# Estimation of Concrete Carbonation Depth Considering Multiple Influencing Factors on the Deterioration of Durability for Reinforced Concrete Structures

Authors: Hae-Chang Cho; Hyunjin Ju; Jae-Yuel Oh; Kyung Jin Lee; Kyung Won Hahm; Kang Su Kim
Journal: Advances in Materials Science and Engineering
 (2016)

---

## Abstract

While the durability of concrete structures is greatly influenced by many factors, previous studies typically considered only a single durability deterioration factor. In addition, these studies mostly conducted their experiments inside the laboratory, and it is extremely hard to find any case in which data were obtained from field inspection. Accordingly, this study proposed an Adaptive Neurofuzzy Inference System (ANFIS) algorithm that can estimate the carbonation depth of a reinforced concrete member, in which combined deterioration has been reflected based on the data obtained from field inspections of 9 buildings. The proposed ANFIS algorithm closely estimated the carbonation depths, and it is considered that, with further inspection data, a higher accuracy would be achieved. Thus, it is expected to be used very effectively for durability estimation of a building of which the inspection is performed periodically.


---

## Body

## 1. Introduction

In reinforced concrete (RC) structures, the carbonation depth is a key deterioration factor to determine the durability of concrete structures [1–4]. In the initial stage of construction, RC members exhibit strong alkalinity of about pH 12-13 due to the calcium hydroxide inside the concrete, and a protective passive film is formed on the steel bar. However, with time, carbon dioxide (CO2) gas in the atmosphere penetrates into the concrete and reacts with calcium hydroxide (Ca(OH)2). The pH of the concrete is then lowered, which is a process known as “carbonation.” Once the lower alkalinity of the carbonation front reaches the steel bar beyond the concrete cover thickness, the protective passive film surrounding the steel bar is destroyed, which initiates the corrosion process [4, 5]. Corrosion products are then generated on the periphery of reinforcing bars and cause volume expansion, which causes cracks in the concrete surrounding the steel bar. If the cracks propagate to the surface of the member, concrete peeling or spalling occurs. In addition, the reduced bond strength between the steel bar and concrete reduces the strength and the durability of the member [6]. Therefore, the carbonation of concrete has been widely used as a basic indicator for determining the durability or remaining service life of structural members [7–9].Although the intended service life of an RC structure differs depending on its use, size, and so forth, it is often set to approximately 65 years in many international standards [7, 10, 11]. To meet the intended service life, appropriate maintenance plans for the building structures are required, for which accurate inspections on the durability are very important. Various theoretical and experimental studies have been carried out to estimate the concrete carbonation depth [1–4] and, in particular, most of them focused on the estimation of the carbonation velocity coefficient (A
Ca) based on the diffusion theory [5]. According to the diffusion theory, in a humidity environment, the concrete carbonation depth (C
a) is proportional to the square root of time (t) (i.e., C
a
=
A
Ca
t) [3, 7, 10]. The carbonation velocity coefficient (A
Ca) is affected by cement or binding agent, water-cement ratio, curing, and other environmental conditions and shows particularly significant differences depending on the cement type. In addition, the carbonation velocity increases under cracking or chloride attack and is also greatly affected by finishing condition of concrete surface [5]. Since various factors influence the carbonation velocity, it is very difficult to reflect it theoretically or experimentally. In addition, for the majority of structures older than 30 years, their design or maintenance documents such as drawings and concrete mix proportion tables are often lost or not available. Therefore, it is not easy to accurately estimate the carbonation depth through the data at the time of design. In response to this issue, this study was aimed at reasonably estimating the concrete carbonation depth, in which the combined deterioration is reflected, through an application of Artificial Neurofuzzy Inference System (ANFIS) [12, 13]. The application was based on the data obtained from field inspections and the accuracy of the analysis algorithm was verified through a comparison with measurement results.


## 2. Deterioration Factors of Concrete Carbonation

As previously mentioned, while the deterioration of an RC structure is influenced by various factors, it is practically impossible to consider all the factors. In this study, field inspections were performed to get the data such as the crack width, concrete compressive strength, chloride ion diffusion coefficient, and surface chloride ion concentration, and these were then considered as the input parameters of ANFIS.


### 2.1. Chloride Attack

Chloride attack is an important factor contributing to the deterioration of concrete durability. It accelerates the deterioration through a combined action with carbonation and has a particularly significant impact on the durability of structures exposed to a marine environment. The chloride ion concentration that can lead to corrosion of steel bars is called the critical chloride ion concentration. The chloride ion concentration (C
d) at the steel bar location can be estimated via the initial chloride ion concentration within the concrete (C
i), the chloride ion concentration absorbed on the surface (C
0), and the chloride ion diffusion coefficient (D
a). Based on Fick’s laws of diffusion [14], Crank [15] proposed an estimation method for the chloride ion concentration (C
d), which is most widely used. The chloride ion concentration (C
d) at the time (t) from the completion of the structure construction to the measurement point is calculated as follows:(1)
C
d
-
C
i
=
C
0
-
C
i
1
+
erf
⁡
x
2
D
a
t
,where x represents the depth from the surface of the member. The critical chloride ion concentration of concrete is typically 0.4% of the cement weight ratio. However, it was reported that the carbonated concrete can lead to the corrosion of steel bar even at a chloride ion concentration of 0.2% in CEB-FIP [16], which has been confirmed by several researchers [17–20]. Lee et al. [17] and Yoon [18] performed combined deterioration experiments considering concrete carbonation and chloride attack. According to their research, the chloride ion diffusion coefficients in the carbonated sections and the noncarbonated sections were very different, and drastic diffusion differences were observed at the boundary of the two sections due to the concentration phenomenon of diffusion. These observations were also reported in the studies by Andrade et al. [19] and Lee and Yoon [20], and the amounts of chloride ions (C
Cl
,
cb and C
Cl
,
ucb) of carbonated and noncarbonated cross sections were suggested, respectively, as follows: (2a)
C
Cl
,
cb
x
,
t
=
C
0
∑
n
=
0
∞
α
n
erfc
⁡
2
n
·
C
a
+
x
2
D
Cl
,
cb
t
-
α
·
erfc
⁡
2
n
+
2
C
a
-
x
2
D
Cl
,
cb
t
,
(2b)
C
Cl
,
ucb
x
,
t
=
2
k
C
0
k
+
1
∑
n
=
0
∞
α
n
erfc
⁡
2
n
+
1
x
+
k
x
-
C
a
2
D
Cl
,
cb
t
,where α is 1
-
k
/
1
+
k, k is D
Cl
,
cb
/
D
Cl
,
ucb, erfc
⁡ is the Gaussian error function, and D
Cl
,
cb and D
Cl
,
ucb are the chloride ion diffusion coefficients of carbonated concrete and noncarbonated concrete, respectively. The statistical data [21] of the Korea Concrete Institute (KCI) also revealed that the carbonation depth is deeper in a structure located in a coastal environment than in a structure located inland. This suggests that the carbonation of concrete is accelerated by chloride attack and that the combined deterioration phenomenon caused by the chloride attack and carbonation should therefore be reflected in the evaluation of the durability of RC structures.


