# Evaluation of Seismic Behaviors of Partially Deteriorated  Reinforced Concrete Circular Columns Retrofitted with CFRP

Authors: Dongxu Hou; Jianyun Pan; Xinglang Fan; Zhimin Wu; Prosper Marindiko
Journal: Mathematical Problems in Engineering
 (2014)

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## Abstract

Deficiency of the concrete strength in some regions of reinforced concrete (RC) columns in practice may weaken the seismic behaviors of columns. Its effects on RC columns should be well understood. This paper aims to investigate the influences of deteriorated segment on the seismic behaviors of partially deteriorated RC columns and attempts to recover the seismic behaviors of partially deteriorated columns with Carbon Fiber Reinforced Polymer (CFRP) composites. A finite element analysis was carried out to simulate the seismic behaviors of CFRP-confined partially deteriorated RC columns. The numerical results were verified by the laboratory tests of six specimens. Based on the finite element results, the failure location of partially deteriorated columns in an earthquake was predicted, and the effectiveness of CFRP retrofitted on partially deteriorated columns was evaluated.


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## Body

## 1. Introduction

Many factors such as freezing, corrosion, and insufficient vibration during construction may result in the partial deterioration of RC columns, which might lead to premature failure of columns in earthquakes. It is, thus, necessary to take some retrofitting measures on recovering the seismic behaviors of partially deteriorated RC columns. Wrapping Carbon Fiber Reinforced Polymers (CFRP) sheets is a good choice to retrofit RC columns in structural engineering. The effectiveness of CFRP in improving seismic behaviors of RC columns has been widely recognized. Promis et al. [1, 2] and Colomb et al. [3] focused on the seismic behaviors of RC short columns retrofitted with CFRP composites. Results showed that the seismic behaviors of RC short columns can be improved significantly by wrapped CFRP sheets. Ye et al. [4] verified the strengthening effectiveness through seismic experiments on retrofitted short columns and proposed a method to calculate the bearing capacities of strengthened columns. Shamim and Grace [5], Sheikh and Bayrak [6], and Iacobucci et al. [7] studied the seismic behaviors of CFRP retrofitted RC columns with different shape sections. The conclusions showed that the retrofitting effect of CFRP not only depends on the axial load of confined column and the amount of CFRP, but also relates to the inner reinforcements.Most of the studies mentioned above mainly focused on CFRP retrofitting intact RC columns, and few researchers related to the partially deteriorated RC columns. Wei et al. [8–10] examined the axial and eccentric compressive behaviors of CFRP retrofitting partially deteriorated RC columns. The results of the studies indicated that the wrapping CFRP is feasible to recover the axial and eccentric compressive behaviors of partially deteriorated columns. However, in Wei et al.’s study, the CFRP effectiveness of recovering the seismic behaviors of partially deteriorated columns has not been investigated. In addition, finite element analysis is needed to simulate the behaviors of partially deteriorated RC columns. Therefore, there exists a gap in studying the seismic retrofitting partially deteriorated RC column with CFRP, by either numerical or experimental method.This paper aims to investigate the seismic performances of partially deteriorated RC columns and to evaluate the effectiveness of wrapped CFRP sheet. In this investigation, the finite element analysis of the seismic behaviors of partially deteriorated RC columns retrofitted with CFRP was carried out using commercial software ABAQUS and verified by the laboratory tests of six specimens. Based on the calibrated finite element model, the failure location of deteriorated column in an earthquake was predicted, and the applied scope of CFRP on retrofitting partially deteriorated columns was discussed. The proposed method can be used for the risk assessment of partially deteriorated segment and making retrofitting scheme of CFRP in practice.


## 2. Finite Element Modelling

### 2.1. Modeling of Specimens

Finite element analysis was conducted with ABAQUS/Standard module [11]. The simulated specimens include one control column with intact strength fin, two partially deteriorated columns with different deteriorated strength fw, and three corresponding deteriorated columns retrofitted with different thickness CFRP tcfrp. The height L, diameter D, and axial load ratio N/(finA) of the specimens were identical. A 250 mm long deteriorated segment was designed at the column foot. The details of the numerical models are showed in Table 1 and Figure 1. The deteriorated concrete was just simulated by low strength concrete in this research. The method of simulating deteriorated concrete with low strength concrete is just effective in the research aims to study the influence of concrete strength on the behaviours of substandard concrete.Table 1
Details of specimens in FEA.
Specimen
D (mm)
L (mm)
R (mm)
f
in (MPa)
f
w (MPa)
N/(finA)
t
cfrp (mm)
DB50
240
1300
—
52
—
0.1
—
BR200
240
1300
0–250
52
22
0.1
0
BR300
240
1300
0–250
52
31
0.1
0
BR301
240
1300
0–250
52
31
0.1
0.167
BR302
240
1300
0–250
52
31
0.1
0.334
BR203
240
1300
0–250
52
22
0.1
0.501Figure 1
Finite element model of specimen.


### 2.2. Boundary Conditions and Load Application

Each column was cast into a concrete stub, and the bottom surface of the stub was restrained from movement in all directions, as shown in Figure1. Displacement of the stub in the x direction was also restrained to eliminate the effect of stub deformation on displacement. The top and lateral loading plates were fixed on the top of columns to prevent local crashing of concrete. Constant vertical and circular horizontal load was applied on two reference points coupled to the top and lateral loading plates, respectively. The slippage between reinforcement and concrete was neglected.


### 2.3. Element Type and Mesh

An eight-node solid element with reduced integration (C3D8R) was applied for modeling the concrete, loading plates, and rigid bases, and the longitudinal and transverse reinforcements were simulated by truss element (T3D2). The structured technique was used for meshing. The grid size of concrete was selected as 50 mm, which is larger than the maximum dimension of coarse aggregate of concrete 20 mm, to eliminate the inhomogeneity of concrete. The steel bar and CFRP sheets have the common grid size as concrete.


### 2.4. Modeling of Materials

#### 2.4.1. Constitutive Model of Concrete

The damaged plasticity concrete model defined in ABAQUS/Standard was adopted in the analysis. This model is an isotropic plasticity model that resembles the Drucker-Prager model in terms of the compressive behaviors of concrete. The constitutive relationship under the multiaxial stress state is derived based on the nonassociated flow rule, where the Drucker-Prager hyperbolic flow potential functionG is used [12]:
(1)G=(eσt0tan⁡ψ)2+q-2-p-tan⁡ψ,
where ψ is the dilation angle, σt0 is the tensile strength, q- is the Mises equivalent effective stress defined in terms of the effective stress tensor, p- is the effective hydrostatic pressure, and e is the eccentricity parameter.The yield function was developed by Lublinear et al. [13] and modified by Lee and Fenves [14]. The failure surface is controlled by the compressive variable and tensile variable [15]. The unaxial stress-strain relationship of compressive and tension behaviors is required. Model of Attard and Setunge [16] was divided into two parabolic curves by the peak point and adopted in this research for its suitable serviceable range as shown in Figure 2. The strain of peak point of concrete εc is calculated by means of axial compressive strength fc, εc=4.26fc/(Ecfc0.5). The elastic modulus Ec is equal to 57000fc1/2 psi according to ACI-318 [17]. The stress and strain of ultimate point are determined by the following formulas: fic=(1.41-0.17ln⁡(fc))fc and εic=(2.5-0.3ln⁡(fc))εc. The model of Mark and Birtel [18] was selected as the compressive damage model, which is presented by means of damage ratio variation dci during transverse loading, as shown in Figures 3 and 4.Figure 2
Compressive model of concrete.Figure 3
Compressive damage model of concrete.Figure 4
Compressive damage index of concrete.The tension strength of concreteft is calculated by 0.3fc2/3 [19]. Gopalaratnam and Shah’s model [20], a relationship between tension stress and crack opening displacement, was used to describe the tensile behavior of concrete as shown in Figure 5. The ultimate crack opening displacement was considered as 160 μm.Figure 5
Tension model of concrete.


