# Relationships between Imperfections and Shear Buckling Resistance in Web Plate with Sectional Damage Caused by Corrosion

Authors: Jin-Hee Ahn; Shigenobu Kainuma; Won-Hong Lee; Youn-Ju Jeong; In-Tae Kim
Journal: Advances in Materials Science and Engineering
 (2016)

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## Abstract

This study deals with the relationship between imperfections and shear buckling resistance of web plates with sectional damage caused by corrosion. To examine the imperfection effect on the shear buckling resistance of a web plate with sectional damage, a series of nonlinear finite element (FE) analyses were carried out for a web plate with sectional damage, which was assumed as local corrosion damage. For considering imperfections of the web plate in the girder, initial out-of-plane deformation was introduced in the FE analysis model. Using the FE analysis results, the changes in the shear buckling resistance of the web plate with sectional damage were quantitatively examined and summarized according to the aspect ratio, boundary conditions, and height of the damaged section of the web plate. The effects of web imperfections on the shear buckling resistance were evaluated to be little compared to that of the web plate without sectional damage. The shear buckling resistance was shown to significantly change in the high-aspect-ratio web plate. A simple evaluation equation for the shear buckling resistance of a web plate with sectional damage was modified for use in the practical maintenance of a web plate in corrosive environments.


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## Body

## 1. Introduction

For steel girder bridges, the structural member at the end girder near the support can be easily exposed to rain water, high humidity, and wet depositions, which are causes of atmospheric corrosion. Thus, research related to corrosion problems, focused on end girders, has been conducted to determine the residual strength and behaviors of corroded end girders to improve their strengthening methods and maintenance. For the end girder part, the lower region of the web panel, the stiffener on the bearing, and the lower flange on the sole plate have been considered to be the regions vulnerable to corrosion due to their atmospheric corrosion environment, which consists of high humidity caused by poor air circulation, sediments, and rainwater (antifreeze) [1–5]. Corroded lower flanges in end girders have a relatively smaller effect on the flexible resistance of a girder due to their structural behaviors under applied moment conditions. Therefore, the lower region of a web panel and a stiffener on a bearing are the main components that should be examined for residual strength or local structural behaviors when conducting research on corrosion problems focused on end girders. A lot of research on the structural behaviors of web panels with lower regional sectional damage has been carried out to examine the shear buckling resistance and shear buckling behaviors [1–12]. Many researches were conducted in Japan, where there are severe corrosion environments and many old structures [2, 4, 10, 11]. The research mainly dealt with the shear buckling resistance and behaviors of web panels using experimental and numerical methods [3–5]. The shear buckling strength of a web panel is affected by the geometrical properties of the web panel. Imperfections and residual stress also affect its shear buckling strength. However, most of the previously conducted research deals with the corroded area and level of web plate as the main parameters affecting shear buckling resistance [3–6]. Imperfections such as eccentric deformation and residual stress were partially considered [13, 14]. Therefore, they were not evaluated to examine the change in their effect on shear buckling resistance. The residual stress of a web panel cannot be clearly determined until after its long service period. In contrast, the eccentric deformation of a web plate can occur during its service period. Therefore, the imperfection effect of eccentric deformation on the shear buckling strength can be considered to determine the lower boundary of the shear buckling resistance of a web panel with local sectional damage caused by corrosion. In this study, therefore, the imperfection effects of eccentric deformation on the shear strengths of web panels with local sectional damage were examined using finite element (FE) analysis. An allowable imperfection level suggested by the design guidelines for the steel structure was considered to identify the shear buckling behaviors of web panels. After identifying a shear buckling analysis model incorporating imperfections, parametric studies were conducted to quantitatively evaluate the shear buckling strengths and the modified shear buckling reduction factor for the damaged web section with imperfections.


## 2. FE Analysis Model of Sectional Damaged Web Plate with Imperfections

In previous studies, Kim et al. conducted a shear loading test of a web plate with artificial sectional damage to experimentally examine the shear buckling resistant behaviors [3]. FE analyses on shear buckling behaviors of a sectional damaged web plate caused by corrosion were conducted to suggest changes in the residual shear buckling strength based on geometrical properties of the web and corrosion level [4]. The shear buckling failure mode of the web plate was also examined considering the corrosion pattern [5]. In previous studies, however, imperfection effect as eccentric deformation was not considered in suggesting its residual shear bucking strength. In this study, an FE analysis model including imperfections was made based on previous models [3, 4].


### 2.1. Geometrical Properties of Web Plates

In this study, imperfection was considered as a main parameter. Eccentric deformation of the web plate was considered as the initial imperfection. Thus, three different initial imperfection magnitudes ofH
/100,000, H
/
500, and H
/
100 were used to examine the imperfections of the web panel, where H is the web height of the web panels. An arbitrary small initial imperfection level of H
/100,000 was incorporated in an attempt to find a bifurcation-type buckling load. H
/
100 is the maximum imperfection level allowed by the Bridge Welding Code [15], and H
/
500 is an intermediate level between the two values. For web plate models, a two-web-panel plate girder was selected that had a height of 800 mm, a flange width of 200 mm, a flange thickness of 16 mm, and a web thickness of 6 mm. These dimensions are similar to previous studies [3]. Figure 1 shows the basic dimensions of the FE analysis model.Figure 1
Dimensions of FE analysis model (unit: mm).For the sectional area damaged by corrosion, a damaged area was selected from the lower flange to 100 mm and 200 mm, as shown in Figure1. For the selected corroded area, web thickness was decreased from the design thickness for both of the web plates. To consider the aspect ratio of the web plate and the boundary conditions based on the deterioration of the support (bearing) due to corrosion and depositions around the support, the aspect ratios were also changed to 1.0, 1.25, and 1.50, and their boundary conditions were changed from a simply supported case to a hinge-supported case.The following describe the numerical parameters in this study:(1)
Imperfection levels (initial eccentric deformation): 0,H
/
100, H
/
500, and H
/100,000.
(2)
Sectional damaged web height (h
c): 100 mm to 200 mm from the lower flange.
(3)
Web plate thickness (h
c): changed to 1 mm from the design thickness.
(4)
Web plate aspect ratio (l
w
/
h
c): 1.0, 1.25, and 1.50.
(5)
Boundary condition: simply supported model and hinge-supported model (with deterioration of support).


### 2.2. FE Analysis Model

To numerically examine the shear buckling strength of web panels, eigenvalue and incremental nonlinear analyses were conducted. MARC Mentat 2010 was used as the numerical FE program and the web plate model was constructed using a four-node shell element with a 10 mm mesh size, as shown in Figure2 [16]. The web plate model was assumed to exhibit elastic, perfectly plastic behavior, and the von Mises yield criterion was used for material plasticity. An incremental load was applied at the center span of the upper flange. Its material was determined to have Young’s Modulus of 206,000 MPa, a nominal yield stress of 359 MPa, and Poisson’s ratio of 0.3 [3]. To consider the imperfection effect in the FE analysis model, artificial eccentric deformation was applied to the center of the web plate girder model according to each imperfection level. For the previously mentioned boundary condition cases of the FE analysis models, the left and right supports were changed to hinges or rollers, depending on the supported conditions, as shown in Table 1. Lateral translations and rotations of both supports were restricted, and longitudinal translation of the center of the lower flange was also restricted.Table 1
Boundary conditions.
Boundary condition
Boundary
u
x
u
y
u
z
r
x
r
y
r
z
Simple support
Boundary A
Movable
Fixed
Fixed
Fixed
Fixed
Movable
Boundary B
Movable
Fixed
Fixed
Fixed
Fixed
Movable
Boundary C
Fixed
Movable
Movable
Movable
Movable
Movable
Hinge support
Boundary A
Fixed
Fixed
Fixed
Fixed
Fixed
Movable
Boundary B
Fixed
Fixed
Fixed
Fixed
Fixed
Movable
Boundary C
Movable
Movable
Movable
Movable
Movable
MovableFigure 2
FE analysis model.


