# Chloride Penetration through Cracks in High-Performance Concrete and Surface Treatment System for Crack Healing

Authors: In-Seok Yoon
Journal: Advances in Materials Science and Engineering
 (2012)

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## Abstract

For enhancing the service life of concrete structures, it is very important to minimize crack at surface. Even if these cracks are very small, the problem is to which extend these cracks may jeopardize the durability of these decks. It was proposed that crack depth corresponding with critical crack width from the surface is a crucial factor in view of durability design of concrete structures. It was necessary to deal with chloride penetration through microcracks characterized with the mixing features of concrete. This study is devoted to examine the effect of high strength concrete and reinforcement of steel fiber on chloride penetration through cracks. High strength concrete is regarded as an excellent barrier to resist chloride penetration. However, durability performance of cracked high strength concrete was reduced seriously up to that of ordinary cracked concrete. Steel fiber reinforcement is effective to reduce chloride penetration through cracks because steel fiber reinforcement can lead to reduce crack depth significantly. Meanwhile, surface treatment systems are put on the surface of the concrete in order to seal the concrete. The key-issue is to which extend a sealing is able to ensure that chloride-induced corrosion can be prevented. As a result, penetrant cannot cure cracks, however, coating and combined treatment can prevent chloride from flowing in concrete with maximum crack width of 0.06 mm and 0.08 mm, respectively.


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## Body

## 1. Introduction

Over the last decades, many improvements have been presented in both measuring techniques and modeling of ionic flows in the field of chloride penetration. However, the majority of this research has been performed on sound uncracked concrete, even though many in situ concrete structures have more or less micro-cracks. Although these microcracks may not degrade the structural safety immediately, the question is to which extent these cracks may jeopardize the durability of cracked concrete by permitting penetration of aggressive substances into concrete easily. To begin with, moisture penetration through cracks can defeat the purpose of the surface treatment by allowing localized reinforcement corrosion [1]. Especially, penetration of chlorides into concrete through the micro-cracks can make a significant harmful effect on reinforcement corrosion [2]. There are several different reasons for not taking the effect of crack on chloride penetration into account. The most important ones are that it is difficult to make accurate measurements on the flow through cracks and that there are many affecting factors and complexities. Nevertheless, the existent cracks are a reality and it is necessary to deal with the effect of cracks on chloride penetration.In particular, high-performance concrete (high-strength concrete) can be regarded as a durable material to insure a long service life, as long as there are no cracks. Barrier function to protect high-strength concrete is severely broken, however, if a crack is generated. Since high-strength concrete is more brittle than ordinary concrete, durability design must be accomplished for greater safety. Nevertheless, it is very rare to deal with the issue in the study of high-performance concrete.Meanwhile, surface treatment system for small cracks and epoxy injection for medium or big cracks have been recommended for crack repair [3]. That is, if the size of the crack is small, surface treatment system can be considered as one of the best options to heal the crack in terms of cost effectiveness versus durability performance and to extend the service life of concrete structures. However, there seems to be no research to explain technical limitation of surface treatment system, in particular, critical crack width which can be healed by the system [4, 5]. ACI [6], JCI [7], and KISTEC [8] just suggested that low solids and low-viscosity resin-based systems are useful to cure fine cracks. However, the limitation of surface treatment system as a crack repair method should be understood. That is, it is necessary to define the scale of the crack that can be healed by the method, in order to make sure of the reliability of the crack repair method.The purpose of this study is to examine the effect of microcracks on chloride penetration in cracked HPC and study the efficiency of certain surface treatments for the crack healing. Accelerating experiment was carried out to investigate the effect of surface treatment systems to enhance service life of cracked concrete. For plain concrete and surface treated concrete, the critical crack size that can be healed by surface treatment systems is examined. Cracks smaller than this critical crack size are considered not to have a significant influence on the rate of chloride transport inwards, while chloride penetration does proceed faster above the critical crack size.