### 2.2. Concrete Compressive Strength

The concrete compressive strength of an existing concrete structure is typically measured by the Schmidt hammer test [22], a nondestructive testing method. Rebound hardness measured by the Schmidt hammer test is influenced by the environmental condition surrounding the concrete, and it is known to be about 20% lower in an environment where the surface is moist than where it is dry [23]. In particular, as the rebound hardness of the cross section in which concrete carbonation progresses is relatively large compared to that of the noncarbonated cross section, the actual compressive strength can be overestimated in such a case. It is therefore desirable to measure the rebound hardness after removal of the surface [23]. Since the concrete compressive strength is mainly affected by the water-to-binder ratio that affects the carbonation, the concrete compressive strength is considered to have a strong relationship with the carbonation. Chi et al. [24], Kim et al. [25], and Cho [26] experimentally confirmed that, as the concrete strength increased, the velocity of carbonation progression reduced.


### 2.3. Crack Width

Structural cracks in reinforced concrete structures have a significant impact not only on structural performance, but also on durability reduction. In addition, nonstructural cracks including surface finishing cracks accelerate the durability reduction of concrete as they facilitate the penetration of the carbon dioxide and chlorine ion from the concrete surface exposed to the outside air. Therefore, both structural cracks and nonstructural cracks can be considered as the factors contributing to durability reduction. Song et al. [27] reported that if cracks occur, in addition to the diffusion of carbon dioxide inside the concrete, the penetration of carbon dioxide in the cracking area also occurs; therefore, the carbonation progresses more rapidly than in the area where cracks do not occur. According to their experimental results, cracks were found to have a larger effect on the carbonation velocity coefficient than the water-to-cement ratio; the carbonation velocity coefficient of the cracking area eventually increased by up to 8 times depending on the crack width.


## 2.1. Chloride Attack

Chloride attack is an important factor contributing to the deterioration of concrete durability. It accelerates the deterioration through a combined action with carbonation and has a particularly significant impact on the durability of structures exposed to a marine environment. The chloride ion concentration that can lead to corrosion of steel bars is called the critical chloride ion concentration. The chloride ion concentration (C
d) at the steel bar location can be estimated via the initial chloride ion concentration within the concrete (C
i), the chloride ion concentration absorbed on the surface (C
0), and the chloride ion diffusion coefficient (D
a). Based on Fick’s laws of diffusion [14], Crank [15] proposed an estimation method for the chloride ion concentration (C
d), which is most widely used. The chloride ion concentration (C
d) at the time (t) from the completion of the structure construction to the measurement point is calculated as follows:(1)
C
d
-
C
i
=
C
0
-
C
i
1
+
erf
⁡
x
2
D
a
t
,where x represents the depth from the surface of the member. The critical chloride ion concentration of concrete is typically 0.4% of the cement weight ratio. However, it was reported that the carbonated concrete can lead to the corrosion of steel bar even at a chloride ion concentration of 0.2% in CEB-FIP [16], which has been confirmed by several researchers [17–20]. Lee et al. [17] and Yoon [18] performed combined deterioration experiments considering concrete carbonation and chloride attack. According to their research, the chloride ion diffusion coefficients in the carbonated sections and the noncarbonated sections were very different, and drastic diffusion differences were observed at the boundary of the two sections due to the concentration phenomenon of diffusion. These observations were also reported in the studies by Andrade et al. [19] and Lee and Yoon [20], and the amounts of chloride ions (C
Cl
,
cb and C
Cl
,
ucb) of carbonated and noncarbonated cross sections were suggested, respectively, as follows: (2a)
C
Cl
,
cb
x
,
t
=
C
0
∑
n
=
0
∞
α
n
erfc
⁡
2
n
·
C
a
+
x
2
D
Cl
,
cb
t
-
α
·
erfc
⁡
2
n
+
2
C
a
-
x
2
D
Cl
,
cb
t
,
(2b)
C
Cl
,
ucb
x
,
t
=
2
k
C
0
k
+
1
∑
n
=
0
∞
α
n
erfc
⁡
2
n
+
1
x
+
k
x
-
C
a
2
D
Cl
,
cb
t
,where α is 1
-
k
/
1
+
k, k is D
Cl
,
cb
/
D
Cl
,
ucb, erfc
⁡ is the Gaussian error function, and D
Cl
,
cb and D
Cl
,
ucb are the chloride ion diffusion coefficients of carbonated concrete and noncarbonated concrete, respectively. The statistical data [21] of the Korea Concrete Institute (KCI) also revealed that the carbonation depth is deeper in a structure located in a coastal environment than in a structure located inland. This suggests that the carbonation of concrete is accelerated by chloride attack and that the combined deterioration phenomenon caused by the chloride attack and carbonation should therefore be reflected in the evaluation of the durability of RC structures.


## 2.2. Concrete Compressive Strength

The concrete compressive strength of an existing concrete structure is typically measured by the Schmidt hammer test [22], a nondestructive testing method. Rebound hardness measured by the Schmidt hammer test is influenced by the environmental condition surrounding the concrete, and it is known to be about 20% lower in an environment where the surface is moist than where it is dry [23]. In particular, as the rebound hardness of the cross section in which concrete carbonation progresses is relatively large compared to that of the noncarbonated cross section, the actual compressive strength can be overestimated in such a case. It is therefore desirable to measure the rebound hardness after removal of the surface [23]. Since the concrete compressive strength is mainly affected by the water-to-binder ratio that affects the carbonation, the concrete compressive strength is considered to have a strong relationship with the carbonation. Chi et al. [24], Kim et al. [25], and Cho [26] experimentally confirmed that, as the concrete strength increased, the velocity of carbonation progression reduced.


## 2.3. Crack Width

Structural cracks in reinforced concrete structures have a significant impact not only on structural performance, but also on durability reduction. In addition, nonstructural cracks including surface finishing cracks accelerate the durability reduction of concrete as they facilitate the penetration of the carbon dioxide and chlorine ion from the concrete surface exposed to the outside air. Therefore, both structural cracks and nonstructural cracks can be considered as the factors contributing to durability reduction. Song et al. [27] reported that if cracks occur, in addition to the diffusion of carbon dioxide inside the concrete, the penetration of carbon dioxide in the cracking area also occurs; therefore, the carbonation progresses more rapidly than in the area where cracks do not occur. According to their experimental results, cracks were found to have a larger effect on the carbonation velocity coefficient than the water-to-cement ratio; the carbonation velocity coefficient of the cracking area eventually increased by up to 8 times depending on the crack width.