#### 2.4.2. Constitutive Model for Steel Bar

In the numerical model, deformed steel bars were adopted as longitudinal reinforcements, and plain bars were used as transverse reinforcements. As shown in Figure6, reinforced bars were assumed as idealized elastic-plastic material, and the required yield strength and elastic modulus Es in idealized stress-strain curve of steel bar were obtained from coupon test. The yield stress of longitudinal and transverse reinforcement is 360 MPa and 290 MPa, respectively. The finite element model of reinforcement cage was shown in Figure 7. Mises stress was used to present the state and stress of steel bar in any moment.Figure 6
Idealized elastic-plastic model of reinforcement.Figure 7
Finite element model of reinforcements.


#### 2.4.3. Constitutive Model for CFRP

CFRP sheet can be modelled as an orthotropic elastic material. The elastic modulus in the tensile directionEcfrp, Poisson’s ratio νcfrp, and ultimate stress fcfrp were measured as 235 GPa, 0.25, and 3400 MPa, respectively. According to Teng et al.’s result [21], the actual tension rupture strain of CFRP εh,rup=0.586εcfrp, where εcfrp is the tension strain obtained from coupon test. The reduced integration quadrilateral membrane element with four nodes (M3D4R) was selected to simulate the behavior of CFRP sheet. The slippage between CFRP and concrete was ignored. Figure 8 is the finite element model of confined CFRP, and the rupture of tensile fiber is defined as the failure moment of retrofitted specimens, which is measured by the logarithm strain (LE) of CFRP.Figure 8
Finite element model of CFRP.


### 2.5. Results of Finite Element Analysis

Based on the finite element model mentioned above, the hysteretic loops of six specimens were predicted. The details of numerical model were shown in Table1 and Figure 9. The numerical results were compared in Figures 10 and 11, where specimen names suffixed with the letter “f” in the figures present the numerical specimen names. Figure 10 indicates that when the deteriorated segment is located at the foot of the column, the seismic behaviors are greatly reduced. The hysteretic loops of retrofitted columns and control column, shown in Figure 11, present the retrofitting effects of wrapped CFRP. It is obviously shown that the seismic behaviors of deteriorated column with deteriorated strength 22 MPa and 31 MPa can be basically recovered by the effect of 3 layers and 2 layers CFRP wrapping, respectively.Figure 9
Details of specimen.Figure 10
Numerical hysteretic loops of partially deteriorated columns and control column.Figure 11
Numerical hysteretic loops of retrofitted deteriorated columns and control column.


## 2.1. Modeling of Specimens

Finite element analysis was conducted with ABAQUS/Standard module [11]. The simulated specimens include one control column with intact strength fin, two partially deteriorated columns with different deteriorated strength fw, and three corresponding deteriorated columns retrofitted with different thickness CFRP tcfrp. The height L, diameter D, and axial load ratio N/(finA) of the specimens were identical. A 250 mm long deteriorated segment was designed at the column foot. The details of the numerical models are showed in Table 1 and Figure 1. The deteriorated concrete was just simulated by low strength concrete in this research. The method of simulating deteriorated concrete with low strength concrete is just effective in the research aims to study the influence of concrete strength on the behaviours of substandard concrete.Table 1
Details of specimens in FEA.
Specimen
D (mm)
L (mm)
R (mm)
f
in (MPa)
f
w (MPa)
N/(finA)
t
cfrp (mm)
DB50
240
1300
—
52
—
0.1
—
BR200
240
1300
0–250
52
22
0.1
0
BR300
240
1300
0–250
52
31
0.1
0
BR301
240
1300
0–250
52
31
0.1
0.167
BR302
240
1300
0–250
52
31
0.1
0.334
BR203
240
1300
0–250
52
22
0.1
0.501Figure 1
Finite element model of specimen.


## 2.2. Boundary Conditions and Load Application

Each column was cast into a concrete stub, and the bottom surface of the stub was restrained from movement in all directions, as shown in Figure1. Displacement of the stub in the x direction was also restrained to eliminate the effect of stub deformation on displacement. The top and lateral loading plates were fixed on the top of columns to prevent local crashing of concrete. Constant vertical and circular horizontal load was applied on two reference points coupled to the top and lateral loading plates, respectively. The slippage between reinforcement and concrete was neglected.


## 2.3. Element Type and Mesh

An eight-node solid element with reduced integration (C3D8R) was applied for modeling the concrete, loading plates, and rigid bases, and the longitudinal and transverse reinforcements were simulated by truss element (T3D2). The structured technique was used for meshing. The grid size of concrete was selected as 50 mm, which is larger than the maximum dimension of coarse aggregate of concrete 20 mm, to eliminate the inhomogeneity of concrete. The steel bar and CFRP sheets have the common grid size as concrete.


## 2.4. Modeling of Materials

### 2.4.1. Constitutive Model of Concrete

The damaged plasticity concrete model defined in ABAQUS/Standard was adopted in the analysis. This model is an isotropic plasticity model that resembles the Drucker-Prager model in terms of the compressive behaviors of concrete. The constitutive relationship under the multiaxial stress state is derived based on the nonassociated flow rule, where the Drucker-Prager hyperbolic flow potential functionG is used [12]:
(1)G=(eσt0tan⁡ψ)2+q-2-p-tan⁡ψ,
where ψ is the dilation angle, σt0 is the tensile strength, q- is the Mises equivalent effective stress defined in terms of the effective stress tensor, p- is the effective hydrostatic pressure, and e is the eccentricity parameter.The yield function was developed by Lublinear et al. [13] and modified by Lee and Fenves [14]. The failure surface is controlled by the compressive variable and tensile variable [15]. The unaxial stress-strain relationship of compressive and tension behaviors is required. Model of Attard and Setunge [16] was divided into two parabolic curves by the peak point and adopted in this research for its suitable serviceable range as shown in Figure 2. The strain of peak point of concrete εc is calculated by means of axial compressive strength fc, εc=4.26fc/(Ecfc0.5). The elastic modulus Ec is equal to 57000fc1/2 psi according to ACI-318 [17]. The stress and strain of ultimate point are determined by the following formulas: fic=(1.41-0.17ln⁡(fc))fc and εic=(2.5-0.3ln⁡(fc))εc. The model of Mark and Birtel [18] was selected as the compressive damage model, which is presented by means of damage ratio variation dci during transverse loading, as shown in Figures 3 and 4.Figure 2
Compressive model of concrete.Figure 3
Compressive damage model of concrete.Figure 4
Compressive damage index of concrete.The tension strength of concreteft is calculated by 0.3fc2/3 [19]. Gopalaratnam and Shah’s model [20], a relationship between tension stress and crack opening displacement, was used to describe the tensile behavior of concrete as shown in Figure 5. The ultimate crack opening displacement was considered as 160 μm.Figure 5
Tension model of concrete.