### 2.3. FE Model Comparison

To validate the FE analysis model, an FE analysis model of the shear loading test specimen in the previous study [3, 4] was also constructed for comparison with the FE analysis results from this study. In cases of shear loading tests, out-of-plane deformation can be a major concern in shear buckling behaviors of web panels. Thus, out-of-plane displacements of each test specimen were directly compared with those of the constructed FE analysis model. In previous shear loading tests and analysis studies, corrosion conditions were considered as a main parameter and initial eccentric deformations were not identified. Therefore, initial imperfection effects were not considered in previous studies [3, 4]. In the validation model, three initial eccentric deformations of the web plate were considered as imperfections, and both supports were considered as hinge supports, like the support conditions of previous shear loading tests [3, 4].Figure3 shows the out-of-plane displacement comparison at the web center between the shear buckling test results and the FE analysis results under varying initial eccentric deformations (imperfection magnitudes) of the web panel. As shown in the figure, if there is no initial imperfection in the web panel, out-of-plane displacement does not occur before elastic shear buckling of the web panel. After elastic shear buckling of the web panel, out-of-plane displacement appears laterally in the FE analysis results without initial imperfections, as in the previous study [4]. In the results of the shear loading test specimens [3], their out-of-plane displacements could be directly found without the lateral resistance of the web plate after applying shear load to all test specimens. Table 2 and Figure 4 summarized the comparison of shear buckling strengths of test specimens and FE analysis results. For the Ch00T6 specimen without sectional damage, its out-of-plane displacement behavior shows that it is similar to that of the analysis model, excluding the H
/100,000 cases, in that the test results were similar to the analysis model as initial imperfection magnitude increased. For the H
/
500 case, the tendency toward out-of-plane displacements was shown to be in agreement with those of the test results. The shear buckling strength of FE analysis result was also shown to be close to those of the test results for H
/
100, although it was stiffer than the other cases in the Ch00T6 specimen. Thus, the initial eccentric deformation of the Ch00T6 specimen could be thought to be about 1.6 mm. Other specimens with sectional damage also showed similar results to the analysis results of the Ch00T6 specimen. They also had about 1.6 mm of initial eccentric deformations (imperfection magnitudes). Their shear buckling strength test results were approximately 110% of the FE analysis results. From the FE analysis results, their shear buckling strengths were shown to slightly decrease, depending on the increase in the initial eccentric deformations.Table 2
Shear buckling strengths of test specimens and FE analysis results.
Corroded height (mm)
Corroded thickness (mm)
Corroded volume ratio (%)
Shear buckling strength (P
u), kN
Tests
H/0
H/10000
H/500
H/100
Ch00T6
00
0/00
00
1286.54
1160.0
1160.0
1160.0
1140.0
Ch10T4
100
2
4.17
1275.75
1120.0
1120.0
1120.0
1100.0
Ch20T4
200
2
8.33
1152.46
1080.0
1080.0
1080.0
1060.0
Ch10T2
100
4
8.33
1186.37
1060.0
1060.0
1060.0
1040.0Figure 3
Out-of-plane displacement comparisons at center web of shear buckling test specimens.
(a)
Ch00T6 specimen
(b)
Ch10T4 specimen
(c)
Ch20T4 specimen
(d)
Ch10T2 specimenFigure 4
Comparison of test and FE analysis results.For the shear loading test specimens, typical shear failures of the webs with a tension field band were shown from the shear resistant behavior of the web, as shown in Figure5(i) [3]. In particular, for the specimen with sectional damage, the tension field bands were larger and extended into the sectional damaged web plate. An additional pronounced shear-bending tension field occurred in the sectional damaged web [3]. To evaluate the differences between the shear failure modes of the web plate with sectional damage more clearly, the failure modes were also compared according to their initial eccentric deformation. Since the out-of-plane displacements of the H
/
500 and H
/
100 cases were shown to be similar to the test results, the representative shear failure modes of the test results were compared with those of the FE analysis, as shown in Figure 5. Their comparison showed a typical diagonal tension field, as well as a pronounced shear tension field in the sectional damaged web plate regardless of their initial eccentric deformation levels, although the point of the maximum out-of-plane displacement slightly decreased. This is shown in Figure 5.Figure 5
Failure mode comparisons of shear buckling test specimens depending on imperfection.
(a)
Ch00T6 specimen
(b)
Ch20T4 specimenBy comparing their out-of-plane displacement behavior, the FE analysis model with initial eccentric deformation was considered to well simulate the shear buckling behaviors of a web plate with an initial imperfection. An initial eccentric deformation of the web plate could slightly affect the shear buckling strength. Therefore, the FE analysis model and FE analysis parameters are suitable for evaluating the shear buckling strength of a web plate with initial eccentric deformations and for examining the relationship between imperfections and shear buckling strength of a web plate with sectional damage.


## 2.1. Geometrical Properties of Web Plates

In this study, imperfection was considered as a main parameter. Eccentric deformation of the web plate was considered as the initial imperfection. Thus, three different initial imperfection magnitudes ofH
/100,000, H
/
500, and H
/
100 were used to examine the imperfections of the web panel, where H is the web height of the web panels. An arbitrary small initial imperfection level of H
/100,000 was incorporated in an attempt to find a bifurcation-type buckling load. H
/
100 is the maximum imperfection level allowed by the Bridge Welding Code [15], and H
/
500 is an intermediate level between the two values. For web plate models, a two-web-panel plate girder was selected that had a height of 800 mm, a flange width of 200 mm, a flange thickness of 16 mm, and a web thickness of 6 mm. These dimensions are similar to previous studies [3]. Figure 1 shows the basic dimensions of the FE analysis model.Figure 1
Dimensions of FE analysis model (unit: mm).For the sectional area damaged by corrosion, a damaged area was selected from the lower flange to 100 mm and 200 mm, as shown in Figure1. For the selected corroded area, web thickness was decreased from the design thickness for both of the web plates. To consider the aspect ratio of the web plate and the boundary conditions based on the deterioration of the support (bearing) due to corrosion and depositions around the support, the aspect ratios were also changed to 1.0, 1.25, and 1.50, and their boundary conditions were changed from a simply supported case to a hinge-supported case.The following describe the numerical parameters in this study:(1)
Imperfection levels (initial eccentric deformation): 0,H
/
100, H
/
500, and H
/100,000.
(2)
Sectional damaged web height (h
c): 100 mm to 200 mm from the lower flange.
(3)
Web plate thickness (h
c): changed to 1 mm from the design thickness.
(4)
Web plate aspect ratio (l
w
/
h
c): 1.0, 1.25, and 1.50.
(5)
Boundary condition: simply supported model and hinge-supported model (with deterioration of support).


## 2.2. FE Analysis Model

To numerically examine the shear buckling strength of web panels, eigenvalue and incremental nonlinear analyses were conducted. MARC Mentat 2010 was used as the numerical FE program and the web plate model was constructed using a four-node shell element with a 10 mm mesh size, as shown in Figure2 [16]. The web plate model was assumed to exhibit elastic, perfectly plastic behavior, and the von Mises yield criterion was used for material plasticity. An incremental load was applied at the center span of the upper flange. Its material was determined to have Young’s Modulus of 206,000 MPa, a nominal yield stress of 359 MPa, and Poisson’s ratio of 0.3 [3]. To consider the imperfection effect in the FE analysis model, artificial eccentric deformation was applied to the center of the web plate girder model according to each imperfection level. For the previously mentioned boundary condition cases of the FE analysis models, the left and right supports were changed to hinges or rollers, depending on the supported conditions, as shown in Table 1. Lateral translations and rotations of both supports were restricted, and longitudinal translation of the center of the lower flange was also restricted.Table 1
Boundary conditions.
Boundary condition
Boundary
u
x
u
y
u
z
r
x
r
y
r
z
Simple support
Boundary A
Movable
Fixed
Fixed
Fixed
Fixed
Movable
Boundary B
Movable
Fixed
Fixed
Fixed
Fixed
Movable
Boundary C
Fixed
Movable
Movable
Movable
Movable
Movable
Hinge support
Boundary A
Fixed
Fixed
Fixed
Fixed
Fixed
Movable
Boundary B
Fixed
Fixed
Fixed
Fixed
Fixed
Movable
Boundary C
Movable
Movable
Movable
Movable
Movable
MovableFigure 2
FE analysis model.


