-
1. Introduction
-
2. Background of Related Literatures
-
2.1 Research and Development of Bridge Rehabilitation Techniques
-
2.2 Ductility Defined using Load-Displacement Curve
-
3. Finite Element Modeling
-
4. Discussion of Results
-
4.1 Finite Element Results
-
4.2 Seismic Performance Evaluation
-
4.3 Summary of Results
-
5. Conclusion
1. Introduction
Bridges are one of the most critical and important structures in the transportation
systems that are constantly subjected to different kinds of loadings. At times of
natural disasters, transportation systems must withstand the calamities in order to
sustain transport connections and communication for better crisis management. One
of the most commonly encountered and destructive natural calamities is earthquake,
thus, the seismic performance of the bridges should be strictly observed, especially
the seismic performance of existing bridges.
The majority of existing bridges were built based on old building codes and structural
manuals. Old bridges constructed from old structural standards assumed less service
loads, which made them vulnerable to structural damages resulting to possible poor
performance during an earthquake. In addition to that, most of the existing bridges
were made from reinforced concrete that are constantly exposed to hostile physical
and chemical conditions. This aggressive environment contributes to the progressive
damage of reinforced concrete which made the structure susceptible to the fatigue
behavior of concrete, exposing the reinforcing steel to rust and corrosion.
The minor damages in the concrete element such as cracks and spalling in column of
the bridges affects the confinement of concrete to the structure, thus, leading to
brittle failure of the column that could result into serious failure or worse, total
collapse of the structure. The column of bridges is one of the main structural members
of the bridge that resist lateral seismic forces and vertical forces, thus, the performance
and reliability of the column is vital regarding the performance of the entire structural
system. Therefore, in order to prevent the brittle failure, it is essential to enhance
the ductility of the columns, thus, increasing the performance and reliability of
existing bridges.
Ductility criteria of a concrete column member is a one of the most important parameters
in evaluating the seismic performance of the structure. In order to increase this
type of criteria, confinement or external strengthening of concrete column structures
could be provided in order to increase the ductility criteria. Therefore, in this
paper the seismic performance of the structure was evaluated using the calculated
ductility. The progressive development of computer simulations was utilized using
a finite element software, ABAQUS (2013), to numerically evaluate and observe the
relationship of ductility of the structure with respect to length-to-height ratio
and width-to-span ratio of CFRP.
2. Background of Related Literatures
2.1 Research and Development of Bridge Rehabilitation Techniques
Researchers and engineers have been interested in the continuous development of bridge
rehabilitation techniques since the mid 1980’s. According to the study of Saadatmanesh et al. (1996), Özcan et al. (2008) Ye et al. (2003) and Rashid and Mansur (2005), the problem with the columns constructed based on old codes faces poor detailing
of starter bars and inadequate lateral reinforcement that leads to seismic performance
deficiency. Forces induced by seismic loads that result into shear forces are mainly
resisted by lateral reinforcement, if properly designed, buckling of the longitudinal
bars and sudden loss of bond could be prevented. Therefore, existing columns with
inadequate lateral reinforcement must be provided by external confinement to enhance
the ductile behavior of the structure.
Many techniques have been implemented into the retrofit design process mainly based
on experimental testing of scaled-down models of bridge structures. Previous researches,
such as study of Priestley et al. (1984), Chai et al. (1991), and Sun et al. (1992) in University of California in San Diego have indicated that strengthening of columns
by using steel jackets significantly improves the performance and ductility of a column.
However, rehabilitation techniques that utilize steel and concrete, such as section
enlargement of columns, confinement by concrete covers, and attachment of steel jackets
are time consuming and difficult in execution of construction methodologies, therefore,
considering the disadvantages of existing materials, a study for new material is necessary
to develop new techniques.
Since then, researchers have conducted experimental tests to find an effective and
economical alternative material for bridge rehabilitation. Priestley et al. (1992) presented the study of column seismic retrofit using Fiberglass/Epoxy, Yamasaki et al. (1993) investigated the use of Fiber Reinforced Polymers (FRP) bars to retrofit concrete
bridges, and Ehsani et al. (1993) analyzed the use of glass fiber reinforced polymer (GFRP) bars by circumferentially
wrapping the columns around the plastic region. After years of study using FRP bars
and straps as retrofit materials, Toutanji (1999) extended the study to FRP sheets and presented a structural model for the behavior
of GFRP and CFRP confined concrete columns using large-scale samples in experiments.