## 3. Artificial Neurofuzzy Inference System

The aim of this study was to estimate the carbonation depth of a reinforced concrete member in which combined deterioration is reflected. In this study, therefore, detailed safety inspection on a total of 9 buildings has been performed to get the field data that are required for the estimation of the carbonation depth. Table1 shows a summary of the inspection results of Building 9, and Tables 3–10 show the inspection results of Buildings 1–8. The concrete compressive strength, carbonation depth, cover thickness, and crack width were measured at a total of 189 points, which were 20 to 24 points per building. For measurement of the chlorine ion diffusion coefficient, one core sample for each building was taken from a wall on the roof, and the chloride ion concentration was measured at the surface and the depth of every 10 mm. The chloride ion diffusion coefficient was then calculated as shown in Tables 2, 11, and 12. Unfortunately, however, the core sampling was not permitted inside the building, and, alternatively, concrete powder was taken at the depth of 10 mm from the surface, from which the surface chloride ion concentration was measured. In addition, the chloride ion diffusion coefficient inside the building was assumed to be the same as that on the outside. The carbonation velocity coefficient typically ranges from about 3 to 8 outside and from about 3 to 10 inside [5].Table 1
Field investigation data (Building 9, construction completion year: 1976).
Measurement point
Member type
Concrete compressive strength (MPa)
Concrete carbonation depth (mm)
Cover depth (mm)
Crack width (mm)
B9P1
Column
21.1
20.13
45
—
B9P2
Column
26.1
23.45
40
Surface finishing crack
B9P3
Slab
22.2
19.12
65
—
B9P4
Beam
20.7
32.73
60
—
B9P5
Wall
20.9
20.19
45
—
B9P6
Wall
21.3
30.61
25
Surface finishing crack
B9P7
Slab
25.6
22.46
25
0.1
B9P8
Beam
20.9
49.87
70
—
B9P9
Beam
23.0
14.62
70
—
B9P10
Slab
22.8
16.49
20
—
B9P11
Beam
21.3
30.80
65
—
B9P12
Slab
24.7
23.92
20
—
B9P13
Beam
19.9
23.99
60
—
B9P14
Slab
21.5
23.06
30
—
B9P15
Beam
21.5
26.46
30
0.1
B9P16
Slab
27.3
19.06
35
Surface finishing crack
B9P17
Slab
22.9
26.47
30
—
B9P18
Beam
20.5
40.20
75
—
B9P19
Wall
22.2
25.54
45
Surface finishing crack
B9P20
Wall
31.9
26.24
55
—
B9P21
Wall
29.7
22.71
25
Surface finishing crack
B9P22
Wall
28.3
29.94
45
Surface finishing crackTable 2
Measurement of chloride concentration (Building 9).
Location
Chloride ion concentrationk
g
/
m
3
Chloride ion diffusion coefficientm
2
/
y
e
a
r
Inside
27.64
×
1
0
-
6
Surface to 10 mm
0.22
Outside
Surface to 10 mm
0.27
10 to 20 mm
0.24
20 to 30 mm
0.18Table 3
Field investigation data (Building 1, construction completion year: 1981).
Measurement point
Member type
Concrete compressive strength (MPa)
Concrete carbonation depth (mm)
Cover depth (mm)
Crack width (mm)
B1P1
Beam
18.6
24.18
86
—
B1P2
Slab
22.4
17.07
67
—
B1P3
Wall
32.6
9.44
50
Finishing crack on surface
B1P4
Slab
20.6
19.75
52
—
B1P5
Beam
17.7
8.87
67
—
B1P6
Column
29.5
14.33
67
—
B1P7
Wall
26.1
5.81
49
—
B1P8
Column
24.7
15.61
39
—
B1P9
Slab
23.8
9.98
57
—
B1P10
Beam
28.4
9.95
51
—
B1P11
Slab
28.6
5.62
32
—
B1P12
Beam
35.3
10.73
77
—
B1P13
Wall
36.6
5.06
58
—
B1P14
Wall
30.2
5.04
33
0.1
B1P15
Wall
37.7
5.39
26
—
B1P16
Wall
25.9
29.95
42
0.1
B1P17
Slab
26.1
10.10
49
Finishing crack on surface
B1P18
Beam
34.1
10.14
78
Finishing crack on surface
B1P19
Slab
37.4
10.85
55
Finishing crack on surface
B1P20
Beam
36.5
18.66
65
Finishing crack on surfaceTable 4
Field investigation data (Building 2, construction completion year: 1981).
Measurement point
Member type
Concrete compressive strength (MPa)
Concrete carbonation depth (mm)
Cover depth (mm)
Crack width (mm)
B2P1
Slab
27.1
7.04
43
—
B2P2
Slab
32.9
4.55
40
—
B2P3
Beam
24.4
8.73
65
—
B2P4
Slab
23.1
8.95
40
—
B2P5
Wall
31.2
10.50
75
—
B2P6
Wall
33.2
12.88
55
—
B2P7
Column
23.2
11.52
40
Surface finishing crack
B2P8
Column
22.9
9.58
60
—
B2P9
Beam
26.0
8.93
85
—
B2P10
Slab
20.7
7.59
35
—
B2P11
Beam
26.8
9.50
60
Surface finishing crack
B2P12
Slab
28.2
18.89
35
—
B2P13
Beam
27.1
10.87
67
Surface finishing crack
B2P14
Slab
28.0
18.55
40
Surface finishing crack
B2P15
Beam
24.7
6.33
45
Surface finishing crack
B2P16
Slab
24.8
8.79
45
—
B2P17
Wall
21.3
4.91
100
—
