# Comparative Study of Strength and Corrosion Resistant Properties of Plain and Blended Cement Concrete Types

Authors: Velu Saraswathy; Subbiah Karthick; Han Seung Lee; Seung-Jun Kwon; Hyun-Min Yang
Journal: Advances in Materials Science and Engineering
 (2017)

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## Abstract

The relative performances of mechanical, permeability, and corrosion resistance properties of different concrete types were compared. Concrete types were made from ordinary Portland cement (OPC), Portland pozzolana cement (PPC), and Portland slag cement (PSC). Compressive strength test, effective porosity test, coefficient of water absorption, short-term accelerated impressed voltage test, and rapid chloride permeability test (RCPT) were conducted on M30 and M40 grades of concrete designed with OPC, PPC, and PSC cements for 28- and 90-day cured concrete types. Long-term studies such as microcell and electrochemical evaluation were carried out to understand the corrosion behaviour of rebar embedded in different concrete types. Better corrosion resistant properties were observed for PSC concrete by showing a minimum current flow, lowest free chloride contents, and lesser porosity. Besides, PSC concrete has shown less coefficient of water absorption, chloride diffusion coefficient (CDC), and lower corrosion rate and thereby the time taken for initiation of crack extended.


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## Body

## 1. Introduction

Reinforced concrete is protected from corrosion due to the high alkalinity existing in the concrete environment and the cover concrete which acts as a protective barrier to the access of chloride ions. Apart from this, reinforced concrete structures when exposed to severe marine environments lead to the premature failure of the structures [1]. Corrosion of embedded steel in concrete is one of the major causes of premature deterioration of concrete structures which affects the service life of the important structures in the chloride prone environment [2]. Therefore, the chloride permeability plays a significant role in determining the service life of the major infrastructures [3]. Due to the heterogeneous nature of the concrete, chloride ions enter the pores and attack the embedded steel in concrete causing cracking and spalling of the cover concrete portion and exposing the steel reinforcement when it is exposed to the marine environment [4]. Hence, to enhance the durability of the structures, waste materials like fly ash, rice husk ash, slag, and other pozzolanic materials are being used in the construction industry, not only from the durability point of view, but also to reduce the greenhouse gas emission and to save the environment [5]. The use of supplementary cementitious materials (SCM) and their effectiveness in making the blended cement concrete are well debated in the literature [6–12]. The composition of SCM may vary from source to source from which they are collected, because the nature of the source depends upon the raw materials used for making the manufacturing process and the geographical conditions [13].Curing plays a major role in affecting the strength and permeability characteristics of the concrete structures. Mainly while using supplementary cementitious materials, care should be taken for continuous curing of the structures in the initial stages since hydration reactions are slow in using pozzolanic materials. The other factors which influence the strength characteristics are fineness modulus, water-cement ratio (w/c), chemical composition, and so on [14, 15]. Many researchers have discussed the different types of curing, pore structure refinement, and permeability characteristics of blended cements by using fly ash, slag, silica fume, and so on [16–19]. The results indicated that blended cement with longer duration has shown strength and other properties equal to those of ordinary Portland cement. It is also reported that blended cements enhanced the workability, durability, and mechanical properties of the concrete [20–24]. So far, the studies have focused on the particular aspect of corrosion like permeability, pore structure, chloride ingress, or physical and chemical characteristics by either short-term or long-term studies.Hence, the aim of the present investigation is to evaluate the corrosion resistant properties of rich and lean mix concrete made from Portland pozzolana cement (PPC) and Portland slag cement (PSC) under accelerated and normal exposure conditions. The results were compared with ordinary Portland cement (OPC) concrete. Further, in this investigation, two curing periods, two grades of concrete, and two different exposure conditions, namely, normal and accelerated exposure conditions, were carried out. In addition to these, short-term and long-term tests, porosity and permeability studies, and mechanical and electrochemical studies were also carried out for plain and blended cements, and the results were presented in a detailed manner.