The researches presented that the use of FRP as a material for retrofit provided desirable
results in increasing the performance of the structure.
The desirable properties of FRP make it to be an appropriate substitute material for
rehabilitation techniques of existing bridges. FRP is superior to resist corrosion,
good adhesion to concrete, has high strength-to-weight ratio, capability of vibration
absorption, and moisture resistance. In addition to that, Guide for the Design and
Construction of Externally Bonded FRP Systems for Strengthening Concrete Structures
(ACI, 2002), reported that FRP has thermal expansion coefficient of close to concrete
and steel which made it to be a suitable material for externally strengthening reinforced
concrete. Although FRP laminates, bars and straps are generally more expensive than
concrete and steel, research of Katsumata et al. (1988) and Teng et al. (2002) revealed that the use of CFRP and GFRP is approximately 20 % less cost than steel
considering construction methodology.
In the recent years, development of computers and various finite element software
has progressed and provided accurate results. Numerous researchers had corresponded
to experimental tests in the previous decades and conducted numerical experiments
through finite element simulations. In 1999, Tedesco et al. (1999) assessed a FRP laminate-repaired bridge by finite element method, Wang and Restrepo (2001) reported that good agreement of results was observed between the numerical and analytical
results using a short-term assessment of axial load-deformation of reinforced columns
confined with GFRP and steel, Monti et al. (2001) and Pantelides and Gergely (2002) presented formulae for calculation of required FRP wrapping thicknesses and provided
design and analysis techniques for seismic retrofit of concrete members by FRP.
Due to popularity and the increasing demand of research matter, more and more researches
with parametric studies have been conducted to optimize the application of retrofit
materials to bridge columns. Experimental and analytical parametric studies were made
to establish relationship of column and retrofit materials. In 2013, Taghia and Bakar (2013) studied parametric studies and assessed the relationship of varying cross-section
of reinforced short column and varying CFRP layers based on finite element analysis.
Studies of varying reinforcing materials were also made. Pateriya et al. (2015) presented a numerical analysis of compressive strength of columns reinforced with
varying materials using steel, GFRP and CFRP and Han et al. (2016) conducted experimental tests on reinforced concrete evaluating the performance between
CFRP, steel plate and fiber steel composite plates (FSC). Varying shape of FRP reinforcement
were also studied such as the study of Zeng et al. (2018) which investigated the behavior and three-dimensional finite element modeling of
circular concrete columns partially wrapped with FRP strips.
2.2 Ductility Defined using Load-Displacement Curve
Ductility of a concrete bridge column is an important design factor to consider in
seismic performance of the structure. The ductility of the structure is critical in
aspect of dissipation of seismic energy during earthquake, therefore, the reliability
of existing bridges is enhanced by improving ductility.
In 1994, Jeong (1994) developed energy based method using load- displacement curve. This method defines
the ductility of a structure using concept of energy by the relating any two of inelastic,
elastic, and total energy as shown in the ductility indices on Fig. 1. In order to
determine the slope that distinguishes elastic energy from inelastic energy, the slope,
S, is calculated as:
$$S=\frac{P_1S_1+(P_2-P_1)S_2+(P_3-P_2)S_3}{P_3}$$
|
(1)
|
where, slopes S1, S2, S3, were obtained through analytical calculation and the loads, P1 and P2, were the intersection points of extended slopes and P3 as the ultimate load. The inelastic, elastic and total energies were calculated through
numerical integration and in this paper, the ratio of inelastic energy to total energy
is considered.
$$Energy\;Ratio(ER)=\frac{Inelastic\;Energy(E_i)}{Total\;Energy(E_t)}$$
|
(2)
|
It is suggested by Grace et al. (1998) that the structure having an energy ratio of greater than 75 % is classified to be
ductile, and semi-ductile behavior of energy ratio ranging from 70~74 %.