## 2. Experiment Program

### 2.1. Program I: Chloride Penetration through Cracks in HPC

#### 2.1.1. Preparation of Concrete Samples and Cracking

All steps for experiment program are depicted in Figure1. Mixing proportion is given in Table 1. For comparison with high-performance concrete (HPC), OPC samples were made with ordinary Portland cement, water/cement ratio of 0.50. OPC samples had two types with maximum size of coarse aggregate: 8 mm and 16 mm. It is well known that interfacial transition zone (ITZ) between cement paste and aggregate forms a more porous framework than bulk cement paste. Since ITZ is considered as the weakest link of the chain, cracks are preferentially propagated in concrete under compressive or tensile stress. The crack propagation depends on the size of coarse aggregate, as shown in Figure 2. Cracking is very complicated in concrete with the small size of coarse aggregate and this is intended in two types of OPC concrete samples.Table 1
Material properties of penetrant (PT).
ItemsValueMain ingredientSilaneTurbiditybelow 1.0Ratio of water sorptivity (KSF 4930)0.05ColorColorlesspH8.3TypeLiquidFigure 1
Outline of experimental procedures: from making concrete samples to getting data.Figure 2
Effect of size of coarse aggregate on microcracking.HPC samples were mixed with fly ash and silica fume and its 28-day strength was equivalent to 100.1 Mpa. HPFRC samples mean high-strength concrete reinforced by steel fiber. Steel fiber can lead to complicated cracks and cracks bridging in the concrete. This was intended for investigation on chloride penetration through the complicated cracks in HPFRC samples.The concrete was cast into 150 × 150 × 150 mm cube moulds, which were moist-cured at 20°C for 48 hours, followed by air exposure at a relative humidity of 65% and 20°C. Sample series and preparation were set up in such a way that the specimens could be tested for chloride penetration at an age of 28 days. In these specimens, a notch was made of 5 mm wide and 5 mm depth. Next to the notch steel plates were glued to introduce the tensile forces to create a fracture.To control the crack formation, two LVDTs were fixed on each side of the specimen, perpendicular to the loading direction, to monitor the crack mouth opening displacement (CMOD). The tests were performed in deformation control mode up to the target CMOD. Then the specimen was unloaded and taken out of the machine. Time, force, stroke, and CMOD were recorded during the test. The effective CMOD value (i.e., the unloaded value) was used in the analysis and graphical plots. After unloading but before performing the RCM test the notch had been cut off, to arrive at a sample thickness of 50 mm.


#### 2.1.2. Chloride Penetration Experiment

Rapid chloride migration (RCM) test, standardized in NordTest NT-Build 492 [9], has been used more and more to investigate penetration of chloride into concrete. This is set up as a non-steady-state migration test. These are then used to help design concrete materials for long-lasting structures. In such design process ordinary crack-free concrete was considered; however, this experiment was effective to quantify the effect of cracks on chloride penetration. One side of the sample was exposed to a salt solution, while the other side of the sample was exposed to a 0.3 N NaOH solution. Using stainless steel plate electrodes on both sides of the sample, a DC voltage was applied to force the negatively charged chloride ions through the sample. After the test the samples were split and sprayed with 0.01 N AgNO3 solution to visualize the ingress of chloride into the sample.Since it is the purpose of this research to investigate the influence of micro-cracks on the penetration of chloride, the RCM test has been performed on fractures samples after 28 days. The introduction and formation of cracks are described later in this paper. The expected end result of an RCM test is given in Figure3. Chloride penetration depth in the unfractured zone (d1) and the fractured zone (dT) was measured and the values were used for chloride diffusion coefficient in the unfractured zone (D1) and the fractured zone (DT).Figure 3
Schematic end result of the RCM test on fractured specimen, with different notation codes.