B2P18
Wall
33.0
7.71
45
—
B2P19
Wall
24.3
7.62
25
—
B2P20
Wall
31.4
10.96
40
0.1Table 5
Field investigation data (Building 3, construction completion year: 1981).
Measurement point
Member type
Concrete compressive strength (MPa)
Concrete carbonation depth (mm)
Cover depth (mm)
Crack width (mm)
B3P1
Beam
31.3
41.08
30
—
B3P2
Slab
29.9
34.74
25
—
B3P3
Beam
24.4
19.91
75
—
B3P4
Beam
24.5
41.3
55
—
B3P5
Wall
19.3
42.18
40
—
B3P6
Wall
26
29.49
40
—
B3P7
Beam
26
28.49
45
Surface finishing crack
B3P8
Slab
30.5
29.96
30
—
B3P9
Slab
29.3
9.62
40
—
B3P10
Beam
32.8
7.06
70
—
B3P11
Slab
25.6
11.26
30
—
B3P12
Beam
19.4
34.83
45
—
B3P13
Wall
22.5
38.34
30
—
B3P14
Wall
29.3
26.48
65
—
B3P15
Wall
20.2
32.06
75
—
B3P16
Wall
27.8
14.72
35
Surface finishing crack
B3P17
Beam
25.4
55.9
30
—
B3P18
Beam
25.5
51.41
40
—
B3P19
Slab
18.9
49.74
20
—
B3P20
Slab
25.2
44.05
30
—Table 6
Field investigation data (Building 4, construction completion year: 1984).
Measurement point
Member type
Concrete compressive strength (MPa)
Concrete carbonation depth (mm)
Cover depth (mm)
Crack width (mm)
B4P1
Column
32.2
20.35
35
—
B4P2
Column
29.7
23.56
35
—
B4P3
Beam
29
17.9
20
—
B4P4
Beam
26.9
21.35
60
—
B4P5
Beam
31.7
12.89
70
—
B4P6
Beam
29.4
18.18
30
—
B4P7
Slab
26.5
71.06
44
0.2
B4P8
Slab
29.8
16.69
35
—
B4P9
Beam
26.6
45.91
60
0.5
B4P10
Slab
31.2
26.82
50
—
B4P11
Beam
26.5
28.49
20
—
B4P12
Slab
27.1
26.29
40
—
B4P13
Beam
24.8
22.74
30
Surface finishing crack
B4P14
Beam
30.9
19.09
35
Surface finishing crack
B4P15
Slab
20.5
25.74
35
Surface finishing crack
B4P16
Slab
18.6
46.42
20
Surface finishing crack
B4P17
Wall
34.3
15.9
90
—
B4P18
Wall
28.9
14.6
55
—
B4P19
Wall
32
11.21
50
—
B4P20
Wall
34.4
15.22
50
—Table 7
Field investigation data (Building 5, construction completion year: 1983).
Measurement point
Member type
Concrete compressive strength (MPa)
Concrete carbonation depth (mm)
Cover depth (mm)
Crack width (mm)
B5P1
Wall
25.7
14.47
100
—
B5P2
Wall
30.9
18.39
60
—
B5P3
Beam
27.9
12.74
55
—
B5P4
Column
30.7
15.37
40
—
B5P5
Slab
34.0
8.77
25
—
B5P6
Beam
30.7
20.91
70
—
B5P7
Column
25.8
9.76
50
—
B5P8
Slab
34.0
21.46
35
—
B5P9
Beam
31.4
10.17
45
—
B5P10
Column
28.4
15.57
45
—
B5P11
Slab
25.4
20.04
25
—
B5P12
Beam
30.6
17.82
45
—
B5P13
Beam
27.7
40.23
50
—
B5P14
Slab
23.2
37.25
30
—
B5P15
Column
31.5
17.92
60
—
B5P16
Beam
29.2
12.85
55
—
B5P17
Column
25.9
14.65
50
Surface finishing crack
B5P18
Column
32.8
52.01
70
Surface finishing crack
B5P19
Column
27.3
77.60
80
—
B5P20
Beam
33.9
10.17
75
—
B5P21
Beam
27.6
18.01
50
—Table 8
Field investigation data (Building 6, construction completion year: 1981).
Measurement point
Member type
Concrete compressive strength (MPa)
Concrete carbonation depth (mm)
Cover depth (mm)
Crack width (mm)
B6P1
Wall
22.1
25.82
60
—
B6P2
Wall
20.2
22.68
45
—
B6P3
Slab
25.0
17.20
55
Surface finishing crack
B6P4
Beam
27.9
13.72
45
Surface finishing crack
B6P5
Beam
30.3
17.24
60
0.1
B6P6
Slab
28.7
18.43
40
0.1
B6P7
Slab
22.4
11.70
35
—
B6P8
Beam
29.9
11.08
70
—
B6P9
Beam
28.4
15.87
50
—
B6P10
Slab
26.8
11.73
40
—
B6P11
Column
25.9
18.03
75
—
B6P12
Column
25.1
19.52
40
—
B6P13
Slab
22.9
12.98
40
Surface finishing crack
B6P14
Beam
28.6
12.50
70
—
B6P15
Beam
26.2
18.17
50
Surface finishing crack
B6P16
Slab
23.9
13.07
45
Surface finishing crack
B6P17
Beam
25.9
25.77
80
—
B6P18
Beam
26.5
21.92
90
Surface finishing crack
B6P19
Slab
23.1
19.53
45
—
B6P20
Slab
20.8
15.53
20
—
B6P21
Wall
20.6
13.58
50
—
B6P22
Wall
31.1
12.67
80
—
B6P23
Wall
27.8
13.26
95
—
B6P24
Wall
22.6
12.96
85
—Table 9
Field investigation data (Building 7, construction completion year: 1983).
Measurement point
Member type
Concrete compressive strength (MPa)
Concrete carbonation depth (mm)
Cover depth (mm)
Crack width (mm)
B7P1
Slab
25.2
7.69
35
—
B7P2
Beam
18.6
10.35
70
—
B7P3
Slab
25.5
11.78
40
—
B7P4
Beam
26.4
7.35
45
—
B7P5
Beam
31.4
11.36
55
0.1
B7P6
Slab
32.1
7.85
35
—
B7P7
Column
25.9
12.90
30
—
B7P8
Column
26.3
8.77
25
—
B7P9
Beam
25.1
11.98
55
—
B7P10
Slab
25.2
13.37
35
—
B7P11
Beam
26.0
7.82
35
—
B7P12
Slab
22.0
9.87
30
—
B7P13
Slab
20.0
12.31
25
0.1
B7P14
Beam
27.5
11.03
40
—
B7P15
Slab
19.9
8.02
35
—
B7P16
Beam
24.5
13.34
60
—
B7P17
Wall
19.7
17.89
45
—
B7P18
Wall
20.5
20.35
40
0.1
B7P19
Wall
24.4
18.41
30
—
B7P20
Wall
21.6
23.06
40
0.1Table 10