### 2.4.2. Constitutive Model for Steel Bar

In the numerical model, deformed steel bars were adopted as longitudinal reinforcements, and plain bars were used as transverse reinforcements. As shown in Figure6, reinforced bars were assumed as idealized elastic-plastic material, and the required yield strength and elastic modulus Es in idealized stress-strain curve of steel bar were obtained from coupon test. The yield stress of longitudinal and transverse reinforcement is 360 MPa and 290 MPa, respectively. The finite element model of reinforcement cage was shown in Figure 7. Mises stress was used to present the state and stress of steel bar in any moment.Figure 6
Idealized elastic-plastic model of reinforcement.Figure 7
Finite element model of reinforcements.


### 2.4.3. Constitutive Model for CFRP

CFRP sheet can be modelled as an orthotropic elastic material. The elastic modulus in the tensile directionEcfrp, Poisson’s ratio νcfrp, and ultimate stress fcfrp were measured as 235 GPa, 0.25, and 3400 MPa, respectively. According to Teng et al.’s result [21], the actual tension rupture strain of CFRP εh,rup=0.586εcfrp, where εcfrp is the tension strain obtained from coupon test. The reduced integration quadrilateral membrane element with four nodes (M3D4R) was selected to simulate the behavior of CFRP sheet. The slippage between CFRP and concrete was ignored. Figure 8 is the finite element model of confined CFRP, and the rupture of tensile fiber is defined as the failure moment of retrofitted specimens, which is measured by the logarithm strain (LE) of CFRP.Figure 8
Finite element model of CFRP.


## 2.4.1. Constitutive Model of Concrete

The damaged plasticity concrete model defined in ABAQUS/Standard was adopted in the analysis. This model is an isotropic plasticity model that resembles the Drucker-Prager model in terms of the compressive behaviors of concrete. The constitutive relationship under the multiaxial stress state is derived based on the nonassociated flow rule, where the Drucker-Prager hyperbolic flow potential functionG is used [12]:
(1)G=(eσt0tan⁡ψ)2+q-2-p-tan⁡ψ,
where ψ is the dilation angle, σt0 is the tensile strength, q- is the Mises equivalent effective stress defined in terms of the effective stress tensor, p- is the effective hydrostatic pressure, and e is the eccentricity parameter.The yield function was developed by Lublinear et al. [13] and modified by Lee and Fenves [14]. The failure surface is controlled by the compressive variable and tensile variable [15]. The unaxial stress-strain relationship of compressive and tension behaviors is required. Model of Attard and Setunge [16] was divided into two parabolic curves by the peak point and adopted in this research for its suitable serviceable range as shown in Figure 2. The strain of peak point of concrete εc is calculated by means of axial compressive strength fc, εc=4.26fc/(Ecfc0.5). The elastic modulus Ec is equal to 57000fc1/2 psi according to ACI-318 [17]. The stress and strain of ultimate point are determined by the following formulas: fic=(1.41-0.17ln⁡(fc))fc and εic=(2.5-0.3ln⁡(fc))εc. The model of Mark and Birtel [18] was selected as the compressive damage model, which is presented by means of damage ratio variation dci during transverse loading, as shown in Figures 3 and 4.Figure 2
Compressive model of concrete.Figure 3
Compressive damage model of concrete.Figure 4
Compressive damage index of concrete.The tension strength of concreteft is calculated by 0.3fc2/3 [19]. Gopalaratnam and Shah’s model [20], a relationship between tension stress and crack opening displacement, was used to describe the tensile behavior of concrete as shown in Figure 5. The ultimate crack opening displacement was considered as 160 μm.Figure 5
Tension model of concrete.


## 2.4.2. Constitutive Model for Steel Bar

In the numerical model, deformed steel bars were adopted as longitudinal reinforcements, and plain bars were used as transverse reinforcements. As shown in Figure6, reinforced bars were assumed as idealized elastic-plastic material, and the required yield strength and elastic modulus Es in idealized stress-strain curve of steel bar were obtained from coupon test. The yield stress of longitudinal and transverse reinforcement is 360 MPa and 290 MPa, respectively. The finite element model of reinforcement cage was shown in Figure 7. Mises stress was used to present the state and stress of steel bar in any moment.Figure 6
Idealized elastic-plastic model of reinforcement.Figure 7
Finite element model of reinforcements.


## 2.4.3. Constitutive Model for CFRP

CFRP sheet can be modelled as an orthotropic elastic material. The elastic modulus in the tensile directionEcfrp, Poisson’s ratio νcfrp, and ultimate stress fcfrp were measured as 235 GPa, 0.25, and 3400 MPa, respectively. According to Teng et al.’s result [21], the actual tension rupture strain of CFRP εh,rup=0.586εcfrp, where εcfrp is the tension strain obtained from coupon test. The reduced integration quadrilateral membrane element with four nodes (M3D4R) was selected to simulate the behavior of CFRP sheet. The slippage between CFRP and concrete was ignored. Figure 8 is the finite element model of confined CFRP, and the rupture of tensile fiber is defined as the failure moment of retrofitted specimens, which is measured by the logarithm strain (LE) of CFRP.Figure 8
Finite element model of CFRP.


## 2.5. Results of Finite Element Analysis

Based on the finite element model mentioned above, the hysteretic loops of six specimens were predicted. The details of numerical model were shown in Table1 and Figure 9. The numerical results were compared in Figures 10 and 11, where specimen names suffixed with the letter “f” in the figures present the numerical specimen names. Figure 10 indicates that when the deteriorated segment is located at the foot of the column, the seismic behaviors are greatly reduced. The hysteretic loops of retrofitted columns and control column, shown in Figure 11, present the retrofitting effects of wrapped CFRP. It is obviously shown that the seismic behaviors of deteriorated column with deteriorated strength 22 MPa and 31 MPa can be basically recovered by the effect of 3 layers and 2 layers CFRP wrapping, respectively.Figure 9
Details of specimen.Figure 10
Numerical hysteretic loops of partially deteriorated columns and control column.Figure 11
Numerical hysteretic loops of retrofitted deteriorated columns and control column.


## 3. Experimental Verifications

### 3.1. Experimental Instruments

The finite element model described above was validated against the laboratory test results. A total of six specimens corresponding to the numerical specimens were tested. As shown in Figure12, each column was placed in an existing frame with a 200 t hydraulic actuator. The column stubs were fastened to the rigid floor with four high-strength rods to prevent slipping and overturning under large lateral loads. The actuator with a 200 t load cell was mounted vertically onto the frame to apply the vertical axial load. Another two 30 t horizontal hydraulic actuators with load cells were used to apply lateral reversal load. All instrumentations were connected to IMC data acquisition system for data selection. Under a sustained constant axial load, the horizontal loading was applied in a load-controlled and displacement-controlled manner before and after the stress in longitudinal bars reaches the yield strength, respectively.Figure 12
Experimental setup.