## 2.3. FE Model Comparison

To validate the FE analysis model, an FE analysis model of the shear loading test specimen in the previous study [3, 4] was also constructed for comparison with the FE analysis results from this study. In cases of shear loading tests, out-of-plane deformation can be a major concern in shear buckling behaviors of web panels. Thus, out-of-plane displacements of each test specimen were directly compared with those of the constructed FE analysis model. In previous shear loading tests and analysis studies, corrosion conditions were considered as a main parameter and initial eccentric deformations were not identified. Therefore, initial imperfection effects were not considered in previous studies [3, 4]. In the validation model, three initial eccentric deformations of the web plate were considered as imperfections, and both supports were considered as hinge supports, like the support conditions of previous shear loading tests [3, 4].Figure3 shows the out-of-plane displacement comparison at the web center between the shear buckling test results and the FE analysis results under varying initial eccentric deformations (imperfection magnitudes) of the web panel. As shown in the figure, if there is no initial imperfection in the web panel, out-of-plane displacement does not occur before elastic shear buckling of the web panel. After elastic shear buckling of the web panel, out-of-plane displacement appears laterally in the FE analysis results without initial imperfections, as in the previous study [4]. In the results of the shear loading test specimens [3], their out-of-plane displacements could be directly found without the lateral resistance of the web plate after applying shear load to all test specimens. Table 2 and Figure 4 summarized the comparison of shear buckling strengths of test specimens and FE analysis results. For the Ch00T6 specimen without sectional damage, its out-of-plane displacement behavior shows that it is similar to that of the analysis model, excluding the H
/100,000 cases, in that the test results were similar to the analysis model as initial imperfection magnitude increased. For the H
/
500 case, the tendency toward out-of-plane displacements was shown to be in agreement with those of the test results. The shear buckling strength of FE analysis result was also shown to be close to those of the test results for H
/
100, although it was stiffer than the other cases in the Ch00T6 specimen. Thus, the initial eccentric deformation of the Ch00T6 specimen could be thought to be about 1.6 mm. Other specimens with sectional damage also showed similar results to the analysis results of the Ch00T6 specimen. They also had about 1.6 mm of initial eccentric deformations (imperfection magnitudes). Their shear buckling strength test results were approximately 110% of the FE analysis results. From the FE analysis results, their shear buckling strengths were shown to slightly decrease, depending on the increase in the initial eccentric deformations.Table 2
Shear buckling strengths of test specimens and FE analysis results.
Corroded height (mm)
Corroded thickness (mm)
Corroded volume ratio (%)
Shear buckling strength (P
u), kN
Tests
H/0
H/10000
H/500
H/100
Ch00T6
00
0/00
00
1286.54
1160.0
1160.0
1160.0
1140.0
Ch10T4
100
2
4.17
1275.75
1120.0
1120.0
1120.0
1100.0
Ch20T4
200
2
8.33
1152.46
1080.0
1080.0
1080.0
1060.0
Ch10T2
100
4
8.33
1186.37
1060.0
1060.0
1060.0
1040.0Figure 3
Out-of-plane displacement comparisons at center web of shear buckling test specimens.
(a)
Ch00T6 specimen
(b)
Ch10T4 specimen
(c)
Ch20T4 specimen
(d)
Ch10T2 specimenFigure 4
Comparison of test and FE analysis results.For the shear loading test specimens, typical shear failures of the webs with a tension field band were shown from the shear resistant behavior of the web, as shown in Figure5(i) [3]. In particular, for the specimen with sectional damage, the tension field bands were larger and extended into the sectional damaged web plate. An additional pronounced shear-bending tension field occurred in the sectional damaged web [3]. To evaluate the differences between the shear failure modes of the web plate with sectional damage more clearly, the failure modes were also compared according to their initial eccentric deformation. Since the out-of-plane displacements of the H
/
500 and H
/
100 cases were shown to be similar to the test results, the representative shear failure modes of the test results were compared with those of the FE analysis, as shown in Figure 5. Their comparison showed a typical diagonal tension field, as well as a pronounced shear tension field in the sectional damaged web plate regardless of their initial eccentric deformation levels, although the point of the maximum out-of-plane displacement slightly decreased. This is shown in Figure 5.Figure 5
Failure mode comparisons of shear buckling test specimens depending on imperfection.
(a)
Ch00T6 specimen
(b)
Ch20T4 specimenBy comparing their out-of-plane displacement behavior, the FE analysis model with initial eccentric deformation was considered to well simulate the shear buckling behaviors of a web plate with an initial imperfection. An initial eccentric deformation of the web plate could slightly affect the shear buckling strength. Therefore, the FE analysis model and FE analysis parameters are suitable for evaluating the shear buckling strength of a web plate with initial eccentric deformations and for examining the relationship between imperfections and shear buckling strength of a web plate with sectional damage.


## 3. Discussion of FE Analysis Results

### 3.1. Shear Buckling Resistance Depending on Imperfection

#### 3.1.1. Relationship between Imperfection and Corrosion Height

Imperfection effects on shear buckling strengths of a web plate with sectional damage caused by corrosion were compared using an FE analysis model and shear loading test results. Three different initial eccentric deformations ofH
/100,000, H
/
500, and H
/
100 in an 800 × 1200 mm web plate were compared for simple supported conditions. As their shear buckling behaviors were shown to be similar according to test results and model comparisons, the change in the shear bucking strength was examined based on the initial eccentric deformations of the web at each damaged web height (100 mm and 200 mm). Table 3 summarizes the shear buckling strengths of web panels with sectional damage based on their imperfection conditions. Using the data from Table 3, Figure 6 shows the change in the shear buckling strengths of a web plate with imperfections with varying damaged web thickness and corrosion volume. In web panels with a 100 mm sectional damaged web plate, the shear buckling strengths without imperfection changed from 1160.0 to 959.9 kN, and the shear buckling strengths with an H
/
00 eccentric deformation changed from 1140.0 to 940.0 kN. In web panels with a 200 mm sectional damaged web plate, the strengths without imperfection changed from 1160.0 to 779.9 kN, and the strengths with an H
/
00 eccentric deformation changed from 1140.0 to 779.9 kN. These results showed that the height of the sectional damaged web plate affected the decrease in the shear buckling strengths of web panels from 17.54% to 32.77% due to the decreased shear resistance of the web plate, as shown in Table 3 and Figure 6. These results were similar to the decrease in the shear buckling strengths of web panels with increasing sectional damaged web plate thickness and height found in the previous study [4]. For H
/100,000 and H
/
500 eccentric deformations of web panels, their effects were shown to be similar to those of the web plate without eccentric deformation, as shown in the out-of-plane displacement relationship comparisons of the shear loading test in Figure 3 and Table 2. In particular, in the case of H
/
100, its values decreased slightly more than in the other cases, and its values were evaluated to be 2% of the values of the web plate without eccentric deformation. Thus, it was determined that the effect of the initial eccentric deformation of a web plate is relatively less than that of the sectional damaged web plate.Table 3
Shear buckling resistance of a web plate with imperfection (kN).
Web corroded condition
⁢Imperfection (initial eccentric deformation)
Height (mm)
Corroded thickness (mm)
Corroded volume (%)
0
H/100000
H/500
H/100
100
0
0
1160.0
1160.0
1160.0
1140.0
1
2.08
1160.0
1160.0
1160.0
1140.0
2
4.17
1140.0
1140.0
1140.0
1120
3
6.25
1100.0
1100.0
1100.0
1080.0
4
8.33
1060.1
1060.1
1060.1
1039.9
5
10.42
1020.0
1020.0
1020.0
1000.0
6
12.50
959.9
959.9
959.9
940.0
200
0
0
1160.0
1160.0
1160.0
1140.0
1
2.08
1160.0
1160.0
1160.0
1140.0
2
4.17
1119.9
1119.9
1119.9
1100.0
3
6.25
1039.9
1039.9
1039.9
1020.0
4
8.33
959.9
959.9
959.9
940.0
5
10.42
920.0
920.0
920.0
900.1
6
12.50
779.9
779.9
779.9
779.9Figure 6
Shear buckling resistance ratios with roller support.
(a)
Sectional damaged web plate thickness
(b)
Sectional damaged volume