### 2.2. Program II: Crack Healing to Prevent Chloride Penetration

Surface treatment systems can be classified into three types: (a) penetrant, whereby surface near zone is impregnated and dense layer with pore blocker is formed, (b) coating, whereby in most cases a thin or thick continuous membrane polymer film is applied, and (c) sealer, whereby properties of both the penetrant and coating can be expected. Figure4 illustrates these three groups of protection.Figure 4
Type of surface treatment systems.After generating cracks in OPC samples, surface treatment system was applied in the surface. In the experiment, penetrant and coating material were used and materials properties are shown in Tables2 and 3. For penetrant, the achievable penetration depth in concrete mainly depends on four factors: the type of hydrophobic agent applied, the W/C of the concrete substrate, the initial moisture content, and the surface preparation of the concrete substrate [10].Table 2
Material properties of coating material (CT).
ItemsValueMain ingredientPolymerBonding strength (Mpa)2.12ColorLight greyTypepowder + waterTable 3
Mixing proportion of concrete.
Mix  symbol28-day strength (MPa)W/CGmax (mm)Unit weight (kg/m3)WaterCementMineral Adx.SandGravelOPC28.50.5016185370—7201021OPC II28.50.508185370—7201021HPC100.10.208128440Fly ash 1321045485Silica fume 64HPFRC*125.50.33—145439—1912—*Volume of steel fiber: 175 kg/m3 (length: 16 mm, diameter: 0.13 mm).Thickness of surface coating was measured by a microscope and the value was about 70 um, as shown in Figure5. Samples treated with penetrant were split and sprayed with water. Then the penetration depth was measured and the value was 2.8 mm.Figure 5
Thickness of coating material on surface concrete.


## 2.1. Program I: Chloride Penetration through Cracks in HPC

### 2.1.1. Preparation of Concrete Samples and Cracking

All steps for experiment program are depicted in Figure1. Mixing proportion is given in Table 1. For comparison with high-performance concrete (HPC), OPC samples were made with ordinary Portland cement, water/cement ratio of 0.50. OPC samples had two types with maximum size of coarse aggregate: 8 mm and 16 mm. It is well known that interfacial transition zone (ITZ) between cement paste and aggregate forms a more porous framework than bulk cement paste. Since ITZ is considered as the weakest link of the chain, cracks are preferentially propagated in concrete under compressive or tensile stress. The crack propagation depends on the size of coarse aggregate, as shown in Figure 2. Cracking is very complicated in concrete with the small size of coarse aggregate and this is intended in two types of OPC concrete samples.Table 1
Material properties of penetrant (PT).
ItemsValueMain ingredientSilaneTurbiditybelow 1.0Ratio of water sorptivity (KSF 4930)0.05ColorColorlesspH8.3TypeLiquidFigure 1
Outline of experimental procedures: from making concrete samples to getting data.Figure 2
Effect of size of coarse aggregate on microcracking.HPC samples were mixed with fly ash and silica fume and its 28-day strength was equivalent to 100.1 Mpa. HPFRC samples mean high-strength concrete reinforced by steel fiber. Steel fiber can lead to complicated cracks and cracks bridging in the concrete. This was intended for investigation on chloride penetration through the complicated cracks in HPFRC samples.The concrete was cast into 150 × 150 × 150 mm cube moulds, which were moist-cured at 20°C for 48 hours, followed by air exposure at a relative humidity of 65% and 20°C. Sample series and preparation were set up in such a way that the specimens could be tested for chloride penetration at an age of 28 days. In these specimens, a notch was made of 5 mm wide and 5 mm depth. Next to the notch steel plates were glued to introduce the tensile forces to create a fracture.To control the crack formation, two LVDTs were fixed on each side of the specimen, perpendicular to the loading direction, to monitor the crack mouth opening displacement (CMOD). The tests were performed in deformation control mode up to the target CMOD. Then the specimen was unloaded and taken out of the machine. Time, force, stroke, and CMOD were recorded during the test. The effective CMOD value (i.e., the unloaded value) was used in the analysis and graphical plots. After unloading but before performing the RCM test the notch had been cut off, to arrive at a sample thickness of 50 mm.