### 3.2. Verifications of Proposed Finite Element Model

The experimental and FEA results are shown in Figures13(a)–13(f) and Table 2, where Nexp⁡ and NFEM are the experimental and numerical bearing capacity of specimens, respectively. Owing to the ignoring of slippage between concrete and reinforcement bars, the displacements of the partially deteriorated columns in FEA are slightly smaller than the test results.Table 2
Experimental and FEA results of specimens.
Specimen
N
exp
⁡ (kN)
N
FEM (kN)
|
N
exp
⁡
-
N
FEM
|
×
100
%
N
exp
⁡
DB50
42.6
39.2
7.9%
BR200
29.8
30.1
10.0%
BR203
39.1
39.8
1.8%
BR300
35.6
34.4
3.4%
BR301
38.9
37.2
4.3%
BR302
41.0
41.6
1.5%Experimental and numerical hysteretic loops of specimens.
(a)
DB50
(b)
BR200
(c)
BR300
(d)
BR301
(e)
BR302
(f)
BR203Figure14 shows the experimental and numerical predicted failure state of specimens. It is clearly seen from Figures 14(a)–14(f) that the predicted failure state is similar to the experimental specimens, which means the proposed finite element model can not only predict the hysteretic curves of specimens accurately, but also simulate the failure state effectively.Experimental and FEA predicted failure state of specimens.
(a)
DB50
(b)
BR200
(c)
BR300
(d)
BR301
(e)
BR302
(f)
BR203The experimental hysteretic loops shown in Figures15 and 16 present similar regularity to the ones obtained from finite element analysis in Figures 10 and 11. It is clearly visible that the experimental results have a good agreement with the FEA results, which means that the proposed finite element model is valid to predict the seismic behaviors of partially deteriorated columns and retrofitting effect of wrapped CFRP.Figure 15
Experimental hysteretic loops of the partially deteriorated columns and the control column.Figure 16
Experimental hysteretic loops of retrofitted deteriorated columns and the control column.


## 3.1. Experimental Instruments

The finite element model described above was validated against the laboratory test results. A total of six specimens corresponding to the numerical specimens were tested. As shown in Figure12, each column was placed in an existing frame with a 200 t hydraulic actuator. The column stubs were fastened to the rigid floor with four high-strength rods to prevent slipping and overturning under large lateral loads. The actuator with a 200 t load cell was mounted vertically onto the frame to apply the vertical axial load. Another two 30 t horizontal hydraulic actuators with load cells were used to apply lateral reversal load. All instrumentations were connected to IMC data acquisition system for data selection. Under a sustained constant axial load, the horizontal loading was applied in a load-controlled and displacement-controlled manner before and after the stress in longitudinal bars reaches the yield strength, respectively.Figure 12
Experimental setup.


## 3.2. Verifications of Proposed Finite Element Model

The experimental and FEA results are shown in Figures13(a)–13(f) and Table 2, where Nexp⁡ and NFEM are the experimental and numerical bearing capacity of specimens, respectively. Owing to the ignoring of slippage between concrete and reinforcement bars, the displacements of the partially deteriorated columns in FEA are slightly smaller than the test results.Table 2
Experimental and FEA results of specimens.
Specimen
N
exp
⁡ (kN)
N
FEM (kN)
|
N
exp
⁡
-
N
FEM
|
×
100
%
N
exp
⁡
DB50
42.6
39.2
7.9%
BR200
29.8
30.1
10.0%
BR203
39.1
39.8
1.8%
BR300
35.6
34.4
3.4%
BR301
38.9
37.2
4.3%
BR302
41.0
41.6
1.5%Experimental and numerical hysteretic loops of specimens.
(a)
DB50
(b)
BR200
(c)
BR300
(d)
BR301
(e)
BR302
(f)
BR203Figure14 shows the experimental and numerical predicted failure state of specimens. It is clearly seen from Figures 14(a)–14(f) that the predicted failure state is similar to the experimental specimens, which means the proposed finite element model can not only predict the hysteretic curves of specimens accurately, but also simulate the failure state effectively.Experimental and FEA predicted failure state of specimens.
(a)
DB50
(b)
BR200
(c)
BR300
(d)
BR301
(e)
BR302
(f)
BR203The experimental hysteretic loops shown in Figures15 and 16 present similar regularity to the ones obtained from finite element analysis in Figures 10 and 11. It is clearly visible that the experimental results have a good agreement with the FEA results, which means that the proposed finite element model is valid to predict the seismic behaviors of partially deteriorated columns and retrofitting effect of wrapped CFRP.Figure 15
Experimental hysteretic loops of the partially deteriorated columns and the control column.Figure 16
Experimental hysteretic loops of retrofitted deteriorated columns and the control column.


## 4. Failure Location on Partially Deteriorated Columns

Both the experimental and numerical results show that the seismic behaviors of the deteriorated columns were weakened seriously by the partially deteriorated segment located at the foot of the columns. However, the influence of changing location of the deteriorated segment on the seismic behaviors of the whole column is still unknown. The above study indicates that the finite element model can accurately predict the seismic behaviors and failure locations of partially deteriorated columns. The partially deteriorated columns with different deteriorated segment height will be examined in the following sections by means of finite element analysis.


### 4.1. Deteriorated Segment Height

Variation of the height of the deteriorated segment above the base of the column was studied first. Three partially deteriorated columns, with the same deteriorated strength and axial load ratio, were examined. The heights of the deteriorated segments above the base of three columns varied from 0.23 to 0.38 times the height of the columns. Figure17(a) shows that the failure of column, judged by the plastic strain on concrete, appears on the deteriorated segment. With the ascendance of the deteriorated segment location, the failure field location turned from deteriorated segment to the foot of columns gradually, as shown in Figure 17(c). It is deduced that the failure of each partially deteriorated column has a critical state, when the deteriorated segment and the foot of the column fail simultaneously as in Figure 17(b). The location of deteriorated segment above the foot of the column H at the critical state is defined as critical deteriorated height Hlj. In practice, when H is higher than Hlj, the failure of deteriorated columns occurs on the foot of the column rather than the deteriorated segment, there is no need to retrofit column, and, inversely, the partially deteriorated column needs to strengthen. Hlj is therefore vital for partially deteriorated column as it indicates the necessity of strengthening partially deteriorated columns.Critical deteriorated segment height.
(a)
H
=
0.23
L
(b)
H
l
j
=
0.3
L
(c)
H
=
0.38
L


### 4.2. Axial Load Ratio

The influence of axial load ratio on the critical deteriorated segment height was also investigated. Three columns with different axial load ratiosλ ranging from 0.2 to 0.6 were examined as shown in Figure 18. When the axial load ratio is equal to 0.2, the plastic hinge zone of specimen failed firstly, as shown in Figure 18(a). With the increment of axial load ratio, the balance state is destructive. When the axial load ratio reached 0.6 as shown in Figure 18(c), the failure appears on the deteriorated segment entirely. Figure 18(b) presents a critical state of partially deteriorated column with axial load ratio λlj equal to 0.4. Thus, the critical deteriorated height of partially deteriorated column is sensitive to the axial load ratio.Effect of axial load ratio on critical deteriorated segment height.
(a)
λ
=
0.2
(b)
λ
l
j
=
0.4
(c)
λ
=
0.6