#### 3.1.2. Relationship between Imperfections and Boundary Conditions

In the previous study [4], the critical shear buckling value of a web plate was affected by the boundary conditions, and shear buckling resistance was steadily decreased according to sectional damage related to web corrosion. The boundary conditions had very little effect on shear buckling strengths [4]. In this study, the effect of initial eccentric deformation on shear strength was also examined to determine the relationship between shear strength and boundary condition. The same initial eccentric deformations and sectional damaged height conditions as the imperfection model cases were applied to the FE analysis model, and the model boundary conditions were only changed by incorporating a hinge considered to be a deteriorated boundary. Table 4 and Figure 7 summarize the shear buckling strengths of a web plate with sectional damage based on their imperfection and boundary conditions. With regard to the imperfection levels, the shear buckling strengths were evaluated to be similar to values of the simply supported condition regardless of the boundary conditions, as shown in Table 4 and Figure 7. The shear buckling strengths steadily decreased at the same level as those of the simply supported cases. Thus, it was determined that boundary condition effect is not related to the relationship between imperfection and shear buckling strength of a web panel with sectional damage.Table 4
Shear buckling resistance of web plate with imperfection at hinge boundary (kN).
Web corroded condition
⁢Imperfection (initial eccentric deformation)
Height (mm)
Corroded thickness (mm)
Corroded volume (%)
0
H/100000
H/500
H/100
100
0
0
1160.0
1160.0
1160.0
1140.0
1
2.08
1140.0
1140.0
1140.0
1120.0
2
4.17
1120.0
1120.0
1120.0
1110.0
3
6.25
1080.0
1080.0
1080.0
1060.1
4
8.33
1039.9
1039.9
1039.9
1020.0
5
10.42
1020.0
1020.0
1020.0
1000.0
6
12.50
940.0
940.09
940.0
920.0
200
0
0
1160.0
1160.0
1160.0
1140.0
1
2.08
1140.0
1140.0
1140.0
1120.0
2
4.17
1080.0
1080.0
1080.0
1060.1
3
6.25
1020.0
1020.0
1020.0
1000.0
4
8.33
959.9
959.9
959.9
940.0
5
10.42
920.0
920.0
920.0
900.1
6
12.50
779.9
779.9
779.9
779.9Figure 7
Shear buckling resistance ratios with hinge support.
(a)
Sectional damaged web plate thickness
(b)
Sectional damaged volume


#### 3.1.3. Relationship between Imperfection and Aspect Ratio Condition

In this study, an 800 × 1200 mm web plate was used, because the FE model was based on the shear loading test specimen. Three aspect ratios were considered as analysis parameters to examine the relationship between imperfections and shear buckling strength, as the aspect ratio can be related to the web resistant properties for the shear loading condition. The effects of the aspect ratios were compared to the values of each analysis condition for corrosion level and corrosion height. Table5 and Figure 8 summarize the FE analysis results. In web panels with an aspect ratio of 1.0, the shear buckling strength steadily decreased to 79% of the shear buckling strength of web panels without corrosion. For a 1.25 aspect ratio, the strength decreased to 73% of the shear buckling strength of web panels without sectional damage caused by corrosion. For a 1.50 aspect ratio, the strength decreased to 67% of the shear buckling strength of web panels without sectional damage. The changes in the shear buckling strengths presented similar tendencies to the other cases and previous study [4], and they showed a relatively significantly greater change with a higher aspect ratio web panel. Although their web aspect ratio was changed, the values of the web plate with the H
/
100 eccentric deformation were also affected by approximately 2% compared to those without eccentric deformation, like in the other analysis cases. Therefore, it is thought that the aspect ratio of a web plate is not related to the relationship between imperfection and shear buckling strength of a web panel with corrosion.Table 5
Shear buckling resistance of a web plate with imperfection depending on aspect ratio (kN).
⁢Web damaged condition
⁢Imperfection (initial eccentric ⁢deformation)
Aspect ratio
Height (mm)
Corroded thickness (mm)
Corroded volume (%)
0
H/100
1.0
100
0
0
1320.1
1299.9
1
2.08
1320.1
1299.9
2
4.17
1299.9
1299.9
3
6.25
1299.9
1281.0
4
8.33
1280.0
1260.0
5
10.42
1280.0
1240.1
6
12.50
1220.1
1180.0
1.0
200
0
0
1320.1
1299.9
1
2.08
1320.1
1299.9
2
4.17
1281.0
1281.0
3
6.25
1260.0
1220.1
4
8.33
1240.1
1199.9
5
10.42
1180.0
1150.0
6
12.50
1100.0
1039.9
1.25
100
0
0
1260.0
1220.1
1
2.08
1240.1
1220.1
2
4.17
1220.1
1220.1
3
6.25
1199.9
1199.9
4
8.33
1180.0
1160.0
5
10.42
1140.1
1119.9
6
12.50
1080.0
1060.1
1.25
200
0
0
1260.0
1220.1
1
2.08
1240.1
1220.1
2
4.17
1199.9
1180.0
3
6.25
1140.1
1140.1
4
8.33
1100.0
1080.0
5
10.42
1060.1
1020.0
6
12.50
920.0
920.0
1.50
100
0
0
1160.0
1140.0
1
2.08
1140.0
1120.0
2
4.17
1120.0
1100.0
3
6.25
1080.0
1060.1
4
8.33
1039.9
1020.0
5
10.42
1020.0
1000.0
6
12.50
940.0
920.0
1.50
200
0
0
1160.0
1140.0
1
2.08
1140.0
1120.0
2
4.17
1080.0
1060.1
3
6.25
1020.0
1000.0
4
8.33
959.9
940.0
5
10.42
920.0
900.1
6
12.50
779.9
779.9Figure 8
Shear buckling resistance ratios depending on aspect ratio.
(a)
Sectional damaged web plate thickness (100 mm corrosion height)
(b)
Sectional damaged volume (100 mm corrosion height)
(c)
Sectional damaged web plate thickness (200 mm corrosion height)
(d)
Sectional damaged volume (100 mm corrosion height)


