Maximum tensile force (kN)
0.294
1.285
2.276
2.937
Maximum compressive force (kN)
0.712
1.238
1.733
2.065
32 m
Maximum tensile force (kN)
0.154
0.956
1.755
2.286
Maximum compressive force (kN)
0.647
1.048
1.449
1.717Figure 12
Initial fastener force before train arrives.As shown in Table3, the maximum tensile force and compressive force for a 24 m length of bridge beam are both greater than those for a 32 m length of bridge beam. When the pier differential settlement is 10 mm, the initial fastener force reaches its maximum, namely, 2.937 kN (tensile force) and 2.065 kN (compressive force) for a span of 24 m and 2.286 kN (tensile force) and 1.717 kN (compressive force) for a span of 32 m. The time history characteristics of the fastener force due to the train loading differ with the fasteners that have different initial forces. Further analysis shows that some of the fasteners are always in compression with and without train loading (see Figure 13 for the fastener that has a compressive initial force), while some fasteners experience both compressive and tensile forces as shown in Figure 13. Those that experience both compressive and tensile cyclic loading forces are likely to have lower service lives than those subjected to compressive forces only [28].Figure 13
Fastener forces of fasteners subjected to compressive forces alone and fasteners subjected to both compressive and tensile cyclic forces.


## 3.1. Wheel Unloading Rate

Figure8 shows the computed wheel-rail contact force at positions A and B (indicated in Figure 2) for four chosen pier differential settlements and a 24 m length of the span when the train speed is 350 km/h. It can be seen from the figure that the wheel-rail contact force at position A decreases with the pier differential settlement. In contrast, the wheel-rail contact force at position B increases with the pier differential settlement. The reason for the effect of pier differential settlement on the wheel-rail contact force shown in Figure 8 can be explained as follows. When the train passes through position A, the train will experience an effect of centrifugal force because of the settlement curve of the rail according to the pier differential settlement. The larger is the pier differential settlement, the greater is the centrifugal force experienced by the train and the smaller is the wheel-rail contact force. The condition of the wheel-rail contact force at position B can also be explained using a similar theory, but the train experiences a centripetal force instead of centrifugal force.Figure 8
Wheel-rail contact force for different pier settlement values: (a) position A and (b) position B.
(a)
(b)Figure9 shows the maximum wheel unloading rate at positions A and B as a function of the pier differential settlement. It can be seen that the wheel unloading rate increases with the pier differential settlement for all calculation conditions considered. The wheel unloading rate with a 24 m length of span is slightly larger than that with a 32 m length of span. The maximum of the wheel unloading rate increases with train speed as expected, with a corresponding decrease in safety, but for all the considered train speeds, its maximum value of 0.695 is well below the allowable limit (i.e., 0.9).Figure 9
Maximum wheel unloading rate at different pier settlement values.


## 3.2. Vertical Acceleration of Vehicle Body

Figure10 shows the vertical acceleration as a function of running distance with different pier differential settlement for 24 m of bridge beam at a speed of 350 km/h. As shown in Figure 10, the vertical acceleration in spans 3~6 is affected by the pier differential settlement. The overall trend for the change of vertical acceleration curve is an initial increase at the 3rd span before a decrease when the train comes to the 4th span. The acceleration reaches its minimum at the position of the pier that has a settlement and then generally returns to its initial state.Figure 10
Vertical acceleration of the vehicle body at different pier settlement values.Figure11 shows the maximum vertical acceleration (absolute value) as a function of the pier differential settlement for bridge beam lengths of 24 m and 32 m. The maximum vertical acceleration increases with the pier differential settlement, and the acceleration with a 24 m length of the bridge beam is slightly larger than that with a 32 m length of the bridge beam. The vertical acceleration reaches its maximum when the pier differential settlement is 10 mm and the train speed is 350 km/h, respectively, 0.135 g for a 24 m length of the bridge beam, and 0.131 g for a 32 m length of the bridge beam. The two maximum values of vertical acceleration both exceed the maximum allowable limit stipulated in the Chinese standards (i.e., 0.13 g). As mentioned in the Introduction, the train speed must be limited if the pier differential settlement exceeds the allowable limit. The reason for the speed limit is to cause the system dynamic response to the exceeding pier differential settlement condition to have a value below that of the normal pier differential settlement condition (when the pier differential settlement does not reach the allowable limit). The maximum vertical acceleration of the vehicle body when the pier differential settlement is 5 mm (i.e., the allowable limit of the pier differential settlement for two adjacent piers) is approximately 0.097 g, so the limit speed can be determined from Figure 11 for consideration of passenger comfort as listed in Table 2.Table 2
Speed limit for exceeding pier differential settlement.
Pier differential settlement (mm)
6
7
8
9
10
Speed limit (km/h)
300
250
250
250
200Figure 11
Maximum vertical acceleration of the vehicle body at different pier settlement values.