### 4.3. Slenderness Ratio

The influence of slenderness ratio on critical deteriorated height was investigated, and the critical state of columns with different slenderness ratio was shown in Figure19. It is clearly shown in Figures 19(a)–19(c) that the absolute distance from column base to the critical deteriorated concrete segment turns larger with the increasing of slenderness ratio of columns, whereas the relative distance of critical deteriorated concrete is almost the same, which means the changing of slenderness ratio of column has little influence on the critical deteriorated segment height of partially deteriorated column.Effect of slenderness ratio on critical deteriorated segment height.
(a)
L
/
D
=
5.2
(b)
L
/
D
=
6
(c)
L
/
D
=
7


### 4.4. Deteriorated Ratio

Deteriorated ratioRk is defined as the ratio of the strength difference between the intact concrete strength and the deteriorated concrete strength to the strength of intact concrete (Rk=(fin-fw)/fin). Critical deteriorated segment heights of seven partially deteriorated columns, with different deteriorated ratios, were studied finally. The deteriorated ratios varied from 0.1 to 0.7 as shown in Figure 20. It is clearly visible that the critical segment deteriorated height moved up with the increment of deteriorated ratio, which means the critical deteriorated segment height has a close relation to the deteriorated ratio and location of deteriorated segments.Figure 20
Effect of deteriorated ratio on critical deteriorated segment height.


### 4.5. Determination of Critical Deteriorated Segment Height

In the following section, the critical deteriorated segment heightHlj of 42 partially deteriorated columns with different deteriorated ratios, under different axial load ratios, was studied. The FEA results of critical failure locations are shown in Table 3 and Figure 21, which shows that the deteriorated ratio and relative height of deteriorated segment have a linear relationship under a certain axial load ratio, and the slope of the lines is related to the axial load ratio. Based on the analysis, a formula to determine the critical deteriorated segment locations of partially deteriorated columns was developed:
(2)HljL=(0.2583λ+0.5324)Rk+0.0238λ-0.0118,
where λ is the axial load ratio of column, L is the length of column, and A is the section area of column. All of the parameters needed in the formula are measurable in practice, and the critical deteriorated height of partially deteriorated columns Hlj can be calculated easily. If the location of deteriorated segment is lower than Hlj, the column should be strengthened to prevent the premature failure in an earthquake. This method is effective just for the columns with Rk lower than 0.7 and λ lower than 0.6.Table 3
Critical deteriorated segment height of columns.
R
k
P
/(fwA)
0.15
0.2
0.3
0.35
0.45
0.6
0.1
0.057
0.058
0.060
0.067
0.069
0.074
0.2
0.107
0.111
0.120
0.138
0.138
0.149
0.3
0.163
0.165
0.176
0.191
0.191
0.208
0.4
0.213
0.221
0.231
0.246
0.246
0.269
0.5
0.269
0.273
0.292
0.307
0.307
0.334
0.6
0.338
0.352
0.367
0.389
0.389
0.415
0.7
0.401
0.409
0.427
0.461
0.461
0.501Figure 21
Diagram of critical deteriorated segment height of columns.


## 4.1. Deteriorated Segment Height

Variation of the height of the deteriorated segment above the base of the column was studied first. Three partially deteriorated columns, with the same deteriorated strength and axial load ratio, were examined. The heights of the deteriorated segments above the base of three columns varied from 0.23 to 0.38 times the height of the columns. Figure17(a) shows that the failure of column, judged by the plastic strain on concrete, appears on the deteriorated segment. With the ascendance of the deteriorated segment location, the failure field location turned from deteriorated segment to the foot of columns gradually, as shown in Figure 17(c). It is deduced that the failure of each partially deteriorated column has a critical state, when the deteriorated segment and the foot of the column fail simultaneously as in Figure 17(b). The location of deteriorated segment above the foot of the column H at the critical state is defined as critical deteriorated height Hlj. In practice, when H is higher than Hlj, the failure of deteriorated columns occurs on the foot of the column rather than the deteriorated segment, there is no need to retrofit column, and, inversely, the partially deteriorated column needs to strengthen. Hlj is therefore vital for partially deteriorated column as it indicates the necessity of strengthening partially deteriorated columns.Critical deteriorated segment height.
(a)
H
=
0.23
L
(b)
H
l
j
=
0.3
L
(c)
H
=
0.38
L


## 4.2. Axial Load Ratio

The influence of axial load ratio on the critical deteriorated segment height was also investigated. Three columns with different axial load ratiosλ ranging from 0.2 to 0.6 were examined as shown in Figure 18. When the axial load ratio is equal to 0.2, the plastic hinge zone of specimen failed firstly, as shown in Figure 18(a). With the increment of axial load ratio, the balance state is destructive. When the axial load ratio reached 0.6 as shown in Figure 18(c), the failure appears on the deteriorated segment entirely. Figure 18(b) presents a critical state of partially deteriorated column with axial load ratio λlj equal to 0.4. Thus, the critical deteriorated height of partially deteriorated column is sensitive to the axial load ratio.Effect of axial load ratio on critical deteriorated segment height.
(a)
λ
=
0.2
(b)
λ
l
j
=
0.4
(c)
λ
=
0.6


## 4.3. Slenderness Ratio

The influence of slenderness ratio on critical deteriorated height was investigated, and the critical state of columns with different slenderness ratio was shown in Figure19. It is clearly shown in Figures 19(a)–19(c) that the absolute distance from column base to the critical deteriorated concrete segment turns larger with the increasing of slenderness ratio of columns, whereas the relative distance of critical deteriorated concrete is almost the same, which means the changing of slenderness ratio of column has little influence on the critical deteriorated segment height of partially deteriorated column.Effect of slenderness ratio on critical deteriorated segment height.
(a)
L
/
D
=
5.2
(b)
L
/
D
=
6
(c)
L
/
D
=
7


## 4.4. Deteriorated Ratio

Deteriorated ratioRk is defined as the ratio of the strength difference between the intact concrete strength and the deteriorated concrete strength to the strength of intact concrete (Rk=(fin-fw)/fin). Critical deteriorated segment heights of seven partially deteriorated columns, with different deteriorated ratios, were studied finally. The deteriorated ratios varied from 0.1 to 0.7 as shown in Figure 20. It is clearly visible that the critical segment deteriorated height moved up with the increment of deteriorated ratio, which means the critical deteriorated segment height has a close relation to the deteriorated ratio and location of deteriorated segments.Figure 20
Effect of deteriorated ratio on critical deteriorated segment height.


## 4.5. Determination of Critical Deteriorated Segment Height

In the following section, the critical deteriorated segment heightHlj of 42 partially deteriorated columns with different deteriorated ratios, under different axial load ratios, was studied. The FEA results of critical failure locations are shown in Table 3 and Figure 21, which shows that the deteriorated ratio and relative height of deteriorated segment have a linear relationship under a certain axial load ratio, and the slope of the lines is related to the axial load ratio. Based on the analysis, a formula to determine the critical deteriorated segment locations of partially deteriorated columns was developed:
(2)HljL=(0.2583λ+0.5324)Rk+0.0238λ-0.0118,
where λ is the axial load ratio of column, L is the length of column, and A is the section area of column. All of the parameters needed in the formula are measurable in practice, and the critical deteriorated height of partially deteriorated columns Hlj can be calculated easily. If the location of deteriorated segment is lower than Hlj, the column should be strengthened to prevent the premature failure in an earthquake. This method is effective just for the columns with Rk lower than 0.7 and λ lower than 0.6.Table 3
Critical deteriorated segment height of columns.
R
k
P
/(fwA)
0.15
0.2
0.3
0.35
0.45
0.6
0.1
0.057
0.058
0.060
0.067
0.069
0.074
0.2
0.107
0.111
0.120
0.138
0.138
0.149
0.3
0.163
0.165
0.176
0.191
0.191
0.208
0.4
0.213
0.221
0.231
0.246
0.246
0.269
0.5
0.269
0.273
0.292
0.307
0.307
0.334
0.6
0.338
0.352
0.367
0.389
0.389
0.415
0.7
0.401
0.409
0.427
0.461
0.461
0.501Figure 21
Diagram of critical deteriorated segment height of columns.