3. Finite Element Modeling
Finite element program ABAQUS was chosen to simulate the model. The software has wide
variety of modelling capability and has concrete damage plasticity (CDP) option that
captures the real behavior of concrete. Rodríguez et al. (2013) recommended that the use of CDP model exhibits good behavior for concrete under monotonic,
cyclic and dynamic loading.
The simulated structure was analyzed under three (3) model cases, the initial case,
the change in height of CFRP (length- to-height ratio or wrapping height), and the
change in thickness of CFRP (width-to-span ratio or relative wrapping thickness).
In order to account for the effect of change in height of CFRP, the cross-section
of the circular concrete bridge pier was constant and the thickness of the CFRP and
set 2mm. In order to evaluate the effect of change in thickness of CFRP, the cross-section
of the circular concrete bridge pier were to set to a fixed dimension and the height
of the CFRP were set to height of ¼ of the column. Fig. 2 demonstrates the finite
element model cases and Tables 1 and 2 show the corresponding nomenclature of ratio
with respect to each case analysis.
Fig. 2.
Nomenclature of Parametric Models
Table 1. Nomenclature of Length-to-Height Ratio Cases
Case Profile
|
Analysis Designation
|
Length (m)
|
Height (m)
|
Ratio
|
Percentage (%)
|
Initial
|
CFRP_0
|
0
|
1.65
|
0
|
0
|
Length-to-Height
|
CFRP_25
|
0.4
|
1.65
|
0.25
|
25
|
CFRP_50
|
0.825
|
1.65
|
0.50
|
50
|
CFRP_75
|
1.24
|
1.65
|
0.75
|
75
|
CFRP_100
|
1.65
|
1.65
|
1.0
|
100
|
Table 2. Nomenclature of Width-to-Span Ratio Cases
Case Profile
|
Analysis Designation
|
Width (m)
|
Span (m)
|
Ratio
|
Percentage (%)
|
Initial
|
CFRP_0
|
0
|
0.4
|
0
|
0
|
Width-to-Span
|
CFRP_1 mm
|
0.001
|
0.4
|
0.0025
|
0.25
|
CFRP_2 mm
|
0.002
|
0.4
|
0.0050
|
0.50
|
CFRP_3 mm
|
0.003
|
0.4
|
0.0075
|
0.75
|
The dimensions of the structure were taken from experimental specimens subjected to
real life hydraulic actuator as shown in Fig. 3(a). In order to avoid creating unnecessary
elements, the foundation of the structure was not modelled and changed into encased
boundary condition to account for the footing. Fig. 3(b) shows the schematic design
of the numerical model. A three- dimensional finite element was modelled as shown
in the Fig. 4, having C3D8R hexahedral elements for concrete structure as S4R shell
elements for CFRP.
Fig. 3.
Model Configuration Setup
Fig. 4.
Boundary and Loading Conditions of Meshed Numerical Model
In this study, numerical models were subjected to gravity loading and dynamic loading
were applied until failure of the structure. Fig. 4 illustrates the direction and
location of dynamic loading which is positioned in the middle of the loading cap in
order to equally distribute the loads. Tie constraint option was used in defining
the interaction between CFRP and concrete structure. CFRP was tied to concrete in
order to force the nodes to behave in the same translations. The assumed values of
the mechanical properties of the materials were listed in Tables 3 and 4 while the
dynamic loading is shown in Fig. 5.