### 2.1.2. Chloride Penetration Experiment

Rapid chloride migration (RCM) test, standardized in NordTest NT-Build 492 [9], has been used more and more to investigate penetration of chloride into concrete. This is set up as a non-steady-state migration test. These are then used to help design concrete materials for long-lasting structures. In such design process ordinary crack-free concrete was considered; however, this experiment was effective to quantify the effect of cracks on chloride penetration. One side of the sample was exposed to a salt solution, while the other side of the sample was exposed to a 0.3 N NaOH solution. Using stainless steel plate electrodes on both sides of the sample, a DC voltage was applied to force the negatively charged chloride ions through the sample. After the test the samples were split and sprayed with 0.01 N AgNO3 solution to visualize the ingress of chloride into the sample.Since it is the purpose of this research to investigate the influence of micro-cracks on the penetration of chloride, the RCM test has been performed on fractures samples after 28 days. The introduction and formation of cracks are described later in this paper. The expected end result of an RCM test is given in Figure3. Chloride penetration depth in the unfractured zone (d1) and the fractured zone (dT) was measured and the values were used for chloride diffusion coefficient in the unfractured zone (D1) and the fractured zone (DT).Figure 3
Schematic end result of the RCM test on fractured specimen, with different notation codes.


## 2.1.1. Preparation of Concrete Samples and Cracking

All steps for experiment program are depicted in Figure1. Mixing proportion is given in Table 1. For comparison with high-performance concrete (HPC), OPC samples were made with ordinary Portland cement, water/cement ratio of 0.50. OPC samples had two types with maximum size of coarse aggregate: 8 mm and 16 mm. It is well known that interfacial transition zone (ITZ) between cement paste and aggregate forms a more porous framework than bulk cement paste. Since ITZ is considered as the weakest link of the chain, cracks are preferentially propagated in concrete under compressive or tensile stress. The crack propagation depends on the size of coarse aggregate, as shown in Figure 2. Cracking is very complicated in concrete with the small size of coarse aggregate and this is intended in two types of OPC concrete samples.Table 1
Material properties of penetrant (PT).
ItemsValueMain ingredientSilaneTurbiditybelow 1.0Ratio of water sorptivity (KSF 4930)0.05ColorColorlesspH8.3TypeLiquidFigure 1
Outline of experimental procedures: from making concrete samples to getting data.Figure 2
Effect of size of coarse aggregate on microcracking.HPC samples were mixed with fly ash and silica fume and its 28-day strength was equivalent to 100.1 Mpa. HPFRC samples mean high-strength concrete reinforced by steel fiber. Steel fiber can lead to complicated cracks and cracks bridging in the concrete. This was intended for investigation on chloride penetration through the complicated cracks in HPFRC samples.The concrete was cast into 150 × 150 × 150 mm cube moulds, which were moist-cured at 20°C for 48 hours, followed by air exposure at a relative humidity of 65% and 20°C. Sample series and preparation were set up in such a way that the specimens could be tested for chloride penetration at an age of 28 days. In these specimens, a notch was made of 5 mm wide and 5 mm depth. Next to the notch steel plates were glued to introduce the tensile forces to create a fracture.To control the crack formation, two LVDTs were fixed on each side of the specimen, perpendicular to the loading direction, to monitor the crack mouth opening displacement (CMOD). The tests were performed in deformation control mode up to the target CMOD. Then the specimen was unloaded and taken out of the machine. Time, force, stroke, and CMOD were recorded during the test. The effective CMOD value (i.e., the unloaded value) was used in the analysis and graphical plots. After unloading but before performing the RCM test the notch had been cut off, to arrive at a sample thickness of 50 mm.


## 2.1.2. Chloride Penetration Experiment

Rapid chloride migration (RCM) test, standardized in NordTest NT-Build 492 [9], has been used more and more to investigate penetration of chloride into concrete. This is set up as a non-steady-state migration test. These are then used to help design concrete materials for long-lasting structures. In such design process ordinary crack-free concrete was considered; however, this experiment was effective to quantify the effect of cracks on chloride penetration. One side of the sample was exposed to a salt solution, while the other side of the sample was exposed to a 0.3 N NaOH solution. Using stainless steel plate electrodes on both sides of the sample, a DC voltage was applied to force the negatively charged chloride ions through the sample. After the test the samples were split and sprayed with 0.01 N AgNO3 solution to visualize the ingress of chloride into the sample.Since it is the purpose of this research to investigate the influence of micro-cracks on the penetration of chloride, the RCM test has been performed on fractures samples after 28 days. The introduction and formation of cracks are described later in this paper. The expected end result of an RCM test is given in Figure3. Chloride penetration depth in the unfractured zone (d1) and the fractured zone (dT) was measured and the values were used for chloride diffusion coefficient in the unfractured zone (D1) and the fractured zone (DT).Figure 3
Schematic end result of the RCM test on fractured specimen, with different notation codes.