### 3.2. Expanded Equation for Shear Buckling Resistance Factor

#### 3.2.1. Expanded Shear Buckling Resistance Factor Equations

In a web plate with sectional damage caused by corrosion, it is difficult to determine the shear resistant coefficient for calculating the design strength of the web plate according to design specifications since it has local sectional loss caused by corrosion, and its sectional loss is difficult to measure due to its irregular surface. Thus, a simple estimation method is needed to determine the sectional loss of a web plate with corrosion. In previous studies [4], the change in the shear buckling strength was assessed from a parametric study, and the residual shear resistant equation was suggested based on the corroded volume of the web section, using its reduction factor to easily estimate shear buckling resistance. As mentioned before in this study, it was evaluated that the initial eccentric deformation of a web plate with corrosion has a relatively small effect on the reduced shear buckling performance of the web. Shear buckling strengths of web panels with corrosion were shown to steadily decrease, depending on web corrosion conditions, regardless of geometrical and boundary conditions. The decreased shear buckling strength tendency could be explained by volume loss caused by corrosion. Thus, FE analysis results were combined with FE analysis results of a previous study to expand the shear buckling resistance factor equation, including the effect of imperfections in a web plate on its shear strength. To expand the shear buckling strength relationship, the web volume ratio (C
v) and the shear strength reduction factor (
R
S
f
) are defined in (1) as in the previous study:(1)
C
v
=
C
c
C
s
R
S
f
=
U
c
U
s
,where C
s is the total volume of the web, C
c is the sectional damage volume of the web plate, U
s is the shear buckling strength of the web without sectional damage, and U
c is the shear buckling strength of the web with sectional damage caused by corrosion.From the FE analyses of a web plate without an initial eccentric deformation, its shear buckling reduction factor equation was derived as (2), using the damaged web volume ratio (sectional damaged volume ratio, C
v). From the FE analysis data in this study, the shear buckling reduction factor equation was suggested as (3). Equation (3), derived by the FE analysis results with an initial eccentric deformation, shows a slightly different distributed shape compared to the distributions of the FE analysis results of the previous study. However, some FE analysis data of the previous study showed some differences when compared to (3) derived from the FE analysis data of this study. In addition, almost all of the FE analysis results with an initial eccentric deformation were within the 95% prediction band derived from the regression curve in the previous study as the initial eccentric deformation effect on the shear buckling strength is not high. As shown in Figure 9, in the case of low sectional damage caused from corrosion, the variation of the reduction in the shear buckling resistance had little effect on the sectional damage. In the case of higher sectional damage caused from corrosion, however, its variation in the same corrosion was greatly apparent. If corrosion volume was used as a performance parameter and not a structural sectional parameter, as in this study and the previous study, it could be necessary to evaluate more conservatively by including various damage conditions and imperfections. In the case of the lower boundary, its 95% prediction band, derived in the previous study using (4), was satisfied conservatively, except for some results. Therefore, (4) can be used to conservatively evaluate the shear buckling reduction factor of a web plate with corrosion when unable to estimate the exact section damage caused by corrosion:(2)
R
S
f
=
0.7368
+
0.2859
1
+
e
-
C
v
-
8.8318
/
-
3.4666
(3)
R
S
f
=
-
0.5806
+
1.8005
1
+
e
-
C
v
-
47.4707
/
-
24.1883
(4)
R
S
f
=
0.6246
+
0.2997
1
+
e
-
C
v
-
8.9931
/
-
3.6791
.Figure 9
Shear buckling reduction factor equation.


#### 3.2.2. Example for Calculation of Shear Buckling Resistance of a Web Plate with Sectional Damage

To verify the expanded shear buckling reduction factor for maintenance and inspection of web panels, the sectional damage of the web plate used in shear loading tests was calculated and compared to the suggested shear buckling resistance equations [3, 12]. Figure 10 shows the comparison between the suggested shear buckling resistance equations and the test results. As shown in the figure, the test results are similar to (2) and (3) for relatively little sectional damage of the web plate. For shear loading tests, sectional damage was exactly calculated; thus, the shear buckling strengths were very similar to the values calculated using (2) and (3). However, it is difficult to calculate exact sectional damage caused by corrosion in the field. Therefore, (4) can be used to conservatively estimate the shear buckling strength for a web plate when the exact amount of sectional loss due to corrosion is unknown, such as in the field.Figure 10
Comparison of test results with suggested shear buckling equation.


## 3.1. Shear Buckling Resistance Depending on Imperfection

### 3.1.1. Relationship between Imperfection and Corrosion Height

Imperfection effects on shear buckling strengths of a web plate with sectional damage caused by corrosion were compared using an FE analysis model and shear loading test results. Three different initial eccentric deformations ofH
/100,000, H
/
500, and H
/
100 in an 800 × 1200 mm web plate were compared for simple supported conditions. As their shear buckling behaviors were shown to be similar according to test results and model comparisons, the change in the shear bucking strength was examined based on the initial eccentric deformations of the web at each damaged web height (100 mm and 200 mm). Table 3 summarizes the shear buckling strengths of web panels with sectional damage based on their imperfection conditions. Using the data from Table 3, Figure 6 shows the change in the shear buckling strengths of a web plate with imperfections with varying damaged web thickness and corrosion volume. In web panels with a 100 mm sectional damaged web plate, the shear buckling strengths without imperfection changed from 1160.0 to 959.9 kN, and the shear buckling strengths with an H
/
00 eccentric deformation changed from 1140.0 to 940.0 kN. In web panels with a 200 mm sectional damaged web plate, the strengths without imperfection changed from 1160.0 to 779.9 kN, and the strengths with an H
/
00 eccentric deformation changed from 1140.0 to 779.9 kN. These results showed that the height of the sectional damaged web plate affected the decrease in the shear buckling strengths of web panels from 17.54% to 32.77% due to the decreased shear resistance of the web plate, as shown in Table 3 and Figure 6. These results were similar to the decrease in the shear buckling strengths of web panels with increasing sectional damaged web plate thickness and height found in the previous study [4]. For H
/100,000 and H
/
500 eccentric deformations of web panels, their effects were shown to be similar to those of the web plate without eccentric deformation, as shown in the out-of-plane displacement relationship comparisons of the shear loading test in Figure 3 and Table 2. In particular, in the case of H
/
100, its values decreased slightly more than in the other cases, and its values were evaluated to be 2% of the values of the web plate without eccentric deformation. Thus, it was determined that the effect of the initial eccentric deformation of a web plate is relatively less than that of the sectional damaged web plate.Table 3
Shear buckling resistance of a web plate with imperfection (kN).
Web corroded condition
⁢Imperfection (initial eccentric deformation)
Height (mm)
Corroded thickness (mm)
Corroded volume (%)
0
H/100000
H/500
H/100
100
0
0
1160.0
1160.0
1160.0
1140.0
1
2.08
1160.0
1160.0
1160.0
1140.0
2
4.17
1140.0
1140.0
1140.0
1120
3
6.25
1100.0
1100.0
1100.0
1080.0
4
8.33
1060.1
1060.1
1060.1
1039.9
5
10.42
1020.0
1020.0
1020.0
1000.0
6
12.50
959.9
959.9
959.9
940.0
200
0
0
1160.0
1160.0
1160.0
1140.0
1
2.08
1160.0
1160.0
1160.0
1140.0
2
4.17
1119.9
1119.9
1119.9
1100.0
3
6.25
1039.9
1039.9
1039.9
1020.0
4
8.33
959.9
959.9
959.9
940.0
5
10.42
920.0
920.0
920.0
900.1
6
12.50
779.9
779.9
779.9
779.9Figure 6
Shear buckling resistance ratios with roller support.
(a)
Sectional damaged web plate thickness
(b)
Sectional damaged volume


### 3.1.2. Relationship between Imperfections and Boundary Conditions

In the previous study [4], the critical shear buckling value of a web plate was affected by the boundary conditions, and shear buckling resistance was steadily decreased according to sectional damage related to web corrosion. The boundary conditions had very little effect on shear buckling strengths [4]. In this study, the effect of initial eccentric deformation on shear strength was also examined to determine the relationship between shear strength and boundary condition. The same initial eccentric deformations and sectional damaged height conditions as the imperfection model cases were applied to the FE analysis model, and the model boundary conditions were only changed by incorporating a hinge considered to be a deteriorated boundary. Table 4 and Figure 7 summarize the shear buckling strengths of a web plate with sectional damage based on their imperfection and boundary conditions. With regard to the imperfection levels, the shear buckling strengths were evaluated to be similar to values of the simply supported condition regardless of the boundary conditions, as shown in Table 4 and Figure 7. The shear buckling strengths steadily decreased at the same level as those of the simply supported cases. Thus, it was determined that boundary condition effect is not related to the relationship between imperfection and shear buckling strength of a web panel with sectional damage.Table 4
Shear buckling resistance of web plate with imperfection at hinge boundary (kN).
Web corroded condition
⁢Imperfection (initial eccentric deformation)
Height (mm)
Corroded thickness (mm)
Corroded volume (%)
0
H/100000
H/500
H/100
100
0
0
1160.0
1160.0
1160.0
1140.0
1
2.08
1140.0
1140.0
1140.0
1120.0
2
4.17
1120.0
1120.0
1120.0
1110.0
3
6.25
1080.0
1080.0
1080.0
1060.1
4
8.33
1039.9
1039.9
1039.9
1020.0
5
10.42
1020.0
1020.0
1020.0
1000.0
6
12.50
940.0
940.09
940.0
920.0
200
0
0
1160.0
1160.0
1160.0
1140.0
1
2.08
1140.0
1140.0
1140.0
1120.0
2
4.17
1080.0
1080.0
1080.0
1060.1
3
6.25
1020.0
1020.0
1020.0
1000.0
4
8.33
959.9
959.9
959.9
940.0
5
10.42
920.0
920.0
920.0
900.1
6
12.50
779.9
779.9
779.9
779.9Figure 7
Shear buckling resistance ratios with hinge support.
(a)
Sectional damaged web plate thickness
(b)
Sectional damaged volume