Field investigation data (Building 8, construction completion year: 1982).
Measurement point
Member type
Concrete compressive strength (MPa)
Concrete carbonation depth (mm)
Cover depth (mm)
Crack width (mm)
B8P1
Column
23.3
20.79
40
—
B8P2
Column
20.8
57.84
45
—
B8P3
Beam
20.8
41.53
40
—
B8P4
Slab
16.0
26.89
30
—
B8P5
Wall
33.5
11.36
85
—
B8P6
Wall
29.0
11.63
40
—
B8P7
Slab
29.0
22.84
25
—
B8P8
Beam
26.1
29.72
75
—
B8P9
Beam
22.4
16.29
20
—
B8P10
Slab
25.3
22.88
25
0.1
B8P11
Beam
23.1
43.93
40
—
B8P12
Slab
26.6
45.86
20
—
B8P13
Beam
27.4
16.62
60
0.1
B8P14
Slab
25.9
35.64
30
—
B8P15
Beam
31.4
13.83
40
0.2
B8P16
Slab
24.6
9.18
20
Surface finishing crack
B8P17
Beam
30.8
11.98
40
0.2
B8P18
Slab
26.8
21.00
20
0.1
B8P19
Wall
29.3
32.27
45
—
B8P20
Wall
25.6
69.13
70
—
B8P21
Wall
30.0
47.35
45
—
B8P22
Wall
28.4
38.69
55
—Table 11
Measurement of chloride concentration (Buildings 1–4).
Building 1
Location
Chloride ion concentrationk
g
/
m
3
Chloride ion diffusion coefficientm
2
/
y
e
a
r
Inside
3.19
×
1
0
-
6
Surface to 10 mm
0.27
Outside
Surface to 10 mm
0.63
10 to 20 mm
0.15
20 to 30 mm
0.11
Building 2
Location
Chloride ion concentrationk
g
/
m
3
Chloride ion diffusion coefficientm
2
/
y
e
a
r
Inside
46.55
×
1
0
-
6
Surface to 10 mm
0.15
Outside
Surface to 10 mm
0.18
10 to 20 mm
0.13
20 to 30 mm
0.13
Building 3
Location
Chloride ion concentrationk
g
/
m
3
Chloride ion diffusion coefficientm
2
/
y
e
a
r
Inside
11.17
×
1
0
-
6
Surface to 10 mm
0.47
Outside
Surface to 10 mm
0.47
10 to 20 mm
0.38
20 to 30 mm
0.22
Building 4
Location
Chloride ion concentrationk
g
/
m
3
Chloride ion diffusion coefficientm
2
/
y
e
a
r
Inside
73.86
×
1
0
-
6
Surface to 10 mm
0.40
Outside
Surface to 10 mm
0.63
10 to 20 mm
0.61
20 to 30 mm
0.49Table 12
Measurement of chloride concentration (Buildings 5–8).
Building 5
Location
Chloride ion concentrationk
g
/
m
3
Chloride ion diffusion coefficientm
2
/
y
e
a
r
Inside
9.97
×
1
0
-
6
Surface to 10 mm
0.24
Outside
Surface to 10 mm
0.42
10 to 20 mm
0.33
20 to 30 mm
0.18
Building 6
Location
Chloride ion concentrationk
g
/
m
3
Chloride ion diffusion coefficientm
2
/
y
e
a
r
Inside
42.70
×
1
0
-
6
Surface to 10 mm
0.13
Outside
Surface to 10 mm
0.38
10 to 20 mm
0.29
20 to 30 mm
0.27
Building 7
Location
Chloride ion concentrationk
g
/
m
3
Chloride ion diffusion coefficientm
2
/
y
e
a
r
Inside
10.62
×
1
0
-
6
Surface to 10 mm
1.38
Outside
Surface to 10 mm
1.58
10 to 20 mm
0.72
20 to 30 mm
0.70
Building 8
Location
Chloride ion concentrationk
g
/
m
3
Chloride ion diffusion coefficientm
2
/
y
e
a
r
Inside
13.32
×
1
0
-
6
Surface to 10 mm
0.15
Outside
Surface to 10 mm
0.22
10 to 20 mm
0.15
20 to 30 mm
0.11In the design phase, KCI [23] and Japan Society of Civil Engineers (JSCE) [28] suggest that the carbonation velocity coefficient (A
Ca) shall be calculated as follows: (3)
A
Ca
=
-
3.57
+
9
·
W
B
,where W
/
B represents the water-to-binder ratio. However, since the effects of other factors contributing to the durability reduction such as crack and chloride attack are not reflected in (3), the calculated carbonation velocity coefficient significantly can greatly differ from the one measured in the buildings used for a long period of time. The carbonation depth (C
a) can be calculated as follows [5]: (4)
C
a
=
A
Ca
t
.Figure 1 shows a comparison between the carbonation depths measured in B1P6 and estimated by (3) and (4). Equations (3) and (4) estimate that the carbonation progresses up to the depth of about 7.9 mm from the surface. However, the carbonation depth measured in B1P6 was almost two times greater than 7.9 mm, with a depth of 14.3 mm. This difference clearly demonstrates that carbonation depths shall be estimated considering the combined actions of durability factors. Thus, this study aimed at estimating the concrete carbonation depth that can reflect the effects of chloride attack, compressive strength, and crack width, regarding the value estimated from (3) as the carbonation velocity coefficient resulting from a single carbonation factor. The carbonation velocity coefficient, surface chloride ion content, chloride ion diffusion coefficient, compressive strength, crack width, and time were used as ANFIS input parameters.Figure 1
Comparison between measured and estimated carbonation depths.