## 2.2. Program II: Crack Healing to Prevent Chloride Penetration

Surface treatment systems can be classified into three types: (a) penetrant, whereby surface near zone is impregnated and dense layer with pore blocker is formed, (b) coating, whereby in most cases a thin or thick continuous membrane polymer film is applied, and (c) sealer, whereby properties of both the penetrant and coating can be expected. Figure4 illustrates these three groups of protection.Figure 4
Type of surface treatment systems.After generating cracks in OPC samples, surface treatment system was applied in the surface. In the experiment, penetrant and coating material were used and materials properties are shown in Tables2 and 3. For penetrant, the achievable penetration depth in concrete mainly depends on four factors: the type of hydrophobic agent applied, the W/C of the concrete substrate, the initial moisture content, and the surface preparation of the concrete substrate [10].Table 2
Material properties of coating material (CT).
ItemsValueMain ingredientPolymerBonding strength (Mpa)2.12ColorLight greyTypepowder + waterTable 3
Mixing proportion of concrete.
Mix  symbol28-day strength (MPa)W/CGmax (mm)Unit weight (kg/m3)WaterCementMineral Adx.SandGravelOPC28.50.5016185370—7201021OPC II28.50.508185370—7201021HPC100.10.208128440Fly ash 1321045485Silica fume 64HPFRC*125.50.33—145439—1912—*Volume of steel fiber: 175 kg/m3 (length: 16 mm, diameter: 0.13 mm).Thickness of surface coating was measured by a microscope and the value was about 70 um, as shown in Figure5. Samples treated with penetrant were split and sprayed with water. Then the penetration depth was measured and the value was 2.8 mm.Figure 5
Thickness of coating material on surface concrete.


## 3. Result and Discussion

### 3.1. Chloride Penetration through Cracks

Figure6 represents the relative diffusivity (DT/D1) of concrete with various sizes of coarse aggregate. The relative diffusivity of concrete with Gmax 16 mm tends to be higher than that of concrete with Gmax 8 mm, however, the trend is not significant. Although micro-cracks are concentrated at the surface of coarse aggregate, the cracks do not influence chloride penetration. Since the micro-cracks are smaller than 0.012 mm, which is a critical crack width in accordance with a previous research of author, the crack is thought not to be effective for chloride penetration [11]. According to the study, chloride ions cannot immediately penetrate all the way up to the crack tip when the cracked concrete is faced with chloride solution. The rate of penetration decreases with increasing crack depth. This rate of penetration is influenced by the geometrical properties of the cracks. With increasing the depth of the crack, the crack width decreases and, more importantly, the crack is tortuous and has more chance to be unconnected closer to the crack tip, because of crack branching and bridging. Based on the findings in this research, it is necessary to make a strong argument to consider the crack width versus chloride penetration under various tension conditions.Figure 6
Relative diffusivity versusGmax.Figure7 depicts the relative diffusivity of various concrete samples. Compared with OPC, HPC and HPFRC have a high relative diffusivity as if the durability performance of HPC/HPFRC is worse than that of OPC. The result is far from previous researches because HPC is recognized as a-high-durability concrete. The reason can be explained by Figures 8 and 10.Figure 7
Relative diffusivity versus concrete type.Figure 8
Chloride penetration depth versus crack width.Figure8 shows the relationship between chloride penetration depth and crack width. HPC and OPC showed the same chloride penetration depth if the crack width is higher than 0.03 mm. Overall, a little chloride penetration is examined at HPC and HPFRC. This is because high strength leads to dense micro-structure of concrete and steel fiber inducing delay strain induced crack propagation. That is to say, steel fiber has a function to increase crack depth, d2-de (see Figure 9), corresponding with critical crack width 0.012 mm, and to decrease effective crack depth de.Figure 9
Schematic representation of effective crack depth according to critical crack depth.Comparison of chloride profile of OPC concrete with that of HPC concrete.
(a)
OPC concrete(b)
HPC concreteFigure10 shows a photo of chloride profile in concrete contaminated by chloride ions. Compared with OPC, HPC does not allow chloride penetration. Once cracks are generated, however, HPC loses its high protection performance significantly. This is why relative diffusivity (DT/D1) of HPC is much higher than that of OPC. HPC without cracks has a very high resistance to deterioration due to chloride penetration; however, HPC is prone to be cracked. If there are no cracks in HPC, its service life can be overestimated too much in durability designing. Therefore, the penetration of harmful substances through cracks must be considered in establishing the maintenance strategy of HPC structures under severe conditions.