### 3.1.3. Relationship between Imperfection and Aspect Ratio Condition

In this study, an 800 × 1200 mm web plate was used, because the FE model was based on the shear loading test specimen. Three aspect ratios were considered as analysis parameters to examine the relationship between imperfections and shear buckling strength, as the aspect ratio can be related to the web resistant properties for the shear loading condition. The effects of the aspect ratios were compared to the values of each analysis condition for corrosion level and corrosion height. Table5 and Figure 8 summarize the FE analysis results. In web panels with an aspect ratio of 1.0, the shear buckling strength steadily decreased to 79% of the shear buckling strength of web panels without corrosion. For a 1.25 aspect ratio, the strength decreased to 73% of the shear buckling strength of web panels without sectional damage caused by corrosion. For a 1.50 aspect ratio, the strength decreased to 67% of the shear buckling strength of web panels without sectional damage. The changes in the shear buckling strengths presented similar tendencies to the other cases and previous study [4], and they showed a relatively significantly greater change with a higher aspect ratio web panel. Although their web aspect ratio was changed, the values of the web plate with the H
/
100 eccentric deformation were also affected by approximately 2% compared to those without eccentric deformation, like in the other analysis cases. Therefore, it is thought that the aspect ratio of a web plate is not related to the relationship between imperfection and shear buckling strength of a web panel with corrosion.Table 5
Shear buckling resistance of a web plate with imperfection depending on aspect ratio (kN).
⁢Web damaged condition
⁢Imperfection (initial eccentric ⁢deformation)
Aspect ratio
Height (mm)
Corroded thickness (mm)
Corroded volume (%)
0
H/100
1.0
100
0
0
1320.1
1299.9
1
2.08
1320.1
1299.9
2
4.17
1299.9
1299.9
3
6.25
1299.9
1281.0
4
8.33
1280.0
1260.0
5
10.42
1280.0
1240.1
6
12.50
1220.1
1180.0
1.0
200
0
0
1320.1
1299.9
1
2.08
1320.1
1299.9
2
4.17
1281.0
1281.0
3
6.25
1260.0
1220.1
4
8.33
1240.1
1199.9
5
10.42
1180.0
1150.0
6
12.50
1100.0
1039.9
1.25
100
0
0
1260.0
1220.1
1
2.08
1240.1
1220.1
2
4.17
1220.1
1220.1
3
6.25
1199.9
1199.9
4
8.33
1180.0
1160.0
5
10.42
1140.1
1119.9
6
12.50
1080.0
1060.1
1.25
200
0
0
1260.0
1220.1
1
2.08
1240.1
1220.1
2
4.17
1199.9
1180.0
3
6.25
1140.1
1140.1
4
8.33
1100.0
1080.0
5
10.42
1060.1
1020.0
6
12.50
920.0
920.0
1.50
100
0
0
1160.0
1140.0
1
2.08
1140.0
1120.0
2
4.17
1120.0
1100.0
3
6.25
1080.0
1060.1
4
8.33
1039.9
1020.0
5
10.42
1020.0
1000.0
6
12.50
940.0
920.0
1.50
200
0
0
1160.0
1140.0
1
2.08
1140.0
1120.0
2
4.17
1080.0
1060.1
3
6.25
1020.0
1000.0
4
8.33
959.9
940.0
5
10.42
920.0
900.1
6
12.50
779.9
779.9Figure 8
Shear buckling resistance ratios depending on aspect ratio.
(a)
Sectional damaged web plate thickness (100 mm corrosion height)
(b)
Sectional damaged volume (100 mm corrosion height)
(c)
Sectional damaged web plate thickness (200 mm corrosion height)
(d)
Sectional damaged volume (100 mm corrosion height)


## 3.1.1. Relationship between Imperfection and Corrosion Height

Imperfection effects on shear buckling strengths of a web plate with sectional damage caused by corrosion were compared using an FE analysis model and shear loading test results. Three different initial eccentric deformations ofH
/100,000, H
/
500, and H
/
100 in an 800 × 1200 mm web plate were compared for simple supported conditions. As their shear buckling behaviors were shown to be similar according to test results and model comparisons, the change in the shear bucking strength was examined based on the initial eccentric deformations of the web at each damaged web height (100 mm and 200 mm). Table 3 summarizes the shear buckling strengths of web panels with sectional damage based on their imperfection conditions. Using the data from Table 3, Figure 6 shows the change in the shear buckling strengths of a web plate with imperfections with varying damaged web thickness and corrosion volume. In web panels with a 100 mm sectional damaged web plate, the shear buckling strengths without imperfection changed from 1160.0 to 959.9 kN, and the shear buckling strengths with an H
/
00 eccentric deformation changed from 1140.0 to 940.0 kN. In web panels with a 200 mm sectional damaged web plate, the strengths without imperfection changed from 1160.0 to 779.9 kN, and the strengths with an H
/
00 eccentric deformation changed from 1140.0 to 779.9 kN. These results showed that the height of the sectional damaged web plate affected the decrease in the shear buckling strengths of web panels from 17.54% to 32.77% due to the decreased shear resistance of the web plate, as shown in Table 3 and Figure 6. These results were similar to the decrease in the shear buckling strengths of web panels with increasing sectional damaged web plate thickness and height found in the previous study [4]. For H
/100,000 and H
/
500 eccentric deformations of web panels, their effects were shown to be similar to those of the web plate without eccentric deformation, as shown in the out-of-plane displacement relationship comparisons of the shear loading test in Figure 3 and Table 2. In particular, in the case of H
/
100, its values decreased slightly more than in the other cases, and its values were evaluated to be 2% of the values of the web plate without eccentric deformation. Thus, it was determined that the effect of the initial eccentric deformation of a web plate is relatively less than that of the sectional damaged web plate.Table 3
Shear buckling resistance of a web plate with imperfection (kN).
Web corroded condition
⁢Imperfection (initial eccentric deformation)
Height (mm)
Corroded thickness (mm)
Corroded volume (%)
0
H/100000
H/500
H/100
100
0
0
1160.0
1160.0
1160.0
1140.0
1
2.08
1160.0
1160.0
1160.0
1140.0
2
4.17
1140.0
1140.0
1140.0
1120
3
6.25
1100.0
1100.0
1100.0
1080.0
4
8.33
1060.1
1060.1
1060.1
1039.9
5
10.42
1020.0
1020.0
1020.0
1000.0
6
12.50
959.9
959.9
959.9
940.0
200
0
0
1160.0
1160.0
1160.0
1140.0
1
2.08
1160.0
1160.0
1160.0
1140.0
2
4.17
1119.9
1119.9
1119.9
1100.0
3
6.25
1039.9
1039.9
1039.9
1020.0
4
8.33
959.9
959.9
959.9
940.0
5
10.42
920.0
920.0
920.0
900.1
6
12.50
779.9
779.9
779.9
779.9Figure 6
Shear buckling resistance ratios with roller support.
(a)
Sectional damaged web plate thickness
(b)
Sectional damaged volume