## 2. Experimental

### 2.1. Materials and Mix Proportions

Two mix proportions having characteristic compressive strength of 30 and 40 MPa concrete types were used for casting the concrete specimens. The details of concrete mix proportions are given in Table1. Three cements, namely, 43 grade ordinary Portland cement conforming to IS:8112 [25] (equivalent to ASTM-Type I cement), Portland pozzolana cement conforming to IS:1489–Part-I [26], and Portland slag cement conforming to IS:455 [27], were used. Chemical composition of cements used is given in Table 2. Graded river sand passing through 1.18 mm sieve with a fineness modulus of 2.85 and a specific gravity of 2.55 was used as fine aggregate. Locally available well graded aggregates of normal size greater than 4.75 mm and less than 20 mm having a fineness modulus of 2.72 were used as coarse aggregates. The specific gravity of the fine aggregate used was 2.78. Thermomechanically treated (TMT) rebar (Fe-415 grade) of 12 mm diameter conforming to IS:1786 [28] was used. Potable water was used for casting the concrete.Table 1
Details of concrete mix proportions.
Grade
Type of cement
W/C ratio
Cement(kg m−3)
Fine aggregate(kg m−3)
Coarse aggregate (kg m−3)
Water(kg m−3)
M30
OPC
0.55
338
607
1247
186
PPC
0.55
338
607
1247
186
PSC
0.55
338
607
1247
186
M40
OPC
0.45
400
472
1247
180
PPC
0.45
400
472
1247
180
PSC
0.45
400
472
1247
180Table 2
Chemical composition of cements.
Constituent
Weight/(%)
OPC
PPC
PSC
SiO2
21.0
32.0
31.0
Al2O3
5.50
10.0
10.5
Fe2O3
4.60
5.50
2.80
CaO
63.0
44.0
47.0
MgO
0.60
1.50
3.90
SO3
2.60
2.60
2.60
LOI
2.70
4.40
2.70


### 2.2. Methods

#### 2.2.1. Compressive Strength

Compressive strength test was carried out in concrete cubes of size150×150×150 mm using 1 : 1.8 : 3.69 mix with w/c ratio of 0.55 (M30 grade) and 1 : 1.18 : 3.36 with w/c ratio 0.45 (M40 grade) using OPC and blended cements (PPC and PSC). During casting, the moulds were mechanically vibrated. After 24 hours, the specimens were removed from the mould and subjected to water curing for 28 and 90 days. After a specified period of curing, the specimens were tested for compressive strength using AIMIL compression testing machine of 2000 kN capacity at a rate of loading of 210 kN/min. The tests were carried out on six specimens and the average compressive strength values were recorded for OPC, PPC, and PSC concrete types.


#### 2.2.2. Effective Porosity Test

Percentage of water absorption is a measure of the pore volume or porosity in hardened concrete, which is occupied by water in saturated condition. Water absorption test was carried out as per ASTM C642-97 [29]. The effective porosity for OPC, PPC, and PSC concrete types is calculated as follows:(1)Effectiveporosity%=B-AV×100,where  A is mass of oven dried sample in air, B is saturated mass of the surface dry sample in air after immersion, and V is bulk volume of the sample.


#### 2.2.3. Coefficient of Water Absorption

Coefficient of water absorption is suggested as a measure of permeability of water. This is measured by the rate of uptake of water by dry concrete over a period of 1 h. The concrete cube specimens of100×100×100 mm were preconditioned by drying in an oven at 105°C for 48 hrs until constant weight was reached and then allowed to cool in an airtight sealed container for 3 days. The sides of the concrete samples were coated with transparent epoxy resin to allow the flow of water in unidirection. Then the samples were kept in a vertical position partially immersed up to a depth of 5 mm at one end while the rest of the portions were kept exposed to the atmosphere as shown in Figure 1. The quantity of water absorbed during the first 60 min was calculated. Coefficients of water absorption values for OPC, PPC, and PSC concrete specimens after 28 and 90 days of moisture curing were determined using the formula [29](2)Ka=QA2×1t,where Ka is the coefficient of water absorption (m2s−1), Q is the quantity of water absorbed (m3) by the oven dry specimen in time (t), t is 3600 s, and A is the surface area (m2) of concrete specimen through which water penetrates.Figure 1
Schematic of coefficient of water absorption test.