### 3.2. Crack Healing Effect

Figure11 shows chloride diffusion coefficient for penetrant-treated concrete. As expected, the chloride diffusion coefficient of cracked concrete is higher than that of uncracked concrete. From CMOD 0.024 mm, chloride penetration through crack is found. CMOD 0.024 mm is too small, and, thus, it can be suggested that penetrant is difficult to expect crack healing.Figure 11
Chloride diffusion coefficient for PT-treated concrete.Figure12 represents chloride diffusion coefficient for CT-treated concrete. Compared with PT-treated concrete, CT-treated concrete showed low diffusion coefficient. This means that the performance of surface coating is better than that of penetrant for chloride resistance. Above all, the experimental result shows obviously that when the crack width was large, beyond around 0.060 mm, the rate of increase of chloride penetration increased. In other words, increasing chloride diffusivity is responsive to 0.060 mm of CMOD. This means the critical crack opening that can be healed with coating system is 0.060 mm, and this is higher than 0.024 mm, which is a limitation of crack width healed with penetrant. Therefore, it is concluded that coating also does not have a satisfactory performance although coating is better than penetrant for crack healing.Figure 12
Chloride diffusion coefficient for CT-treated concrete.Figure13 illustrates chloride diffusion coefficient for PCT-treated concrete. Already below a value of CMOD of 0.08 mm the influence of the crack on the chloride transport starts to become noticeable. The penetrant can lead to dense fracture; however, space between cracks should still exist. If penetrant-treated concrete is coated, membrane coating film is formed and this is effective to protect the concrete from chloride penetration. The double protective system can be believed to cure crack with 0.08 mm maximum width. This is also not a satisfactory performance for healing. Of course, the critical crack width depends on type of surface treatment system, quality, the number of treatments, number of layers, and so on.Figure 13
Chloride diffusion coefficient for PCT treated concrete.Figure14 represents the effect of type of surface treatment on the prevention of extra chloride penetration through cracks. There is no doubt that the penetrant cannot cure cracks. This is because the penetrant cannot fill space between crack fractures and does not have significant crack-bridging capabilities, although the hydrophobic nature of the material may reduce the intrusion of moisture into narrow cracks. The experimental result shows obviously, however, that the coating system is effective for healing cracks up to maximum CMOD 0.06 mm, the so-called critical crack width that can be healed by surface treatment system. For combined application of the penetrant and coating system, when the CMOD was large, beyond around 0.08 mm, the rate of increase of chloride penetration increased. This means that there is no extra chloride penetration through the crack if the crack width is smaller than 0.08 mm. As a matter of course, the value depends on material properties of surface treatment; however, the value is much smaller than we have expected. The value should lead to extremely conservative criterion. It is difficult to apply to estimation the integrity of in situ concrete structures with a value. JCI [7] and KISTEC [8] recommended the surface treatment method including the penetrant to keep the performance of watertightness for concrete with maximum crack width 0.20 mm. Obviously 0.20 mm is much higher than the critical crack width of 0.06 ~ 0.08 mm. It is necessary to examine its effective application.Figure 14
Relative chloride diffusion coefficient (DT/D1) for surface treated concrete.Based on the results of this study, it is concluded that penetrant is not suitable for crack healing and the coating system should be applied after understanding the limitation of its effectiveness. For verification, the crack healing effect and critical crack width should be examined with the outcome of chloride immersion testing for long term.This study is expected to provide us with insight into developing design criteria for a durable concrete and in understanding the effect of surface treatment system to repair cracked concrete structure. It is expected that the outcome of this study could be an engineering ground to choose the type of surface treatment system and to judge the durability performance of surface treated concrete. For more research, the capacity to bridge and heal cracks should be carefully studied depending on the type of the surface treatment system and number of coating layers.