## 5. Validity of Reinforcement with CFRP

### 5.1. Valid CFRP Thickness

The hysteretic loops of partially deteriorated column BR200 and its retrofitted specimens were predicted with the numerical model mentioned above. Figure22 indicates that the wrapping CFRP has significant effect on improving the seismic behaviors of partially deteriorated RC columns. When the specimen retrofitted with 1 layer to 4 layers of CFRP, the bearing capacity is 34.5 kN, 37.4 kN, 39.7 kN, and 40.5 kN, respectively. The bearing capacity increases by 10.8%, 19.8%, 27.2%, and 29.8% in comparison to the ones of unretrofitted deteriorated column BR200f, which means the effect of each layer CFRP on improving bearing capacity is decreasing with the increment of CFRP thickness. Thus, there is an upper limit to the thickness of CFRP in retrofitting RC columns. According to analytical results in Figure 22 and GB50367-2006 [22], 3 layers of CFRP are considered as the maximum effective thickness of CFRP in retrofitting engineering.Figure 22
Numerical prediction of retrofitting effect of wrapping CFRP.


### 5.2. Influence Factors on Recoverability of Wrapped CFRP

The seismic behaviors of partially deteriorated RC column can be recovered by the wrapped CFRP, which has been verified by current experiment. Many factors affecting the recoverability are worth studying.


#### 5.2.1. Axial Load Ratio

As shown in Figure23, the hysteretic loops of control columns and their responding CFRP retrofitted deteriorated columns with three axial load ratios are predicted. Figure 23 shows that the bearing capacity of 3-layer retrofitted columns under different axial load ratios is different. With the increment of the axial load, the bearing capacity of 3-layer retrofitted columns is increasing before the axial load equal to 0.3 but decreasing after the value. A similar regulation also exists in control columns. If the bearing capacity of a partially deteriorated column reaches the bearing capacity of control column by means of wrapping CFRP, the current thickness of CFRP is determined as the effective thickness to the partially deteriorated column, regardless of the axial load ratio. In other words, the axial load is insensitive to the recoverability of the wrapped CFRP on the partially deteriorated column.Figure 23
Hysteretic loops of numerical specimens with different axial load ratio.


#### 5.2.2. Slenderness Ratio

Figure24 is the hysteretic loops of control columns and retrofitted column with three different slenderness ratios. The concrete strength of control columns examined in Figure 24 is 50 MPa. The deteriorated concrete strength of partially deteriorated column is 31 MPa, and the intact concrete strength is 50 MPa. The reinforcement ratio of the column in Figure 24 is 0.0265, and the axial load of them, corresponding to the deteriorated strength, is 0.147. Three slenderness ratios, 4.58, 5.41, and 6.25, are selected to study the influence of slenderness ratio on the recoverability of 3-layer CFRP confinement. It is clearly seen that the bearing capacity of control columns and retrofitted columns decreases with increasing of the slenderness ratio. Thus, the slenderness ratio has little influence on the recoverability of wrapped CFRP.Figure 24
Hysteretic loops of numerical specimens with different slenderness ratio.


#### 5.2.3. Reinforcement Ratio

The influence of reinforcement ratio on the recoverability of wrapped CFRP is investigated, finally. As shown in Figure25, the intact strength and deteriorated strength of columns studied in Figure 14 are 50 MPa and 31 MPa, respectively. The slenderness ratio and axial load ratio are 5.41 and 0.147, respectively. Partially deteriorated columns are retrofitted with 3-layer CFRP. Three reinforcement ratios 0.0332, 0.0265, and 0.02 are selected to study the influence of reinforcement ratio on the recoverability of wrapped CFRP. It is clearly visible that the bearing capacity of columns is increasing with the increment of the reinforcement ratio, regardless of the control columns and the retrofitted columns. Therefore, the reinforcement ratio has little relationship to the recoverability of wrapped CFRP.Figure 25
Hysteretic loops of numerical specimens with different reinforcement ratio.


### 5.3. Effective Confinement of CFRP

All the important parameters, reinforcement ratio, axial load ratio, and slenderness ratio, can influence the retrofitting effect and bearing capacity upgrading. However, the mentioned three parameters have little influence on the recoverability of wrapped CFRP to recover the seismic behaviors of partially deteriorated columns. Thus, the equivalent strength of retrofitted column can be determined as the target strength of deteriorated concrete in partially deteriorated column retrofitted with 3-layer CFRP. As shown in Figure26, the confinement of 3-layer CFRP improves the bearing capacity of partially deteriorated column with different deteriorated concrete strength to varying degrees. When the deteriorated concrete strength is 15 MPa, the equivalent strength increases by 50%, comparing to the deteriorated concrete strength, but when the deteriorated concrete strength is 35 MPa, the increment of bearing capacity decreases to 38%. The confinement effect decreases with the increasing of deteriorated concrete strength. According to the pattern mentioned above, when the deteriorated concrete located at the plastic hinge zone of columns, the effectiveness of wrapped CFRP on recovering the seismic bearing capacity can be determined.Figure 26
Equivalent strength of 3-layer CFRP retrofitted column.


### 5.4. Discount Index of Required CFRP Thickness

#### 5.4.1. Discount of Deteriorated Concrete Location

According to the research mentioned above, when the partially deteriorated concrete located at the plastic hinge zone, if the deteriorated ratio of partially deteriorated column is lower than the critical deteriorated ratio, wrapping 3-layer CFRP is effective to recover the seismic bearing capacity of partially deteriorated column. However, when the deteriorated concrete does not locate at the plastic hinge zone, 3 layers of CFRP are unnecessary. Figure27 is the numerical result of required CFRP thickness of partially deteriorated columns with different deteriorated concrete location. As shown in Figure 27, the deteriorated ratio Rk is 0.4, and the discount index ηh is decreased with the increasing of H/Hlj. When the value of H/Hlj is equal to 0, ηh=1, which means the deteriorated concrete locates at the plastic hinge zone, 3-layer CFRP is necessary. When the value of H is close to Hlj, the ηh tends to 0, which means the reinforcement is unnecessary.Figure 27
Discount index of deteriorated concrete location.


