Simulation Analysis of Cantilever Construction of Extradosed Cable-
Sta
y
ed Brid
g
e
Jingxian Shi
1
and Yingjie Cheng
2
1
Oxbridge College, Kunming University of Science and Technology,KunMing 650106 Yunnan, China ；
2
Yunnan Aerospace Engineering Geophysical Detecting Co.Ltd, Kunming 650217, Yunnan, China
Keywords: Extradosed cable-stayed bridge, construction simulation.
Abstract: In the construction of long span beam, the bridge is in linear with the requirement of the design alignment is
the key to ensure that the bridge is in a reasonable stress state, the safety of the bridge operation and the
beautiful appearance of the bridge. An example of a Extradosed cable-stayed bridge is presented in this
paper，a three-dimensional finite element solid model is established by the simulation analysis of Midas
software, and the deflection and stress of main girder in each construction stage are simulated and analyzed,
the bridge construction process is simulated and calculated as well.
1 INTRODUCTION
The simulation analysis of bridge construction
includes：set up a detailed model of each bearing
member in the whole bridge range; by using the
reliable numerical analysis method, such as the finite
element method, the above model is analyzed and
calculated, and a relatively detailed and reliable
analysis result is obtained; with the help of rich and
effective graphic display software, a large number of
calculated numbers are visualized, and the
distribution images of the calculated results of the
displacement, stress and strain of all parts of the
whole bridge and each stage are seen directly,
analyze and judge directly from the image to obtain
useful conclusions and guide the construction in
time. The bridge structure simulation is built up and
improved with the development of finite element
technology and computer software and hardware.
Figure 1: Bridge longitudinal section diagram
In this paper, A 2Χ175m Extradosed cable-stayed
bridge as an example.The main beam is a single box
three chamber large cantilever variable cross section
PC continuous box girder. the height of the fulcrum
beam and middle beam are 4.48m and 2.85m
respectively，box beam top width 27m, the length
of cantilever flange plate is 4.5m. Reinforced
concrete single column solid rectangular cross
section in main tower, which the height of tower is
26.5m.The cable-stayed is arranged on the central
partition with 11 pairs of 44 rows; tower and beam
are consolidated together. design load: Road- Ⅱ ,
crowd load-3.5kN/m
2
;bridge width- 27m.
2 CONSTRUCTION
SIMULATION ANALYSIS
The cantilever construction stage of the main bridge
box girder is the key and difficult point of the whole
bridge construction, the construction of each beam
can be decomposed into 6 construction steps: basket
moving forward; adjustment the elevation of the
mould plate; concrete pouring; tensioning prestress;
Preliminary tensioned stayed cable(with cable
section)；precise adjustment of stayed cable (with
cable section). The division of the main beam
segment is shown in Figure 2.
298
Shi, J. and Cheng, Y.
Simulation Analysis of Cantilever Construction of Extradosed Cable-Stayed Bridge.
In 3rd International Conference on Electromechanical Control Technology and Transportation (ICECTT 2018), pages 298-303
ISBN: 978-989-758-312-4
Copyright © 2018 by SCITEPRESS – Science and Technology Publications, Lda. All rights reserved

Figure2: The diagram of main beam division
2.1 Parameters obtained by structural
analysis
There are 7 types of unit section ， in which the
variable section is automatically calculated by
program, and the type of material is 3. The specific
parameters are shown in Table 1 and 2.
2.2 Structural model
The MIDAS Civil analysis program is applied in the
construction stage. The structural calculation is
carried out according to the spatial truss structure.
The structure is composed of piers, main girders,
main towers and cables. The discrete model of
structural analysis is shown in Figure 3. The whole
bridge consists of 146 units and 172 nodes, in which
the main beam, the pier and the main tower are the
space beam units, and the cable is a space truss unit.
The boundary conditions in the analysis are the
lower end of the cable-tower is consolidated ；
simulation of transition piers and auxiliary piers by
movable hinge support; The lower end of the cast-
in-place bracket unit is a fixed hinge support.
Figure 3: Structural model
2.3 Division of construction stage
The whole bridge construction is divided into 88
calculation stages according to the design drawings
and the construction organization design. The total
construction period is 284 days. See Table 3 for
details.