## 3.1. Chloride Penetration through Cracks

Figure6 represents the relative diffusivity (DT/D1) of concrete with various sizes of coarse aggregate. The relative diffusivity of concrete with Gmax 16 mm tends to be higher than that of concrete with Gmax 8 mm, however, the trend is not significant. Although micro-cracks are concentrated at the surface of coarse aggregate, the cracks do not influence chloride penetration. Since the micro-cracks are smaller than 0.012 mm, which is a critical crack width in accordance with a previous research of author, the crack is thought not to be effective for chloride penetration [11]. According to the study, chloride ions cannot immediately penetrate all the way up to the crack tip when the cracked concrete is faced with chloride solution. The rate of penetration decreases with increasing crack depth. This rate of penetration is influenced by the geometrical properties of the cracks. With increasing the depth of the crack, the crack width decreases and, more importantly, the crack is tortuous and has more chance to be unconnected closer to the crack tip, because of crack branching and bridging. Based on the findings in this research, it is necessary to make a strong argument to consider the crack width versus chloride penetration under various tension conditions.Figure 6
Relative diffusivity versusGmax.Figure7 depicts the relative diffusivity of various concrete samples. Compared with OPC, HPC and HPFRC have a high relative diffusivity as if the durability performance of HPC/HPFRC is worse than that of OPC. The result is far from previous researches because HPC is recognized as a-high-durability concrete. The reason can be explained by Figures 8 and 10.Figure 7
Relative diffusivity versus concrete type.Figure 8
Chloride penetration depth versus crack width.Figure8 shows the relationship between chloride penetration depth and crack width. HPC and OPC showed the same chloride penetration depth if the crack width is higher than 0.03 mm. Overall, a little chloride penetration is examined at HPC and HPFRC. This is because high strength leads to dense micro-structure of concrete and steel fiber inducing delay strain induced crack propagation. That is to say, steel fiber has a function to increase crack depth, d2-de (see Figure 9), corresponding with critical crack width 0.012 mm, and to decrease effective crack depth de.Figure 9
Schematic representation of effective crack depth according to critical crack depth.Comparison of chloride profile of OPC concrete with that of HPC concrete.
(a)
OPC concrete(b)
HPC concreteFigure10 shows a photo of chloride profile in concrete contaminated by chloride ions. Compared with OPC, HPC does not allow chloride penetration. Once cracks are generated, however, HPC loses its high protection performance significantly. This is why relative diffusivity (DT/D1) of HPC is much higher than that of OPC. HPC without cracks has a very high resistance to deterioration due to chloride penetration; however, HPC is prone to be cracked. If there are no cracks in HPC, its service life can be overestimated too much in durability designing. Therefore, the penetration of harmful substances through cracks must be considered in establishing the maintenance strategy of HPC structures under severe conditions.