### 3.1. Training Algorithm

ANFIS is a technique used for optimizing premise parameters and consequent parameters by introducing a training algorithm into Sugeno fuzzy inference system [12]. In this study, a 5-layer ANFIS structure was applied as shown in Figure 2. Sugeno fuzzy inference system is used to estimate output values for new input values by creating rules on the basis of known data, where all the inputs and outputs consist of fuzzy values that are membership functions assigned to crisp values [29, 30]. The membership function represents the degree to which the variable belongs to a fuzzy set [29, 30], and the fuzzy set is an extension of a crisp set. In the crisp set, each element represents the degree to which it belongs to any set as 0 or 1, whereas the degree is represented as a value between 0 and 1 in the case of the fuzzy set. Therefore, all the possibilities can be considered by representing the case of fully belonging as 1.0, the case of not belonging at all as 0, and the case in which there is a 50% chance of belonging as 0.5.Figure 2
ANFIS structure.In Figure2, Layer 1 calculates the membership functions of the input parameters. In order to calculate the membership functions, the shape of fuzzy set needs to be defined, and the most common shapes of fuzzy set are triangle, trapezoid, and bell shapes. Bell shape fuzzy set is becoming increasingly popular for specifying fuzzy set and training of ANFIS with the bell-shaped fuzzy set obtains a higher accuracy [12]. Thus, in this study, bell-shaped fuzzy set was used, as shown in Figure 3. The membership function of the bell-shaped fuzzy set (bell
x
i
j
;
x
c
,
x
w
,
x
q) can be represented as follows: (5)
bell
x
i
j
;
x
c
,
x
w
,
x
q
=
1
1
+
x
i
j
-
x
c
/
x
w
2
x
q
,where x
i
j is an input parameter and x
c, x
w, and x
q are coefficients that determine the width, shape, and median value of each fuzzy set, respectively. In the ANFIS, x
c, x
w, and x
q are defined as premise parameters. In this study, each of the three fuzzy sets for each input parameter was configured as shown in Figure 4.Figure 3
Bell-shaped fuzzy set.Figure 4
Fuzzy sets of input parameters.
(a)
Initial carbonation velocity coefficient
(b)
Surface chloride ion content
(c)
Chloride ion diffusion coefficient
(d)
Concrete compressive strength
(e)
Crack width
(f)
TimeIn Figure2, Layer 2 constitutes fuzzy rules. The fuzzy rules are composed of combinations of all input parameters, and since each of the three fuzzy sets is configured by 6 input parameters in this study, the combination of all fuzzy sets, or the number of rules, is 3
6 (729). Sugeno fuzzy inference assumes the consequent output part to be linear, unlike the input part composed of fuzzy sets. In the case of multiple dimensions, the output value (f
r
i) of the rule can be determined through a multiple regression analysis shown as follows:(6)
f
r
1
=
a
1
C
v
+
b
1
C
s
+
c
1
D
a
+
d
1
f
c
+
e
1
C
r
+
f
1
t
+
g
1
,
f
r
2
=
a
2
C
v
+
b
2
C
s
+
c
2
D
a
+
d
2
f
c
+
e
2
C
r
+
f
2
t
+
g
2
,
⋮
f
r
729
=
a
729
C
v
+
b
729
C
s
+
c
729
D
a
+
d
729
f
c
+
e
729
C
r
+
f
729
t
+
g
729
,where C
v is the initial concrete carbonation velocity coefficient, C
s is the surface chloride ion content, D
a is the chloride ion diffusion coefficient, f
c is the concrete compressive strength, C
r is the crack width, t is time, and a
i, b
i, c
i, d
i, e
i, f
i, and g
i are constants determined by the least square method in this study. In the ANFIS, these coefficients are defined as consequent parameters. Since the output value of the rule is a fuzzy value, as in the input parameter, it has an inherent membership function. The membership function (w
i) for each rule can be calculated by the T-norm calculation method [12] as follows:(7)
w
i
=
T
μ
C
v
k
,
μ
C
s
k
,
μ
D
a
k
,
μ
f
c
k
,
μ
C
r
k
,
μ
t
k
i
=
1,2
,
…
,
729
,
k
=
1,2
,
3
,where w
i is the membership function of the ith rule (firing strength), μ
C
v
k is the membership function of the fuzzy set F
C
v
k on the carbonation velocity coefficient, μ
C
s
k is the membership function of the fuzzy set F
C
s
k on the surface chloride ion content, μ
D
a
k is the membership function of the fuzzy set F
D
a
k on the chloride ion diffusion coefficient, μ
f
c
k is the membership function of the fuzzy set F
f
c
k on the concrete compressive strength, μ
C
r
k is the membership function of the fuzzy set F
C
r
k on the crack width, and μ
t
k is the membership function of the fuzzy set F
t
k on the time (see Figure 4).In Figure2, Layer 3 normalizes the membership function of the rules (firing strength). Since the result value from the rule configured in Layer 2 is a fuzzy value, defuzzification needs to be performed, which is a technique of deriving the fuzzy value as a crisp value. For the defuzzification, the centroid-of-area method is typically used. The centroid-of-area method is used to normalize the sum of firing strengths calculated in (7) to be 1 and thus to calculate an expectation value using the normalized firing strength as a weight factor. The normalized firing strength (w
-
i) can be calculated as follows: (8)
w
-
i
=
w
i
∑
i
=
1
729
w
i
.In Figure2, Layer 4 outputs the modified rule (y
i) that reflects the normalized firing strength, which can be represented as follows: (9)
y
i
=
w
-
i
f
r
i
=
w
-
i
a
i
C
v
+
b
i
C
s
+
c
i
D
a
+
d
i
f
c
+
e
i
C
r
+
f
i
t
+
g
i
.In Figure2, Layer 5 performs the defuzzification of the result of Layer 4, and the carbonation depth (y
ANFIS) in which the combined deterioration is reflected can be calculated shown as follows: (10)
y
ANFIS
=
∑
i
=
1
729
y
i
=
∑
i
=
1
729
w
-
i
f
r
i
.The coefficient that affects the shape of the fuzzy set, the premise parameter defined in Layer 1, was determined by referring to the inspection criteria presented by the Korea Infrastructure Safety & Technology Corporation [31]. The consequent parameters can be determined so that the error will be minimized through the least square method, but the premise parameters cannot be optimized in the same way. Accordingly, in this study, a backpropagation algorithm [12] was used to optimize the premise parameters. In the backpropagation algorithm, an error (E
p) is calculated as follows: (11)
E
p
=
1
m
∑
k
=
1
m
y
r
p
-
y
ANFIS
2
,where m is the number of data sets, y
r
p is the carbonation depth measured from the field investigation, and y
ANFIS is the carbonation depth derived from the ANFIS. The gradient descent method [12] is applied so that the error calculated by (11) can be a minimum (E
m
i
n), where the error increment (Δ
x
c
w
q) of the premise parameters is calculated as follows: (12)
Δ
x
c
w
q
=
-
∂
E
p
∂
x
c
w
q
,where x
c
w
q represents the premise parameters x
c, x
q, and x
w and the error increment (Δ
x
c
w
q) is calculated using a chain rule. The error increment (Δ
x
c
w
q) of the premise parameters is reflected in a new factor along with a training rate (η), and the (
t
′
+
1
)th premise parameter (x
c
w
q
t
′
+
1) is updated as follows: (13)
x
c
w
q
t
′
+
1
=
x
c
w
q
t
′
+
η
p
Δ
x
c
w
q
,where p represents the number of data sets. If the premise parameters are updated, an operation is performed again from Layers 1 to 5, and the updated consequent parameters are derived. The series of this process is repeatedly performed until the error calculated by (11) reaches minimum (E
m
i
n), which is referred to as training. In this study, the diagnostic data of 8 buildings were used in random training, and the remaining data, that is, the diagnostic data of Building 9, was utilized in the verification. The fuzzy set of the finally updated input parameters is shown in Figure 5.Figure 5
Fuzzy sets of input parameters after training.
(a)
Initial carbonation velocity coefficient
(b)
Surface chloride ion content
(c)
Chloride ion diffusion coefficient
(d)
Concrete compressive strength
(e)
Crack width
(f)
Time