## 3.3. Fastener Force

As an important component of track structures to link rails and ties, the fastener system must have sufficient strength and durability. For the simply supported beam bridge, the bridge beams are discontinuous in the longitudinal direction at the piers, while the rail is continuous. As a result, the rail deformation differs from the bridge beam deformation when a pier differential settlement occurs, thus leading to initial fastener forces before the train arrives. Figure12 shows the initial fastener force at a pier differential settlement of 2 mm, 5 mm, 8 mm, and 10 mm for a bridge beam length of 24 m. Note that a compressive initial fastener force is positive and the tensile force is negative. As shown in Figure 12, an abnormal change occurs at the position of the pier that has a settlement and the two adjacent piers. The bending direction of the rail at the position of the pier, which has a settlement, is opposite to that at the position of the two adjacent piers, meaning that the shape of the initial fastener force curve at two kinds of position is approximately inverted. The initial fastener force (compressive force and tensile force with absolute value) increases with the pier differential settlement and the maximum compressive and tensile forces are listed in Table 3.Table 3
Maximum fastener compressive and tensile forces.
Span of the bridge beams
Initial fastener force
Pier differential settlement (mm)
2
5
8
10
24 m
Maximum tensile force (kN)
0.294
1.285
2.276
2.937
Maximum compressive force (kN)
0.712
1.238
1.733
2.065
32 m
Maximum tensile force (kN)
0.154
0.956
1.755
2.286
Maximum compressive force (kN)
0.647
1.048
1.449
1.717Figure 12
Initial fastener force before train arrives.As shown in Table3, the maximum tensile force and compressive force for a 24 m length of bridge beam are both greater than those for a 32 m length of bridge beam. When the pier differential settlement is 10 mm, the initial fastener force reaches its maximum, namely, 2.937 kN (tensile force) and 2.065 kN (compressive force) for a span of 24 m and 2.286 kN (tensile force) and 1.717 kN (compressive force) for a span of 32 m. The time history characteristics of the fastener force due to the train loading differ with the fasteners that have different initial forces. Further analysis shows that some of the fasteners are always in compression with and without train loading (see Figure 13 for the fastener that has a compressive initial force), while some fasteners experience both compressive and tensile forces as shown in Figure 13. Those that experience both compressive and tensile cyclic loading forces are likely to have lower service lives than those subjected to compressive forces only [28].Figure 13
Fastener forces of fasteners subjected to compressive forces alone and fasteners subjected to both compressive and tensile cyclic forces.


## 4. Conclusions

This paper describes a numerical model for a coupled dynamics analysis of vertical responses in a train-track-bridge system. The performances of the model are compared with a 3D FEM and numerical model in the literature. Compared to the existing models, the proposed model has two advantages: (i) the model considers the effect of structure self-weight; thus, it can be used to calculate the dynamic response of the system due to the pier differential settlement; (ii) the model is considerably more computationally efficient, and it therefore can be used in environments that do not have access to the computing facilities that are required to run similar FEMs.The developed model was used to investigate the influence of the pier differential settlement, train speed, and length of the bridge beam on measures of track performance associated with passenger ride quality, railway vehicle safety, and fastener forces. The following findings may be drawn from the analysis.(1)
The wheel unloading rate increases with both train speed and pier differential settlement. The wheel unloading rate for a 24 m length of bridge beam is slightly larger than that for a 32 m length of bridge beam, and for all the considered train speeds, its maximum value of 0.695 is well below the allowable limit.(2)
The vehicle vertical acceleration increases with the pier differential settlement and train speed. The maximum vertical acceleration, respectively, 0.135 g for a 24 m length of bridge beam and 0.131 g for a 32 m length of bridge beam, exceeds the maximum allowable limit stipulated in the Chinese standards. On this basis, the speed limit for the exceeding pier differential settlement is determined for comfort consideration.(3)
The beams of a simply supported beam bridge are discontinuous in the longitudinal direction at piers but the rail is continuous, thus leading to initial fastener forces before the train arrives. The fasteners that have an initial compressive force are always in compression with and without train loading, while fasteners that have an initial tensile force experience both compressive and tensile forces and are likely to have lower service lives than those that are subjected to compressive forces alone.



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*Source: 8960628-2017-09-24.xml*