Table 3. Material Properties of CFRP
Density (kg/m3)
|
Young's Modulus (MPa)
|
Poisson's Ratio
|
Yield Stress (MPa)
|
Plastic Strain
|
1500
|
2.35
|
0.3
|
344
|
0
|
Table 4. Material Properties of Concrete
Density (kg/m3)
|
Young's Modulus (GPa)
|
Poisson's Ratio
|
Dilation Angle (°)
|
Eccentricity
|
fbo/fco
|
Kc
|
Viscosity Parameter
|
2400
|
28
|
0.2
|
36
|
0.1
|
1.16
|
0.667
|
0
|
Compressive Behavior
|
Compressive Damage
|
Tensile Behavior
|
Tensile Damage
|
Yield Stress (MPa)
|
Inelastic Strain
|
Damage Parameter
|
Inelastic Strain
|
Yield Stress (MPa)
|
Cracking Strain
|
Damage Parameter
|
Cracking Strain
|
15
|
0
|
0
|
0
|
3
|
0
|
0
|
0
|
23
|
0.003
|
0.2
|
0.000333
|
2
|
0.0002
|
0.2
|
0.0002
|
29
|
0.00055
|
0.3
|
0.0007
|
1.5
|
0.0003
|
0.3
|
0.0003
|
33
|
0.00147
|
0.4
|
0.0013
|
1.2
|
0.0004
|
0.4
|
0.0004
|
25
|
0.0066
|
0.45
|
0.002
|
1
|
0.0005
|
0.5
|
0.0005
|
22
|
0.008
|
0.5
|
0.003
|
0.8
|
0.0008
|
0.6
|
0.0008
|
20
|
0.009
|
0.6
|
0.0043
|
0.5
|
0.001
|
0.8
|
0.001
|
10
|
0.01
|
0.8
|
0.007
|
0.4
|
0.002
|
0.7
|
0.002
|
|
|
0.9
|
0.01
|
0.2
|
0.003
|
0.9
|
0.003
|
|
|
|
|
0.1
|
0.005
|
0.99
|
0.005
|
Fig. 5.
Applied Dynamic Loading
The values of CFRP were taken from the experimental study of Han et al. (2016) and the values of concrete properties were taken from the study of Senturk and Pul (2017). Senturk and Pul (2017) published a calibrated concrete damage plasticity parameter by performing a standard
cylinder test on ABAQUS using a f’c=30 MPa concrete. Table 4 listed the parameters of concrete material where fb0/fc0 is the ratio of strength in biaxial state (fb0) to strength in uniaxial state (fc0) and Kc, is the ratio of the distances between the hydrostatic axis and respectively the
compression meridian and the tension meridian in the deviatoric cross section. Fig.
6 shows the graph of tensile and compressive stress-strain for the numerical model
of concrete.
Fig. 6.
Stress-Strain Curve of Simulated Concrete
4. Discussion of Results
The stress-strain and load-displacement hysteresis curve were investigated through
finite element results and the ductility of the structure were obtained by numerical
integration.
4.1 Finite Element Results
After performing finite element analysis, an element within the plastic hinge section
of the column was evaluated as shown in Fig. 7. The structure without CFRP reinforcement
was compared to CFRP with increasing thickness and wrapping ratio. Fig. 8 and Table
5 show the effect of increasing the length-to-height ratio of CFRP to stress-strain
of the structure. It shows that the use of CFRP improves the performance of the structure
in terms of stress-stain. In addition to that, it was observed that the increase of
height in CFRP significantly enhanced the behavior of the column than the increase
of thickness of CFRP.
Fig. 7.
Evident Deformation at Plastic Hinge Region
Fig. 8.
Comparison of Stress-Strain Curve without CFRP to Structure with CFRP
Table 5. Comparison of Stress according to CFRP Ratio
Case
|
Ratio
|
Stress (kPa)
|
Yield
|
Ultimate
|
Initial
|
0
|
1143.66
|
1980.51
|
Length-to-Height Ratio
|
0.25
|
2171.50
|
2303.76
|
0.50
|
2246.91
|
2507.11
|
0.75
|
2926.41
|
3049.41
|
1.00
|
2979.74
|
3211.01
|
Width-to-Span Ratio
|
0.0025
|
1651.31
|
2227.48
|
0.0050
|
2246.91
|
2507.11
|
0.0075
|
2280.45
|
2301.23
|
Load-displacement hysteresis curve was also analyzed and compared with respect to
length-to-height ratio. The follow figures, Figs. 9, 10, and 11 shows the individual
load-displacement hysteresis curve and skeleton curve of the original structure, and
the cases of varying length-to-height ratio and width-to-span ratio. Figs. 12 shows
the comparison of hysteresis curve of structure without CFRP to Fig. 12(a), structure
with varying wrapping ratio, and Fig. 12(b), structure with varying wrapping relative
thickness. Fig. 13 displays the combined skeleton curve. Based from the finite element
results, Fig. 13(a) illustrates that the base shear of the structure and the displacement
increases as length-to-height ratio increases. In addition to that, it could be observed
from Fig. 13(b) that the combined skeleton curve with respect to change in width-to-span
ratio indicates that there is insignificant change in the load-displacement of the
structure as the thickness of the CFRP is being increased. Tables 6 and 7 present
the base shear and deformation as the length-to-height ratio and width-to-span ratio
varies. Based from the results, it was observed that the increase of thickness in
CFRP is capable of slightly improving the performance of the structure but not as
significant as change in length-to-height ratio.