## 3.1. Training Algorithm

ANFIS is a technique used for optimizing premise parameters and consequent parameters by introducing a training algorithm into Sugeno fuzzy inference system [12]. In this study, a 5-layer ANFIS structure was applied as shown in Figure 2. Sugeno fuzzy inference system is used to estimate output values for new input values by creating rules on the basis of known data, where all the inputs and outputs consist of fuzzy values that are membership functions assigned to crisp values [29, 30]. The membership function represents the degree to which the variable belongs to a fuzzy set [29, 30], and the fuzzy set is an extension of a crisp set. In the crisp set, each element represents the degree to which it belongs to any set as 0 or 1, whereas the degree is represented as a value between 0 and 1 in the case of the fuzzy set. Therefore, all the possibilities can be considered by representing the case of fully belonging as 1.0, the case of not belonging at all as 0, and the case in which there is a 50% chance of belonging as 0.5.Figure 2
ANFIS structure.In Figure2, Layer 1 calculates the membership functions of the input parameters. In order to calculate the membership functions, the shape of fuzzy set needs to be defined, and the most common shapes of fuzzy set are triangle, trapezoid, and bell shapes. Bell shape fuzzy set is becoming increasingly popular for specifying fuzzy set and training of ANFIS with the bell-shaped fuzzy set obtains a higher accuracy [12]. Thus, in this study, bell-shaped fuzzy set was used, as shown in Figure 3. The membership function of the bell-shaped fuzzy set (bell
x
i
j
;
x
c
,
x
w
,
x
q) can be represented as follows: (5)
bell
x
i
j
;
x
c
,
x
w
,
x
q
=
1
1
+
x
i
j
-
x
c
/
x
w
2
x
q
,where x
i
j is an input parameter and x
c, x
w, and x
q are coefficients that determine the width, shape, and median value of each fuzzy set, respectively. In the ANFIS, x
c, x
w, and x
q are defined as premise parameters. In this study, each of the three fuzzy sets for each input parameter was configured as shown in Figure 4.Figure 3
Bell-shaped fuzzy set.Figure 4
Fuzzy sets of input parameters.
(a)
Initial carbonation velocity coefficient
(b)
Surface chloride ion content
(c)
Chloride ion diffusion coefficient
(d)
Concrete compressive strength
(e)
Crack width
(f)
TimeIn Figure2, Layer 2 constitutes fuzzy rules. The fuzzy rules are composed of combinations of all input parameters, and since each of the three fuzzy sets is configured by 6 input parameters in this study, the combination of all fuzzy sets, or the number of rules, is 3
6 (729). Sugeno fuzzy inference assumes the consequent output part to be linear, unlike the input part composed of fuzzy sets. In the case of multiple dimensions, the output value (f
r
i) of the rule can be determined through a multiple regression analysis shown as follows:(6)
f
r
1
=
a
1
C
v
+
b
1
C
s
+
c
1
D
a
+
d
1
f
c
+
e
1
C
r
+
f
1
t
+
g
1
,
f
r
2
=
a
2
C
v
+
b
2
C
s
+
c
2
D
a
+
d
2
f
c
+
e
2
C
r
+
f
2
t
+
g
2
,
⋮
f
r
729
=
a
729
C
v
+
b
729
C
s
+
c
729
D
a
+
d
729
f
c
+
e
729
C
r
+
f
729
t
+
g
729
,where C
v is the initial concrete carbonation velocity coefficient, C
s is the surface chloride ion content, D
a is the chloride ion diffusion coefficient, f
c is the concrete compressive strength, C
r is the crack width, t is time, and a
i, b
i, c
i, d
i, e
i, f
i, and g
i are constants determined by the least square method in this study. In the ANFIS, these coefficients are defined as consequent parameters. Since the output value of the rule is a fuzzy value, as in the input parameter, it has an inherent membership function. The membership function (w
i) for each rule can be calculated by the T-norm calculation method [12] as follows:(7)
w
i
=
T
μ
C
v
k
,
μ
C
s
k
,
μ
D
a
k
,
μ
f
c
k
,
μ
C
r
k
,
μ
t
k
i
=
1,2
,
…
,
729
,
k
=
1,2
,
3
,where w
i is the membership function of the ith rule (firing strength), μ
C
v
k is the membership function of the fuzzy set F
C
v
k on the carbonation velocity coefficient, μ
C
s
k is the membership function of the fuzzy set F
C
s
k on the surface chloride ion content, μ
D
a
k is the membership function of the fuzzy set F
D
a
k on the chloride ion diffusion coefficient, μ
f
c
k is the membership function of the fuzzy set F
f
c
k on the concrete compressive strength, μ
C
r
k is the membership function of the fuzzy set F
C
r
k on the crack width, and μ
t
k is the membership function of the fuzzy set F
t
k on the time (see Figure 4).In Figure2, Layer 3 normalizes the membership function of the rules (firing strength). Since the result value from the rule configured in Layer 2 is a fuzzy value, defuzzification needs to be performed, which is a technique of deriving the fuzzy value as a crisp value. For the defuzzification, the centroid-of-area method is typically used. The centroid-of-area method is used to normalize the sum of firing strengths calculated in (7) to be 1 and thus to calculate an expectation value using the normalized firing strength as a weight factor. The normalized firing strength (w
-
i) can be calculated as follows: (8)
w
-
i
=
w
i
∑
i
=
1
729
w
i
.In Figure2, Layer 4 outputs the modified rule (y
i) that reflects the normalized firing strength, which can be represented as follows: (9)
y
i
=
w
-
i
f
r
i
=
w
-
i
a
i
C
v
+
b
i
C
s
+
c
i
D
a
+
d
i
f
c
+
e
i
C
r
+
f
i
t
+
g
i
.In Figure2, Layer 5 performs the defuzzification of the result of Layer 4, and the carbonation depth (y
ANFIS) in which the combined deterioration is reflected can be calculated shown as follows: (10)
y
ANFIS
=
∑
i
=
1
729
y
i
=
∑
i
=
1
729
w
-
i
f
r
i
.The coefficient that affects the shape of the fuzzy set, the premise parameter defined in Layer 1, was determined by referring to the inspection criteria presented by the Korea Infrastructure Safety & Technology Corporation [31]. The consequent parameters can be determined so that the error will be minimized through the least square method, but the premise parameters cannot be optimized in the same way. Accordingly, in this study, a backpropagation algorithm [12] was used to optimize the premise parameters. In the backpropagation algorithm, an error (E
p) is calculated as follows: (11)
E
p
=
1
m
∑
k
=
1
m
y
r
p
-
y
ANFIS
2
,where m is the number of data sets, y
r
p is the carbonation depth measured from the field investigation, and y
ANFIS is the carbonation depth derived from the ANFIS. The gradient descent method [12] is applied so that the error calculated by (11) can be a minimum (E
m
i
n), where the error increment (Δ
x
c
w
q) of the premise parameters is calculated as follows: (12)
Δ
x
c
w
q
=
-
∂
E
p
∂
x
c
w
q
,where x
c
w
q represents the premise parameters x
c, x
q, and x
w and the error increment (Δ
x
c
w
q) is calculated using a chain rule. The error increment (Δ
x
c
w
q) of the premise parameters is reflected in a new factor along with a training rate (η), and the (
t
′
+
1
)th premise parameter (x
c
w
q
t
′
+
1) is updated as follows: (13)
x
c
w
q
t
′
+
1
=
x
c
w
q
t
′
+
η
p
Δ
x
c
w
q
,where p represents the number of data sets. If the premise parameters are updated, an operation is performed again from Layers 1 to 5, and the updated consequent parameters are derived. The series of this process is repeatedly performed until the error calculated by (11) reaches minimum (E
m
i
n), which is referred to as training. In this study, the diagnostic data of 8 buildings were used in random training, and the remaining data, that is, the diagnostic data of Building 9, was utilized in the verification. The fuzzy set of the finally updated input parameters is shown in Figure 5.Figure 5
Fuzzy sets of input parameters after training.
(a)
Initial carbonation velocity coefficient
(b)
Surface chloride ion content
(c)
Chloride ion diffusion coefficient
(d)
Concrete compressive strength
(e)
Crack width
(f)
Time