## 3.1.2. Relationship between Imperfections and Boundary Conditions

In the previous study [4], the critical shear buckling value of a web plate was affected by the boundary conditions, and shear buckling resistance was steadily decreased according to sectional damage related to web corrosion. The boundary conditions had very little effect on shear buckling strengths [4]. In this study, the effect of initial eccentric deformation on shear strength was also examined to determine the relationship between shear strength and boundary condition. The same initial eccentric deformations and sectional damaged height conditions as the imperfection model cases were applied to the FE analysis model, and the model boundary conditions were only changed by incorporating a hinge considered to be a deteriorated boundary. Table 4 and Figure 7 summarize the shear buckling strengths of a web plate with sectional damage based on their imperfection and boundary conditions. With regard to the imperfection levels, the shear buckling strengths were evaluated to be similar to values of the simply supported condition regardless of the boundary conditions, as shown in Table 4 and Figure 7. The shear buckling strengths steadily decreased at the same level as those of the simply supported cases. Thus, it was determined that boundary condition effect is not related to the relationship between imperfection and shear buckling strength of a web panel with sectional damage.Table 4
Shear buckling resistance of web plate with imperfection at hinge boundary (kN).
Web corroded condition
⁢Imperfection (initial eccentric deformation)
Height (mm)
Corroded thickness (mm)
Corroded volume (%)
0
H/100000
H/500
H/100
100
0
0
1160.0
1160.0
1160.0
1140.0
1
2.08
1140.0
1140.0
1140.0
1120.0
2
4.17
1120.0
1120.0
1120.0
1110.0
3
6.25
1080.0
1080.0
1080.0
1060.1
4
8.33
1039.9
1039.9
1039.9
1020.0
5
10.42
1020.0
1020.0
1020.0
1000.0
6
12.50
940.0
940.09
940.0
920.0
200
0
0
1160.0
1160.0
1160.0
1140.0
1
2.08
1140.0
1140.0
1140.0
1120.0
2
4.17
1080.0
1080.0
1080.0
1060.1
3
6.25
1020.0
1020.0
1020.0
1000.0
4
8.33
959.9
959.9
959.9
940.0
5
10.42
920.0
920.0
920.0
900.1
6
12.50
779.9
779.9
779.9
779.9Figure 7
Shear buckling resistance ratios with hinge support.
(a)
Sectional damaged web plate thickness
(b)
Sectional damaged volume


## 3.1.3. Relationship between Imperfection and Aspect Ratio Condition

In this study, an 800 × 1200 mm web plate was used, because the FE model was based on the shear loading test specimen. Three aspect ratios were considered as analysis parameters to examine the relationship between imperfections and shear buckling strength, as the aspect ratio can be related to the web resistant properties for the shear loading condition. The effects of the aspect ratios were compared to the values of each analysis condition for corrosion level and corrosion height. Table5 and Figure 8 summarize the FE analysis results. In web panels with an aspect ratio of 1.0, the shear buckling strength steadily decreased to 79% of the shear buckling strength of web panels without corrosion. For a 1.25 aspect ratio, the strength decreased to 73% of the shear buckling strength of web panels without sectional damage caused by corrosion. For a 1.50 aspect ratio, the strength decreased to 67% of the shear buckling strength of web panels without sectional damage. The changes in the shear buckling strengths presented similar tendencies to the other cases and previous study [4], and they showed a relatively significantly greater change with a higher aspect ratio web panel. Although their web aspect ratio was changed, the values of the web plate with the H
/
100 eccentric deformation were also affected by approximately 2% compared to those without eccentric deformation, like in the other analysis cases. Therefore, it is thought that the aspect ratio of a web plate is not related to the relationship between imperfection and shear buckling strength of a web panel with corrosion.Table 5
Shear buckling resistance of a web plate with imperfection depending on aspect ratio (kN).
⁢Web damaged condition
⁢Imperfection (initial eccentric ⁢deformation)
Aspect ratio
Height (mm)
Corroded thickness (mm)
Corroded volume (%)
0
H/100
1.0
100
0
0
1320.1
1299.9
1
2.08
1320.1
1299.9
2
4.17
1299.9
1299.9
3
6.25
1299.9
1281.0
4
8.33
1280.0
1260.0
5
10.42
1280.0
1240.1
6
12.50
1220.1
1180.0
1.0
200
0
0
1320.1
1299.9
1
2.08
1320.1
1299.9
2
4.17
1281.0
1281.0
3
6.25
1260.0
1220.1
4
8.33
1240.1
1199.9
5
10.42
1180.0
1150.0
6
12.50
1100.0
1039.9
1.25
100
0
0
1260.0
1220.1
1
2.08
1240.1
1220.1
2
4.17
1220.1
1220.1
3
6.25
1199.9
1199.9
4
8.33
1180.0
1160.0
5
10.42
1140.1
1119.9
6
12.50
1080.0
1060.1
1.25
200
0
0
1260.0
1220.1
1
2.08
1240.1
1220.1
2
4.17
1199.9
1180.0
3
6.25
1140.1
1140.1
4
8.33
1100.0
1080.0
5
10.42
1060.1
1020.0
6
12.50
920.0
920.0
1.50
100
0
0
1160.0
1140.0
1
2.08
1140.0
1120.0
2
4.17
1120.0
1100.0
3
6.25
1080.0
1060.1
4
8.33
1039.9
1020.0
5
10.42
1020.0
1000.0
6
12.50
940.0
920.0
1.50
200
0
0
1160.0
1140.0
1
2.08
1140.0
1120.0
2
4.17
1080.0
1060.1
3
6.25
1020.0
1000.0
4
8.33
959.9
940.0
5
10.42
920.0
900.1
6
12.50
779.9
779.9Figure 8
Shear buckling resistance ratios depending on aspect ratio.
(a)
Sectional damaged web plate thickness (100 mm corrosion height)
(b)
Sectional damaged volume (100 mm corrosion height)
(c)
Sectional damaged web plate thickness (200 mm corrosion height)
(d)
Sectional damaged volume (100 mm corrosion height)


## 3.2. Expanded Equation for Shear Buckling Resistance Factor

### 3.2.1. Expanded Shear Buckling Resistance Factor Equations

In a web plate with sectional damage caused by corrosion, it is difficult to determine the shear resistant coefficient for calculating the design strength of the web plate according to design specifications since it has local sectional loss caused by corrosion, and its sectional loss is difficult to measure due to its irregular surface. Thus, a simple estimation method is needed to determine the sectional loss of a web plate with corrosion. In previous studies [4], the change in the shear buckling strength was assessed from a parametric study, and the residual shear resistant equation was suggested based on the corroded volume of the web section, using its reduction factor to easily estimate shear buckling resistance. As mentioned before in this study, it was evaluated that the initial eccentric deformation of a web plate with corrosion has a relatively small effect on the reduced shear buckling performance of the web. Shear buckling strengths of web panels with corrosion were shown to steadily decrease, depending on web corrosion conditions, regardless of geometrical and boundary conditions. The decreased shear buckling strength tendency could be explained by volume loss caused by corrosion. Thus, FE analysis results were combined with FE analysis results of a previous study to expand the shear buckling resistance factor equation, including the effect of imperfections in a web plate on its shear strength. To expand the shear buckling strength relationship, the web volume ratio (C
v) and the shear strength reduction factor (
R
S
f
) are defined in (1) as in the previous study:(1)
C
v
=
C
c
C
s
R
S
f
=
U
c
U
s
,where C
s is the total volume of the web, C
c is the sectional damage volume of the web plate, U
s is the shear buckling strength of the web without sectional damage, and U
c is the shear buckling strength of the web with sectional damage caused by corrosion.From the FE analyses of a web plate without an initial eccentric deformation, its shear buckling reduction factor equation was derived as (2), using the damaged web volume ratio (sectional damaged volume ratio, C
v). From the FE analysis data in this study, the shear buckling reduction factor equation was suggested as (3). Equation (3), derived by the FE analysis results with an initial eccentric deformation, shows a slightly different distributed shape compared to the distributions of the FE analysis results of the previous study. However, some FE analysis data of the previous study showed some differences when compared to (3) derived from the FE analysis data of this study. In addition, almost all of the FE analysis results with an initial eccentric deformation were within the 95% prediction band derived from the regression curve in the previous study as the initial eccentric deformation effect on the shear buckling strength is not high. As shown in Figure 9, in the case of low sectional damage caused from corrosion, the variation of the reduction in the shear buckling resistance had little effect on the sectional damage. In the case of higher sectional damage caused from corrosion, however, its variation in the same corrosion was greatly apparent. If corrosion volume was used as a performance parameter and not a structural sectional parameter, as in this study and the previous study, it could be necessary to evaluate more conservatively by including various damage conditions and imperfections. In the case of the lower boundary, its 95% prediction band, derived in the previous study using (4), was satisfied conservatively, except for some results. Therefore, (4) can be used to conservatively evaluate the shear buckling reduction factor of a web plate with corrosion when unable to estimate the exact section damage caused by corrosion:(2)
R
S
f
=
0.7368
+
0.2859
1
+
e
-
C
v
-
8.8318
/
-
3.4666
(3)
R
S
f
=
-
0.5806
+
1.8005
1
+
e
-
C
v
-
47.4707
/
-
24.1883
(4)
R
S
f
=
0.6246
+
0.2997
1
+
e
-
C
v
-
8.9931
/
-
3.6791
.Figure 9
Shear buckling reduction factor equation.