#### 2.2.4. Impressed Voltage Test

Cylindrical concrete specimens of size 50 mm diameter and 100 mm height were cast using M30 and M40 grades of concrete types. Rebar types of 12 mm diameter and 100 mm height were embedded centrally into the concrete specimens. During casting, the moulds were mechanically vibrated. After 24 h, the cylindrical concrete specimens were demoulded and cured for 28 and 90 days. Then the specimens were subjected to impressed voltage test. In this technique, the concrete specimens were immersed in 5% NaCl solution and embedded steel in concrete is made as anode with respect to an external stainless steel electrode serving as the cathode by applying a constant positive potential of 12 V to the system from a DC source. The variation of current is recorded with time. For each specimen, the time taken for initial crack and the corresponding maximum anodic current flow was recorded [30].At the end of the 12 V impressed voltage test, the embedded steel specimens were broken and the sections were open, cleaned in pickling solution (concentrated HCl containing 20 g/L of stannous chloride and 15 g/L of antimony trioxide), then cleaned in distilled water, dried, and weighed as per ASTM G1-03 [31]. From the initial weight, the loss in weight of embedded steel due to accelerated corrosion in OPC, PPC, and PSC concrete types was calculated. From the weight loss data, corrosion rate in mmpy was calculated using the following equation [2]:(3)Corrosionrate=87.6×WD×A×T,where W is the weight loss in milligram, D is the density of the material used, g/cc, A is the area of the specimen (cm2), and T is the duration of the test period in hours.


#### 2.2.5. Rapid Chloride Ion Permeability Test (RCPT)

The resistance to chloride ion penetration in terms of total charge that passed in coulombs through OPC and blended concrete specimens after 28 and 90 days of moisture curing was measured as per ASTM C1202-12 [32]. A concrete disc of size 100 mm diameter and 50 mm thickness was cast and allowed to cure for 28 and 90 days. Then the concrete specimens were subjected to the RCPT by impressing 60 V between two TSIA electrodes. Two halves of the specimens were sealed with PVC container of 95 mm diameter. One side of the container is filled with 3% NaCl solution (that side of the cell will be connected to the negative terminal of the power supply); the other side is filled with 0.3 N NaOH solution (which will be connected to the positive terminal of the power supply). Current flow is measured at every 30 min up to 6 h. From the results, using the current and time, chloride permeability is calculated in terms of coulombs at the end of 6 h.


#### 2.2.6. Chloride Diffusion Coefficient

The amount of chloride ion migrating through the concrete specimens after 28 and 90 days of curing was monitored by removing small amount of solution and determining the chloride concentration of these samples after 120 h. Chloride diffusion coefficients were calculated using Nernst–Einstein equation [33].(4)D=JRTLZFC0E,where D is the chloride diffusion coefficient (cm2/s), J is the flux of chloride ions (mol/cm2s), R is the gas constant (8.314 J/K mol), T is the absolute temperature (300 K), L is the thickness of the specimen (cm), Z is the valiancy of chloride ion (Z=1), F is the Faradays constant (9.648×104 J/V mol), C0 is the initial chloride ion concentration (mol/l), and E is the applied potential (60 V).


#### 2.2.7. Potentiodynamic Polarization Method

Concrete cubes of size100×100×100 mm that were cast with TMT rebar of 12 mm diameter and 75 mm length (two rebar types) were embedded at a cover depth of 25 mm as shown in Figure 2. The cubes were cast for OPC, PPC, and PSC with M30 and M40 grade concrete and allowed to cure for 90 days. After 90-day curing the specimens were exposed to the open atmosphere under natural weathering conditions. After two years of exposure, the embedded rebar types in the concrete cube specimens were subjected to potentiodynamic polarization technique using the three-electrode assembly. The rebar embedded in concrete cube acts as a working electrode, stainless steel electrode acts as a counter electrode, and Saturated Calomel Electrode (SCE) acts as a reference electrode. From the polarization technique, the corrosion kinetic parameters such as corrosion current (Icorr), corrosion potential (Ecorr), cathodic Tafel slope (bc), and anodic Tafel slope (ba) were obtained. Both cathodic and anodic polarization curves were recorded potentiodynamically using ACM Instruments, UK. The potentiodynamic conditions correspond to a potential sweep rate of 0.1 mVmin−1 and potential ranges of +0.2 V to −0.2 V versus SCE from the OCP. All the experiments were carried out at the temperature of 32±1°C.Figure 2
Schematic representation of concrete cube specimen used for potentiodynamic polarization and AC-impedance study.