Table1: Section parameter summary of calculation model
number 1 2 3 4 5 6 7 8 9 10
location
main beam
0#section
main
beam
1#section
main
beam
7#section
main beam
21#section
Bottom
of pier
Top of
pier
main
tower
cable
31-7
cable
34-7
cable
34-7
Area 42.192 25.493 19.134 30.179 64.824 47.202 5.980
4.34e-
3
4.67e-
3
5.18e-
3
Izz 1511.01 1055.96 910.59 1190.93 1337.31 973.77 4.46
notes: Izz： The moment of inertia to the Z axis of the unit local coordinate system (m
4
)
Table 2: Material parameter summary of calculation model
Material
number
Type of components Material type
Modulus of
elasticity (MPa)
Bulk density
(kN/m
3
)
thermal expansion
coefficient (1/
0
C)
1
Pier, main beam, mian
towe
r
C50 3.45E+04 26 1.00E-05
2
stayed cable and
p
restress
High strength steel
wire
1.95E+05 78.5 1.20E-05
Simulation Analysis of Cantilever Construction of Extradosed Cable-Stayed Bridge
299

Table 3 Construction stage division of calculation model
construction
sta
g
e
Name of construction
com
p
onent
Working condition description
1 Pier Bridge pier construction
2 0#block Pouring 0# block concrete and tensioning prestress
3 Brid
g
e towe
r
Brid
g
e tower construction
4-6 1#
b
ea
m
Install the basket-Concrete
p
ourin
g
-Formin
g
beam section-Tensionin
g
p
restress
7-18 2#beam-5#beam
Basket moving forward-Concrete pouring-Forming beam section-Prestressed steel
b
undles in each section of tensioned bea
m
19-62 6#beam-16#beam
Basket moving forward-Concrete pouring-Forming beam section-Prestressed steel
b
undles in each section of tensioned bea
m
-stayed cable on a tensile bea
m
63-65 17#beam
Basket moving forwardt-Concrete pouring-Forming beam section-Tensioning
p
restress
66
Side span cast-in-
p
lace section
Full framing construction
67-69
Closure section
Cradle at both ends of the closure-Exerting weight at both ends of the closure-
Installation of skeleton
70-71
Pouring concrete of closure section-Remove the weight simultaneously-Closure
section to form beam section
72-81 Tensioned base
p
late continuous steel bea
m
-Tensioned roof continuous steel bea
m
82-84
Dismantling the cradle of the closing section-Dismantling the basket of 16# beam-
Dismantling the side span of the cast-in-
p
lace full framing
85 The second phase Secondary dead load
86 Completion Working condition of completed bridge
87-88 Operation Operation stage（10years）,Operation stage（30years）
2.4 Calculation of load parameters
1) The main beam unit has input γ=26kN/m3 in the
material characteristics, and has calculated the area
in the section characteristics. Therefore, the
calculation of dead load weight is automatically
counted. Manually add concrete wet weight and
diaphragm weight. The beam is exerted in the form
of a concentrated force at the forming stage.
2) secondary dead load: bridge deck pavement
q
1
=66.36 kN/m; Crash barrier of edge q
2
=12.43
kN/m; Middle collision guardrail q
3
=16.30 kN/m；
Sidewalk q
4
=25.37 kN/m；Total： q = 120.46kN/m.
3) The specific value of cable force in stayed
cables is shown in Table 4
Table 4: Cable force
Cable numbe
r
Desi
g
ned cable force/kN
West1-West3
East1-East3
3150
West4-West6
East4-East6
3400
West7-West11
East7-East11
3650
4) In the checking calculation, the data are input
according to the parameters of the design diagram.
The pre-stressed reinforcement adopts 9 beams and
12 beams of φ15.24 steel strands, f
pk
=1860MPa,
Anchorage deformation is 6mm,
Deviation factors of
pipeline is 0.0015.
The other related parameters for the
calculation of the pre-stressed are shown in Table 5.
ICECTT 2018 - 3rd International Conference on Electromechanical Control Technology and Transportation
300

Table 5: Physical parameters of pre-stressed reinforcement
The number of physical
types of steel beam
1 2
Steel beam model 15
—
9 15
—
12
Pipe diameter/m 0.087 0.103
Steel area/
m
2
0.00126 0.00238
Tension stress/MPa 1395 1395
coefficient of relaxation 0.3 0.3
coefficient of friction
resistance
0.25 0.25
5) The coefficient of shrinkage and creep is
calculated by the program according to the current
highway bridge design code, and 3000 days after the
complete is calculated. The temperature influence is
mainly considered as follows: The system has a
uniform rise and fall of 20 ℃；The temperature
gradient of the tower section is ± 5 ； The
temperature of the cable and tower are ± 10 ℃ .
Support settlement is calculated by 0.02M.
6) The vehicle live load is bi-directional 4 lane,
the reduction coefficient is 0.67, and the highway -
II grade. The impact coefficient is automatically
calculated by program. The load of the crowd is
calculated according to the 3.5kN/m
2
, and the other
loads are calculated according to the standard.