#### 5.4.2. Discount of Deteriorated Ratio

As mentioned above, the required thickness of CFRP is related to not only the location of deteriorated concrete but also the deteriorated ratio of partially deteriorated column. If the deteriorated ratio is lower than the critical deteriorated ratio of partially deteriorated column, 3-layer CFRP retrofitting is also unnecessary. The numerical results of CFRP thickness discount are shown in Figure28, in which the deteriorated concrete is located at the plastic hinge zone (H=0). The discount index of deteriorated ratio ηd increases with the increasing of the value of Rk/Rkcr. Rkcr is defined as the critical deteriorated ratio. The value of Rk/Rkcr equaling 1 means that the deteriorated ratio is equal to the critical deteriorated ratio, ηd=1, no discount needed. The value of Rk/Rkcr tends to 0 which means the column is an intact column, ηd tends to 0, and retrofitting with CFRP is unnecessary.Figure 28
Discount index of deteriorated ratio.It is concluded from the research above that the maximum effective thickness of wrapped CFRPtmax⁡ is 3 layers (0.501 mm) and discount of deteriorated ratio and deteriorated concrete location should be considered when the appropriate thickness of wrapped CFRP is calculated. The required thickness of wrapped CFRP treq can be determined as in the following equation:
(3)treq=ηh·ηd·tmax⁡.


## 5.1. Valid CFRP Thickness

The hysteretic loops of partially deteriorated column BR200 and its retrofitted specimens were predicted with the numerical model mentioned above. Figure22 indicates that the wrapping CFRP has significant effect on improving the seismic behaviors of partially deteriorated RC columns. When the specimen retrofitted with 1 layer to 4 layers of CFRP, the bearing capacity is 34.5 kN, 37.4 kN, 39.7 kN, and 40.5 kN, respectively. The bearing capacity increases by 10.8%, 19.8%, 27.2%, and 29.8% in comparison to the ones of unretrofitted deteriorated column BR200f, which means the effect of each layer CFRP on improving bearing capacity is decreasing with the increment of CFRP thickness. Thus, there is an upper limit to the thickness of CFRP in retrofitting RC columns. According to analytical results in Figure 22 and GB50367-2006 [22], 3 layers of CFRP are considered as the maximum effective thickness of CFRP in retrofitting engineering.Figure 22
Numerical prediction of retrofitting effect of wrapping CFRP.


## 5.2. Influence Factors on Recoverability of Wrapped CFRP

The seismic behaviors of partially deteriorated RC column can be recovered by the wrapped CFRP, which has been verified by current experiment. Many factors affecting the recoverability are worth studying.


### 5.2.1. Axial Load Ratio

As shown in Figure23, the hysteretic loops of control columns and their responding CFRP retrofitted deteriorated columns with three axial load ratios are predicted. Figure 23 shows that the bearing capacity of 3-layer retrofitted columns under different axial load ratios is different. With the increment of the axial load, the bearing capacity of 3-layer retrofitted columns is increasing before the axial load equal to 0.3 but decreasing after the value. A similar regulation also exists in control columns. If the bearing capacity of a partially deteriorated column reaches the bearing capacity of control column by means of wrapping CFRP, the current thickness of CFRP is determined as the effective thickness to the partially deteriorated column, regardless of the axial load ratio. In other words, the axial load is insensitive to the recoverability of the wrapped CFRP on the partially deteriorated column.Figure 23
Hysteretic loops of numerical specimens with different axial load ratio.


### 5.2.2. Slenderness Ratio

Figure24 is the hysteretic loops of control columns and retrofitted column with three different slenderness ratios. The concrete strength of control columns examined in Figure 24 is 50 MPa. The deteriorated concrete strength of partially deteriorated column is 31 MPa, and the intact concrete strength is 50 MPa. The reinforcement ratio of the column in Figure 24 is 0.0265, and the axial load of them, corresponding to the deteriorated strength, is 0.147. Three slenderness ratios, 4.58, 5.41, and 6.25, are selected to study the influence of slenderness ratio on the recoverability of 3-layer CFRP confinement. It is clearly seen that the bearing capacity of control columns and retrofitted columns decreases with increasing of the slenderness ratio. Thus, the slenderness ratio has little influence on the recoverability of wrapped CFRP.Figure 24
Hysteretic loops of numerical specimens with different slenderness ratio.


### 5.2.3. Reinforcement Ratio

The influence of reinforcement ratio on the recoverability of wrapped CFRP is investigated, finally. As shown in Figure25, the intact strength and deteriorated strength of columns studied in Figure 14 are 50 MPa and 31 MPa, respectively. The slenderness ratio and axial load ratio are 5.41 and 0.147, respectively. Partially deteriorated columns are retrofitted with 3-layer CFRP. Three reinforcement ratios 0.0332, 0.0265, and 0.02 are selected to study the influence of reinforcement ratio on the recoverability of wrapped CFRP. It is clearly visible that the bearing capacity of columns is increasing with the increment of the reinforcement ratio, regardless of the control columns and the retrofitted columns. Therefore, the reinforcement ratio has little relationship to the recoverability of wrapped CFRP.Figure 25
Hysteretic loops of numerical specimens with different reinforcement ratio.


## 5.2.1. Axial Load Ratio

As shown in Figure23, the hysteretic loops of control columns and their responding CFRP retrofitted deteriorated columns with three axial load ratios are predicted. Figure 23 shows that the bearing capacity of 3-layer retrofitted columns under different axial load ratios is different. With the increment of the axial load, the bearing capacity of 3-layer retrofitted columns is increasing before the axial load equal to 0.3 but decreasing after the value. A similar regulation also exists in control columns. If the bearing capacity of a partially deteriorated column reaches the bearing capacity of control column by means of wrapping CFRP, the current thickness of CFRP is determined as the effective thickness to the partially deteriorated column, regardless of the axial load ratio. In other words, the axial load is insensitive to the recoverability of the wrapped CFRP on the partially deteriorated column.Figure 23
Hysteretic loops of numerical specimens with different axial load ratio.


## 5.2.2. Slenderness Ratio

Figure24 is the hysteretic loops of control columns and retrofitted column with three different slenderness ratios. The concrete strength of control columns examined in Figure 24 is 50 MPa. The deteriorated concrete strength of partially deteriorated column is 31 MPa, and the intact concrete strength is 50 MPa. The reinforcement ratio of the column in Figure 24 is 0.0265, and the axial load of them, corresponding to the deteriorated strength, is 0.147. Three slenderness ratios, 4.58, 5.41, and 6.25, are selected to study the influence of slenderness ratio on the recoverability of 3-layer CFRP confinement. It is clearly seen that the bearing capacity of control columns and retrofitted columns decreases with increasing of the slenderness ratio. Thus, the slenderness ratio has little influence on the recoverability of wrapped CFRP.Figure 24
Hysteretic loops of numerical specimens with different slenderness ratio.


## 5.2.3. Reinforcement Ratio

The influence of reinforcement ratio on the recoverability of wrapped CFRP is investigated, finally. As shown in Figure25, the intact strength and deteriorated strength of columns studied in Figure 14 are 50 MPa and 31 MPa, respectively. The slenderness ratio and axial load ratio are 5.41 and 0.147, respectively. Partially deteriorated columns are retrofitted with 3-layer CFRP. Three reinforcement ratios 0.0332, 0.0265, and 0.02 are selected to study the influence of reinforcement ratio on the recoverability of wrapped CFRP. It is clearly visible that the bearing capacity of columns is increasing with the increment of the reinforcement ratio, regardless of the control columns and the retrofitted columns. Therefore, the reinforcement ratio has little relationship to the recoverability of wrapped CFRP.Figure 25
Hysteretic loops of numerical specimens with different reinforcement ratio.