## 3.2. Crack Healing Effect

Figure11 shows chloride diffusion coefficient for penetrant-treated concrete. As expected, the chloride diffusion coefficient of cracked concrete is higher than that of uncracked concrete. From CMOD 0.024 mm, chloride penetration through crack is found. CMOD 0.024 mm is too small, and, thus, it can be suggested that penetrant is difficult to expect crack healing.Figure 11
Chloride diffusion coefficient for PT-treated concrete.Figure12 represents chloride diffusion coefficient for CT-treated concrete. Compared with PT-treated concrete, CT-treated concrete showed low diffusion coefficient. This means that the performance of surface coating is better than that of penetrant for chloride resistance. Above all, the experimental result shows obviously that when the crack width was large, beyond around 0.060 mm, the rate of increase of chloride penetration increased. In other words, increasing chloride diffusivity is responsive to 0.060 mm of CMOD. This means the critical crack opening that can be healed with coating system is 0.060 mm, and this is higher than 0.024 mm, which is a limitation of crack width healed with penetrant. Therefore, it is concluded that coating also does not have a satisfactory performance although coating is better than penetrant for crack healing.Figure 12
Chloride diffusion coefficient for CT-treated concrete.Figure13 illustrates chloride diffusion coefficient for PCT-treated concrete. Already below a value of CMOD of 0.08 mm the influence of the crack on the chloride transport starts to become noticeable. The penetrant can lead to dense fracture; however, space between cracks should still exist. If penetrant-treated concrete is coated, membrane coating film is formed and this is effective to protect the concrete from chloride penetration. The double protective system can be believed to cure crack with 0.08 mm maximum width. This is also not a satisfactory performance for healing. Of course, the critical crack width depends on type of surface treatment system, quality, the number of treatments, number of layers, and so on.Figure 13
Chloride diffusion coefficient for PCT treated concrete.Figure14 represents the effect of type of surface treatment on the prevention of extra chloride penetration through cracks. There is no doubt that the penetrant cannot cure cracks. This is because the penetrant cannot fill space between crack fractures and does not have significant crack-bridging capabilities, although the hydrophobic nature of the material may reduce the intrusion of moisture into narrow cracks. The experimental result shows obviously, however, that the coating system is effective for healing cracks up to maximum CMOD 0.06 mm, the so-called critical crack width that can be healed by surface treatment system. For combined application of the penetrant and coating system, when the CMOD was large, beyond around 0.08 mm, the rate of increase of chloride penetration increased. This means that there is no extra chloride penetration through the crack if the crack width is smaller than 0.08 mm. As a matter of course, the value depends on material properties of surface treatment; however, the value is much smaller than we have expected. The value should lead to extremely conservative criterion. It is difficult to apply to estimation the integrity of in situ concrete structures with a value. JCI [7] and KISTEC [8] recommended the surface treatment method including the penetrant to keep the performance of watertightness for concrete with maximum crack width 0.20 mm. Obviously 0.20 mm is much higher than the critical crack width of 0.06 ~ 0.08 mm. It is necessary to examine its effective application.Figure 14
Relative chloride diffusion coefficient (DT/D1) for surface treated concrete.Based on the results of this study, it is concluded that penetrant is not suitable for crack healing and the coating system should be applied after understanding the limitation of its effectiveness. For verification, the crack healing effect and critical crack width should be examined with the outcome of chloride immersion testing for long term.This study is expected to provide us with insight into developing design criteria for a durable concrete and in understanding the effect of surface treatment system to repair cracked concrete structure. It is expected that the outcome of this study could be an engineering ground to choose the type of surface treatment system and to judge the durability performance of surface treated concrete. For more research, the capacity to bridge and heal cracks should be carefully studied depending on the type of the surface treatment system and number of coating layers.


## 4. Conclusions

(1) Experiment recipe was designed to investigate chloride penetration through cracks in OPC and HPC concrete. Compared with OPC, HPC did not allow chloride penetration. However, HPC with cracks lost its high protection performance seriously. That is, the relative diffusivity of HPC is much higher than that of OPC. This means that chloride penetration through cracks must be considered in HPC structures exposed to sea water. Steel fiber had a function to increase crack depth and to decrease effective crack depth.(2) Penetrant cannot cure cracks. However, it was noticed that concrete with maximum crack width 0.06 mm was healed by coating system. Combination of penetrant and coating system made a positive contribution to crack healing up to maximum crack width 0.08 mm.



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*Source: 294571-2012-04-02.xml*