3 ANALYSIS RESULT
3.1 Stress checking of the main beam
According to the 7.2.8 provision of <code for design
of highway reinforced concrete and pre-stressed
concrete bridges and culverts>(JTG D62-2004), the
limit value of compressive stress of the main beam
in construction stage is 0.729.6=20.72MPa and the
tensile stress limit value is 1.15Χ2.51=2.8865MPa.
According to the results of simulation analysis, the
stress envelope diagram of main beam in all stages
of construction is shown in Figure 4, the maximum
compressive stress and the maximum tensile stress
are 15.1MPa and 0.9MPa respectively，which all
meet the specification requirements
According to the above length calculation, the
bridge pier tower is in the safe state. The maximum
cantilever phase safety factor of tower bottom
section is 2.60; under the special condition of wind,
the section safety factors of pier bottom and tower
bottom are 5.03 and 2.17 respectively, and all are in
a safe state.
-0 .8
-1 .0
-2.8
-4 .7
-4 .9
-5 .7
-6 .3
-6.7
-7 .3
-7 .6
-8 .1
-7 .8
-8 .3
-8.0
-8 .5
-8 .9
-9 .4
-9 .7
-10.2
-10.4
-10 .8
-1 0 .9
-11.3 -1 1 .2
-11 .5
-1 1 .4
-11.9
-12 .0
-12.0
-12.0
-12 .2
-1 2 .2
-12.2
-8 .6
-8 .2
（A）Compression stress envelope of the upper edge of
the main beam（half bridge）
-4.6
-4.4
-5 .3
-13.5
-12.6
-12.7
-13.1
-13.5
-13.7
-14.0
-14.2
-14.6
-14.8
-15.1
-13.6
-13.5
-11.4
-11.5
-9.2
-9.1
-7.5
-7.8
-7.3
-7.4
-7.2
-7.4
-7.1
-6.9
-6.6
-7.3
-8.1
-8.4
-8 .4
-6.3
-5.4
（B）Compression stress envelope of the lower edge of
the main beam（half bridge）
0.2
0.2
0.1
-0.0
0.1
-0.6
-0.7
-0.7
-0.7
-0.7
-0.7
-0.7
-0.7
-0.7
-0.7
-0.7
-0.7
-0.7
-0.7
-0.7
-0.7
-0.7
-0.7
-0.7
-0.7
-0.7
-0.7
-0.7
-0 .6
-0 .8
-0.9
-0.9
-0 .8
-0.6
-0 .2
（C）The tensile stress envelope of the upper edge of the
main beam（half bridge）
1
.
5
2.7
0.7
0.7
0.6
0.2
0.3
0.5
0.3
0.5
0.3
0.5
0.4
0.5
0.4
0.5
0.4
0.5
0.4
0.5
0.4
0.6
0.5
0.6
0.5
0.6
0.8
0.9
0.8
0.3
0.4
0.3
0.2
-0.1
（D）The tensile stress envelope of the lower edge of the
main beam（half bridge）
Figure 4: Calculation result of main beam stress
3.2 Checking calculation of stayed
cable force
According to the results of the monitoring and
calculation, the safety factor of the stayed cable at
whole construction process is more than 2. and the
minimum safety factor is all up to the specification
requirements.
Simulation Analysis of Cantilever Construction of Extradosed Cable-Stayed Bridge
301

Table 6:Calculation result of stayed cable force in
construction stage
cable number Number of steel beam safety factor
West1、East1 31 2.47
West2、East2
31 2.46
West3、East3 31 2.43
West4、East4 34 2.45
West5、East5
34 2.42
West6、East6 34 2.40
West7、East7 37 2.42
West8、East8
37 2.40
West9、East9 37 2.39
West10、East10 37 2.37
West11、East11
37 2.37
3.3 Frequency and mode of vibration
The 20 order modes of vibration is calculated in this
paper. The results of the first 4 order frequencies and
modes of vibration are shown in Figure 5
（A）first order mode/f=0.828HZ
（B）second order mode/f=1.600HZ
（C）third order mode/f=1.773HZ
（D）fourth order mode/f=2.969HZ
Figure 5: Modes and frequencies of each order.
4 CONCLUSIONS
Combining with the engineering example of 2Χ175m
Extradosed cable-stayed bridge ， the simulation
analysis of cantilever construction of the bridge is
mainly done. The parameter selection, model
establishment, construction stage division and
operation result analysis of the construction
simulation for the. Extradosed cable-stayed bridge
are expounded. The theoretical basis is provided to
ensure The linear shape of the bridge. and stress of
the bridge, and provide reliable technical guarantee
for the safety construction of the bridge.
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