Fig. 9.
Load-Deflection Curve of Concrete Column without CFRP
Fig. 10.
Individual Load-Deflection Hysteresis Curve and Skeleton Curve with Varying Length-to-Height
Ratio
Fig. 11.
Individual Load-Deflection Hysteresis Curve and Skeleton Curve with Varying Width-to-Span
Ratio
Fig. 12.
Comparison of Load-Deflection Hysteresis Curve with and without CFRP
Fig. 13.
Comparison of Load-Deflection Skeleton Curve with and without CFRP
Table 6. Comparison of Base Shear according to CFRP Ratio
Case
|
Ratio
|
Load (kN)
|
Yield
|
Ultimate
|
Initial
|
0
|
30090.35
|
31785.50
|
Length-to-Height Ratio
|
0.25
|
38880.75
|
39965.20
|
0.50
|
53500.31
|
55626.30
|
0.75
|
86912.82
|
109029.60
|
1.00
|
113832.49
|
138392.00
|
Width-to-Span Ratio
|
0.0025
|
39369.27
|
39814.20
|
0.0050
|
38880.75
|
39965.20
|
0.0075
|
39466.61
|
40466.60
|
Table 7. Comparison of Displacement according to CFRP Ratio
Case
|
Ratio
|
Displacement (mm)
|
Yield
|
Ultimate
|
Initial
|
0
|
9.854
|
29.969
|
Length-to-Height Ratio
|
0.25
|
12.482
|
31.730
|
0.50
|
18.876
|
58.294
|
0.75
|
30.641
|
75.597
|
1.00
|
61.460
|
120.486
|
Width-to-Span Ratio
|
0.0025
|
9.785
|
31.312
|
0.0050
|
12.482
|
31.730
|
0.0075
|
9.609
|
32.821
|
4.2 Seismic Performance Evaluation
The ductility of the structure was evaluated using numerical analysis. The elastic,
inelastic and total energy were obtained through numerical integration. Table 8 lists
the ductility of the structure according to change in wrapping ratio and relative
thickness of the reinforcement. Based from the results, each of the specimen confined
by CFRP reduced the risk in brittle failure, thus, improving the seismic performance
of the structure. In particular, the increase of length-to-height ratio of the reinforcement
significantly contributed to the enhancement of ductility of the structure than the
increase of width-to-span.
Table 8. Comparison of Ductility according to CFRP Ratio
Case
|
Ratio
|
Ductility (%)
|
Initial
|
0
|
77.921
|
Length-to-Height Ratio
|
0.25
|
88.549
|
0.50
|
90.149
|
0.75
|
91.812
|
1.00
|
91.917
|
Width-to-Span Ratio
|
0.0025
|
84.781
|
0.0050
|
88.549
|
0.0075
|
89.186
|
4.3 Summary of Results
The discussion in this section summarizes the relationship of length-to-height ratio
of the CFRP to the overall performance of the structure. Fig. 14(a) to Fig. 14(d)
show that the same increasing trend was observed in general, the response of the circular
concrete column strengthened with CFRP improved as the height of the reinforcement
increased. The increasing trend indicates that as the ratio of length-to-height increases,
the capacity in stress, load, deflection and ductility of the structure also increases.
Table 9 summarizes the performance of the structure under the change in length-to-height
ratio and it was found out that the full confinement, length-to-height ratio of 1:1,
exhibits significant improvement in the seismic performance of the structure.
Fig. 14.