## 4. Analysis and Verification

As shown in Figure6, Buildings 3, 4, and 7 among all 9 buildings used in this study are located very close to the coast; they are thus more likely to suffer deterioration due to chloride attack in comparison to other buildings. With the use of the optimized ANFIS algorithm, the carbonation depths of the buildings used in training were reevaluated, and the analysis results are shown in Figure 7. The analysis model was found to provide a reasonable estimation of the carbonation depths in most buildings. However, there was a significantly large error between the measurement values and the analysis values for some measurement points, including Building 3 and Building 8 as shown in Figures 7(c) and 7(h), respectively. Table 5 shows that, in the case of Building 3, a very large deviation was observed in the distribution of the measured concrete carbonation depths. In particular, in the case of measurement points B3P2 and B3P9, the carbonation depths were found to differ by more than three times, even though the measurement data used as the input parameters, such as compressive strength and crack width, were very similar. On the other hand, for Building 4 with an environmental condition similar to that of Building 3 as it is located in the same region, ANFIS results were found to provide a very close estimation of the measurement values. This suggests that the error on Building 3 is due to the significant influence of factors other than the established input parameters (e.g., concrete surface finishing status) or there is a possible error in the measurement data. In the case of Building 8, the carbonation depths in measurement points B8P14 and B8P16 differed by more than four times, despite the very similar measurement data used as the input parameters, such as compressive strength and crack width. All the target buildings used in this study are over 30 years old, and partial repairs were quite frequently performed over a long period of time. In particular, Buildings 3 and 8 exhibited a larger difference in the surface states than other buildings due to the partial repairs. This implies that the surface states should be added as an input parameter in order to estimate the carbonation depths more accurately at which combined deterioration is reflected. Figure 8 shows the ratios of the ANFIS analysis results and measurement values with respect to concrete compressive strength, crack width, surface chloride ion concentration, and the chloride ion diffusion coefficient. It is considered that the ANFIS analysis well estimated the carbonation depths with no significant bias with respect to the input parameters.Figure 6
Location of target buildings in South Korea.Figure 7
ANFIS results for trained data.
(a)
Building 1 (construction completion year: 1981)
(b)
Building 2 (construction completion year: 1981)
(c)
Building 3 (construction completion year: 1981)
(d)
Building 4 (construction completion year: 1984)
(e)
Building 5 (construction completion year: 1983)
(f)
Building 6 (construction completion year: 1981)
(g)
Building 7 (construction completion year: 1983)
(h)
Building 8 (construction completion year: 1982)Figure 8
ANFIS results with respect to input parameters.
(a)
Concrete compressive strength
(b)
Crack width
(c)
Surface chloride content
(d)
Chloride ion diffusion coefficientAmong the 9 buildings investigated in this study, Building 9 was not used in training and was used to verify the accuracy of the ANFIS algorithm in estimating the carbonation depths at which the combined deterioration is reflected. As shown in Table1, Building 9 has one story below ground and four stories above ground and is located in Seoul, South Korea. Its construction was completed in 1976, and the inspection was carried out in 2015. As shown in Tables 1 and 2, the average concrete compressive strength was measured as 23 MPa, the maximum crack width was 0.1 mm, the surface chloride ion concentration was 0.22 kg/m3 on the inside and 0.27 kg/m3 on the outside, and the chloride ion diffusion coefficient was 27
×
1
0
-
6 mm2/year. The analysis results of Building 9 through the optimized ANFIS algorithm are shown in Figure 9. Building 9 exhibited a slightly lower average compressive strength than other buildings used in training, and the surface chloride content was similar to that of Building 1, whereas the chloride ion diffusion coefficient was 9 times larger than that of Building 1. In addition, the chloride ion diffusion coefficient was lower (about a half) than that of Building 2, but the surface chloride content was more than 1.5 times larger. For these reasons, the carbonation depths measured ranged from 20 to 30 mm, which is 1.5 to 2 times larger than those of Buildings 1 and 2 located at similar sites. The analysis model slightly overestimated the carbonation depths of Building 9, but a comparison with the carbonation depth calculated using (3) and (4), which is the carbonation velocity coefficient estimation equation presented by the Korea Concrete Institute and the Japan Society of Civil Engineers, reveals that the accuracy of the analysis model proposed in this study is relatively very good. This is because it can reflect the combined deterioration phenomenon. Since the ANFIS algorithm proposed in this study can more accurately estimate carbonation depth as more inspection data are obtained, it is expected to be used very effectively in a building of which the inspection is performed periodically.Figure 9
ANFIS result for Building 9 (construction completion year: 1976).


## 5. Conclusion

In this study, detailed safety inspection on a total of 189 spots of 9 buildings has been performed to get the field data that are required for the estimation of the carbonation depth. The ANFIS algorithm was proposed to estimate the carbonation depths of the buildings exposed to the actual environment, in which combined deterioration is reflected. From this study, the following conclusions were drawn:(1)
Although a variety of factors affect the concrete carbonation, it is practically impossible to consider all factors in this study. Therefore, the carbonation velocity coefficient, surface chloride ion concentration, chloride ion diffusion coefficient, concrete compressive strength, and crack width were used as the input parameters of the ANFIS algorithm.
(2)
The optimized ANFIS rules were derived by training the inspection data of 8 of the 9 buildings. With the optimized ANFIS algorithm, the carbonation depths of these 8 buildings were reevaluated, and the result showed that the proposed model well reflected the combined effects of the surface chloride ion concentration, chloride ion diffusion coefficient, concrete compressive strength, and crack width. The analysis results also indicate that the finishing status of concrete surface shall be considered as an influencing factor for the estimation of the carbonation depths.
(3)
In addition, the inspection data of Building 9 which were not used in training were used to verify the accuracy of the ANFIS algorithm, and the verification results showed that the proposed model provided relatively good accuracy compared to the carbonation depth estimation method presented by the Korea Concrete Institute and the Japan Society of Civil Engineers.
(4)
The accuracy of the proposed ANFIS algorithm in this study for estimating carbonation depth is due to consideration on the combined deterioration, and as more inspection data are obtained, it is expected to be used very effectively in a building of which the inspection is performed periodically.



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*Source: 4814609-2016-06-12.xml*