## 5.3. Effective Confinement of CFRP

All the important parameters, reinforcement ratio, axial load ratio, and slenderness ratio, can influence the retrofitting effect and bearing capacity upgrading. However, the mentioned three parameters have little influence on the recoverability of wrapped CFRP to recover the seismic behaviors of partially deteriorated columns. Thus, the equivalent strength of retrofitted column can be determined as the target strength of deteriorated concrete in partially deteriorated column retrofitted with 3-layer CFRP. As shown in Figure26, the confinement of 3-layer CFRP improves the bearing capacity of partially deteriorated column with different deteriorated concrete strength to varying degrees. When the deteriorated concrete strength is 15 MPa, the equivalent strength increases by 50%, comparing to the deteriorated concrete strength, but when the deteriorated concrete strength is 35 MPa, the increment of bearing capacity decreases to 38%. The confinement effect decreases with the increasing of deteriorated concrete strength. According to the pattern mentioned above, when the deteriorated concrete located at the plastic hinge zone of columns, the effectiveness of wrapped CFRP on recovering the seismic bearing capacity can be determined.Figure 26
Equivalent strength of 3-layer CFRP retrofitted column.


## 5.4. Discount Index of Required CFRP Thickness

### 5.4.1. Discount of Deteriorated Concrete Location

According to the research mentioned above, when the partially deteriorated concrete located at the plastic hinge zone, if the deteriorated ratio of partially deteriorated column is lower than the critical deteriorated ratio, wrapping 3-layer CFRP is effective to recover the seismic bearing capacity of partially deteriorated column. However, when the deteriorated concrete does not locate at the plastic hinge zone, 3 layers of CFRP are unnecessary. Figure27 is the numerical result of required CFRP thickness of partially deteriorated columns with different deteriorated concrete location. As shown in Figure 27, the deteriorated ratio Rk is 0.4, and the discount index ηh is decreased with the increasing of H/Hlj. When the value of H/Hlj is equal to 0, ηh=1, which means the deteriorated concrete locates at the plastic hinge zone, 3-layer CFRP is necessary. When the value of H is close to Hlj, the ηh tends to 0, which means the reinforcement is unnecessary.Figure 27
Discount index of deteriorated concrete location.


### 5.4.2. Discount of Deteriorated Ratio

As mentioned above, the required thickness of CFRP is related to not only the location of deteriorated concrete but also the deteriorated ratio of partially deteriorated column. If the deteriorated ratio is lower than the critical deteriorated ratio of partially deteriorated column, 3-layer CFRP retrofitting is also unnecessary. The numerical results of CFRP thickness discount are shown in Figure28, in which the deteriorated concrete is located at the plastic hinge zone (H=0). The discount index of deteriorated ratio ηd increases with the increasing of the value of Rk/Rkcr. Rkcr is defined as the critical deteriorated ratio. The value of Rk/Rkcr equaling 1 means that the deteriorated ratio is equal to the critical deteriorated ratio, ηd=1, no discount needed. The value of Rk/Rkcr tends to 0 which means the column is an intact column, ηd tends to 0, and retrofitting with CFRP is unnecessary.Figure 28
Discount index of deteriorated ratio.It is concluded from the research above that the maximum effective thickness of wrapped CFRPtmax⁡ is 3 layers (0.501 mm) and discount of deteriorated ratio and deteriorated concrete location should be considered when the appropriate thickness of wrapped CFRP is calculated. The required thickness of wrapped CFRP treq can be determined as in the following equation:
(3)treq=ηh·ηd·tmax⁡.


## 5.4.1. Discount of Deteriorated Concrete Location

According to the research mentioned above, when the partially deteriorated concrete located at the plastic hinge zone, if the deteriorated ratio of partially deteriorated column is lower than the critical deteriorated ratio, wrapping 3-layer CFRP is effective to recover the seismic bearing capacity of partially deteriorated column. However, when the deteriorated concrete does not locate at the plastic hinge zone, 3 layers of CFRP are unnecessary. Figure27 is the numerical result of required CFRP thickness of partially deteriorated columns with different deteriorated concrete location. As shown in Figure 27, the deteriorated ratio Rk is 0.4, and the discount index ηh is decreased with the increasing of H/Hlj. When the value of H/Hlj is equal to 0, ηh=1, which means the deteriorated concrete locates at the plastic hinge zone, 3-layer CFRP is necessary. When the value of H is close to Hlj, the ηh tends to 0, which means the reinforcement is unnecessary.Figure 27
Discount index of deteriorated concrete location.


## 5.4.2. Discount of Deteriorated Ratio

As mentioned above, the required thickness of CFRP is related to not only the location of deteriorated concrete but also the deteriorated ratio of partially deteriorated column. If the deteriorated ratio is lower than the critical deteriorated ratio of partially deteriorated column, 3-layer CFRP retrofitting is also unnecessary. The numerical results of CFRP thickness discount are shown in Figure28, in which the deteriorated concrete is located at the plastic hinge zone (H=0). The discount index of deteriorated ratio ηd increases with the increasing of the value of Rk/Rkcr. Rkcr is defined as the critical deteriorated ratio. The value of Rk/Rkcr equaling 1 means that the deteriorated ratio is equal to the critical deteriorated ratio, ηd=1, no discount needed. The value of Rk/Rkcr tends to 0 which means the column is an intact column, ηd tends to 0, and retrofitting with CFRP is unnecessary.Figure 28
Discount index of deteriorated ratio.It is concluded from the research above that the maximum effective thickness of wrapped CFRPtmax⁡ is 3 layers (0.501 mm) and discount of deteriorated ratio and deteriorated concrete location should be considered when the appropriate thickness of wrapped CFRP is calculated. The required thickness of wrapped CFRP treq can be determined as in the following equation:
(3)treq=ηh·ηd·tmax⁡.


## 6. Conclusion

According to the researches above, the following conclusions are obtained.(1)
3D finite element model of ABAQUS/Standard can accurately predict the hysteretic loops and failure locations of partially deteriorated columns and the effect of wrapped CFRP. When the partial deterioration of concrete located at the plastic hinge zone, the deteriorated concrete could weaken the seismic behaviors of RC columns. The bearing capacity can be mostly recovered by the confinement of wrapped CFRP.(2)
The risk of the partially deteriorated concrete to the column is related to the deteriorated ratio, the location of deteriorated segment, and the axial load ratio of RC column. When the location of deteriorationH<Hlj, partial deterioration could weaken the seismic behaviors of RC columns, and retrofitting is necessary to recover the seismic behaviors of columns. Otherwise, the partial deterioration has little effect on the seismic behaviors of columns. The proposed equation (2) can be used for risk assessment of partially deteriorated segment on column.(3)
Wrapping CFRP sheets is effective to recover the seismic behaviors of partially deteriorated columns. Three-layer CFRP is considered as the maximum effective thickness of CFRP. CFRP retrofitting method is effective to the partially deteriorated column whose deteriorated ratio is less than 0.5. The discount related to the deteriorated ratio and deteriorated concrete location should be considered by the discount index. The required thickness of CFRP can be determined by (3) to make retrofitting scheme with CFRP.



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*Source: 683057-2014-09-25.xml*