Effect of Increasing Length-to-Height Ratio to the Performance of the Structure
Table 9. Performance of the Structure according to Change in Length-to-Height Ratio
CASE
|
Stress (kPa)
|
Load (kN)
|
Displacement (mm)
|
Energy Ratio (%)
|
Remarks
|
Yield
|
Ultimate
|
Yield
|
Ultimate
|
Yield
|
Ultimate
|
0
|
1143.66
|
1980.51
|
30090.35
|
31785.20
|
9.854
|
29.969
|
77.921
|
Ductile
|
0.25
|
2171.50
|
2303.76
|
38880.75
|
39965.20
|
12.482
|
31.730
|
88.549
|
Ductile
|
0.50
|
2216.91
|
2477.11
|
53500.31
|
55626.30
|
18.876
|
58.294
|
90.149
|
Ductile
|
0.75
|
2926.41
|
3049.41
|
86912.82
|
109029.60
|
30.641
|
85.597
|
91.812
|
Ductile
|
1.00
|
2979.74
|
3211.01
|
113832.49
|
138392.00
|
61.460
|
120.486
|
91.917
|
Ductile
|
The relationship of increasing thickness of the reinforcement and general behavior
of the structure is discussed in this section. Fig. 15(a) to 15(d) show that there
is only slight improvement in the performance of the circular concrete column as the
thickness of the CFRP increases. Based from the graphs of Fig. 15, there is a seemingly
flat slope trend observed as the width-to-span ratio moves from 0.0025 to 0.0075.
This gradual incline indicates that there is only slight improvement in the performance
of the structure as the thickness of the CFRP is being increased. Table 10 summarizes
the behavior of the structure with respect to change in width-to-span ratio.
Fig. 15.
Effect of Increasing Width-to-Span Ratio to the Performance of the Structure
Table 10. Performance of the Structure according to Change in Width-to-Span Ratio
CASE
|
Stress (kPa)
|
Load (kN)
|
Displacement (mm)
|
Energy Ratio (%)
|
Remarks
|
Yield
|
Ultimate
|
Yield
|
Ultimate
|
Yield
|
Ultimate
|
0
|
1143.66
|
1980.51
|
30090.35
|
31785.50
|
9.854
|
29.969
|
77.921
|
Ductile
|
0.0025
|
1651.31
|
2227.48
|
39369.27
|
39814.20
|
9.785
|
31.312
|
84.781
|
Ductile
|
0.0050
|
2171.50
|
2303.76
|
38880.75
|
39965.20
|
12.482
|
31.730
|
88.549
|
Ductile
|
0.0075
|
2280.45
|
2301.23
|
39466.61
|
40466.60
|
9.609
|
32.821
|
89.186
|
Ductile
|
5. Conclusion
The following conclusions are drawn based by means of the results of the conducted
finite element analysis. The main aim of this paper was to optimize the application
of CFRP. The performance of a circular concrete column was analyzed according to the
of change in length-to-height ratio and width-to-span ratio of CFRP.
(1)For the change of length-to-height ratio, it was found out that using CFRP as reinforcement
with ratio of 0.25 to 1.0 could increase the ductility of the circular concrete column
from 78 % ranging up to 89~92 %. In this regard, the continuous use of CFRP throughout
the length of circular concrete structure showed significant improvement in the base
shear, stress capacity, lateral deformation and ductility. Furthermore, this proves
that the full confinement of the structure using CFRP or the length-to-height ratio
of 1.0 is the optimum wrapping ratio of CFRP.
(2)The change of width-to-span ratio indicated that the increase in the thickness
of CFRP also increases the ductility of the structure. It was found out that from
the ductility of the original structure, 78 %, it could be improved ranging from 85
% up to 89 % with a wrapping thickness ratio of 0.0025 to 0.0075. However, the effect
of increasing the thickness of CFRP to the overall performance structure tends to
be insignificant. It was observed that the increase of thickness of the confining
material could enhance the structure, however, there is only slight improvement in
the behavior of the structure
(3)For circular concrete columns, increasing the wrapping height of external confinement
developed significant improvement than increasing the wrapping thickness of CFRP.
The increase in wrapping height provided more confinement to reduce the brittle failure
and to increase the ductility and earthquake resistance of circular bridge pier columns.