### 3.2.2. Example for Calculation of Shear Buckling Resistance of a Web Plate with Sectional Damage

To verify the expanded shear buckling reduction factor for maintenance and inspection of web panels, the sectional damage of the web plate used in shear loading tests was calculated and compared to the suggested shear buckling resistance equations [3, 12]. Figure 10 shows the comparison between the suggested shear buckling resistance equations and the test results. As shown in the figure, the test results are similar to (2) and (3) for relatively little sectional damage of the web plate. For shear loading tests, sectional damage was exactly calculated; thus, the shear buckling strengths were very similar to the values calculated using (2) and (3). However, it is difficult to calculate exact sectional damage caused by corrosion in the field. Therefore, (4) can be used to conservatively estimate the shear buckling strength for a web plate when the exact amount of sectional loss due to corrosion is unknown, such as in the field.Figure 10
Comparison of test results with suggested shear buckling equation.


## 3.2.1. Expanded Shear Buckling Resistance Factor Equations

In a web plate with sectional damage caused by corrosion, it is difficult to determine the shear resistant coefficient for calculating the design strength of the web plate according to design specifications since it has local sectional loss caused by corrosion, and its sectional loss is difficult to measure due to its irregular surface. Thus, a simple estimation method is needed to determine the sectional loss of a web plate with corrosion. In previous studies [4], the change in the shear buckling strength was assessed from a parametric study, and the residual shear resistant equation was suggested based on the corroded volume of the web section, using its reduction factor to easily estimate shear buckling resistance. As mentioned before in this study, it was evaluated that the initial eccentric deformation of a web plate with corrosion has a relatively small effect on the reduced shear buckling performance of the web. Shear buckling strengths of web panels with corrosion were shown to steadily decrease, depending on web corrosion conditions, regardless of geometrical and boundary conditions. The decreased shear buckling strength tendency could be explained by volume loss caused by corrosion. Thus, FE analysis results were combined with FE analysis results of a previous study to expand the shear buckling resistance factor equation, including the effect of imperfections in a web plate on its shear strength. To expand the shear buckling strength relationship, the web volume ratio (C
v) and the shear strength reduction factor (
R
S
f
) are defined in (1) as in the previous study:(1)
C
v
=
C
c
C
s
R
S
f
=
U
c
U
s
,where C
s is the total volume of the web, C
c is the sectional damage volume of the web plate, U
s is the shear buckling strength of the web without sectional damage, and U
c is the shear buckling strength of the web with sectional damage caused by corrosion.From the FE analyses of a web plate without an initial eccentric deformation, its shear buckling reduction factor equation was derived as (2), using the damaged web volume ratio (sectional damaged volume ratio, C
v). From the FE analysis data in this study, the shear buckling reduction factor equation was suggested as (3). Equation (3), derived by the FE analysis results with an initial eccentric deformation, shows a slightly different distributed shape compared to the distributions of the FE analysis results of the previous study. However, some FE analysis data of the previous study showed some differences when compared to (3) derived from the FE analysis data of this study. In addition, almost all of the FE analysis results with an initial eccentric deformation were within the 95% prediction band derived from the regression curve in the previous study as the initial eccentric deformation effect on the shear buckling strength is not high. As shown in Figure 9, in the case of low sectional damage caused from corrosion, the variation of the reduction in the shear buckling resistance had little effect on the sectional damage. In the case of higher sectional damage caused from corrosion, however, its variation in the same corrosion was greatly apparent. If corrosion volume was used as a performance parameter and not a structural sectional parameter, as in this study and the previous study, it could be necessary to evaluate more conservatively by including various damage conditions and imperfections. In the case of the lower boundary, its 95% prediction band, derived in the previous study using (4), was satisfied conservatively, except for some results. Therefore, (4) can be used to conservatively evaluate the shear buckling reduction factor of a web plate with corrosion when unable to estimate the exact section damage caused by corrosion:(2)
R
S
f
=
0.7368
+
0.2859
1
+
e
-
C
v
-
8.8318
/
-
3.4666
(3)
R
S
f
=
-
0.5806
+
1.8005
1
+
e
-
C
v
-
47.4707
/
-
24.1883
(4)
R
S
f
=
0.6246
+
0.2997
1
+
e
-
C
v
-
8.9931
/
-
3.6791
.Figure 9
Shear buckling reduction factor equation.


## 3.2.2. Example for Calculation of Shear Buckling Resistance of a Web Plate with Sectional Damage

To verify the expanded shear buckling reduction factor for maintenance and inspection of web panels, the sectional damage of the web plate used in shear loading tests was calculated and compared to the suggested shear buckling resistance equations [3, 12]. Figure 10 shows the comparison between the suggested shear buckling resistance equations and the test results. As shown in the figure, the test results are similar to (2) and (3) for relatively little sectional damage of the web plate. For shear loading tests, sectional damage was exactly calculated; thus, the shear buckling strengths were very similar to the values calculated using (2) and (3). However, it is difficult to calculate exact sectional damage caused by corrosion in the field. Therefore, (4) can be used to conservatively estimate the shear buckling strength for a web plate when the exact amount of sectional loss due to corrosion is unknown, such as in the field.Figure 10
Comparison of test results with suggested shear buckling equation.


## 4. Conclusions

This study carried out a series of a nonlinear finite element (FE) analyses of a web plate pane to examine the relationship between imperfections and shear buckling resistance of a web plate with sectional damage caused by corrosion. To examine the imperfection effect on the shear buckling resistance of a web plate with sectional damage, an initial out-of-plane deformation was considered as a main parameter, and the shear buckling resistance of the sectional damaged web plate was examined based on aspect ratio, boundary condition, and the sectional damaged height of the web plate from the lower flange.The shear buckling resistance of a sectional damaged web panel withH
/100,000 and H
/
500 imperfections was shown to be similar to that of a web plate without imperfections. However, for web panels with an H
/
100 imperfection, their shear resistance values decreased to approximately 2% of those of the web plate without sectional damage. In terms of sectional web damage thickness, the shear resistance values decreased according to the sectional damage web height from the lower flange, but they were also shown to significantly decrease in the web panel that had a lower sectional damage web height compared to the sectional damage volume ratio. For the sectional damaged web plate with different aspect ratios, their resistance to change exhibited a similar tendency, and it markedly changed in the higher aspect ratio web. The equation for shear buckling resistance of a web plate with sectional damage was modified based on a comparison of the previous study results for use in the practical maintenance of corrosion damaged web plates.



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*Source: 6467589-2016-08-08.xml*