#### 2.2.8. AC-Impedance Measurement

The same cube specimens mentioned above were subjected to AC-impedance measurements. The real part (Z′) and the imaginary part (-Z′′) of the cell impedance were measured for various frequencies (30 kHz to 0.01 Hz). Plots of Z′ versus -Z′′ were made. The same experimental setup was used here also.


#### 2.2.9. Macrocell Corrosion Studies

A rectangular concrete (M40 grade) specimen of size 279 mm × 152 mm × 114 mm was designed as per ASTM G 109-07 [34] for macrocell corrosion studies. TMT rebar of 12 mm diameter and 300 mm length was used as both anode and cathode in the same concrete. The top mat of rebar acts as the anode and the bottom mat of rebar acts as cathode. The anode to cathode area ratio was maintained as 1 : 2 to induce accelerated corrosion of the embedded anode. The configuration of macrocell specimen is given in Figure 3. In both the anode and cathode 250 mm length was embedded inside the concrete and the remaining length was used for taking electrical connections with proper insulations.Figure 3
Schematic view of macrocell specimen.The specimens were mechanically vibrated. After 24 hours of setting, the specimens were demoulded and cured in distilled water for 90 days. Then the specimens were subjected to alternate wetting and drying cycles. One cycle consists of 15 days of wetting in 3% NaCl and 15 days of drying in open atmosphere. Measurements were carried out during the wetting cycle (15th day) as macrocell current showed maximum magnitude due to the low resistivity of the concrete. All the concrete specimens were subjected to 24 complete cycles of exposure period.


## 2.1. Materials and Mix Proportions

Two mix proportions having characteristic compressive strength of 30 and 40 MPa concrete types were used for casting the concrete specimens. The details of concrete mix proportions are given in Table1. Three cements, namely, 43 grade ordinary Portland cement conforming to IS:8112 [25] (equivalent to ASTM-Type I cement), Portland pozzolana cement conforming to IS:1489–Part-I [26], and Portland slag cement conforming to IS:455 [27], were used. Chemical composition of cements used is given in Table 2. Graded river sand passing through 1.18 mm sieve with a fineness modulus of 2.85 and a specific gravity of 2.55 was used as fine aggregate. Locally available well graded aggregates of normal size greater than 4.75 mm and less than 20 mm having a fineness modulus of 2.72 were used as coarse aggregates. The specific gravity of the fine aggregate used was 2.78. Thermomechanically treated (TMT) rebar (Fe-415 grade) of 12 mm diameter conforming to IS:1786 [28] was used. Potable water was used for casting the concrete.Table 1
Details of concrete mix proportions.
Grade
Type of cement
W/C ratio
Cement(kg m−3)
Fine aggregate(kg m−3)
Coarse aggregate (kg m−3)
Water(kg m−3)
M30
OPC
0.55
338
607
1247
186
PPC
0.55
338
607
1247
186
PSC
0.55
338
607
1247
186
M40
OPC
0.45
400
472
1247
180
PPC
0.45
400
472
1247
180
PSC
0.45
400
472
1247
180Table 2
Chemical composition of cements.
Constituent
Weight/(%)
OPC
PPC
PSC
SiO2
21.0
32.0
31.0
Al2O3
5.50
10.0
10.5
Fe2O3
4.60
5.50
2.80
CaO
63.0
44.0
47.0
MgO
0.60
1.50
3.90
SO3
2.60
2.60
2.60
LOI
2.70
4.40
2.70


## 2.2. Methods

### 2.2.1. Compressive Strength

Compressive strength test was carried out in concrete cubes of size150×150×150 mm using 1 : 1.8 : 3.69 mix with w/c ratio of 0.55 (M30 grade) and 1 : 1.18 : 3.36 with w/c ratio 0.45 (M40 grade) using OPC and blended cements (PPC and PSC). During casting, the moulds were mechanically vibrated. After 24 hours, the specimens were removed from the mould and subjected to water curing for 28 and 90 days. After a specified period of curing, the specimens were tested for compressive strength using AIMIL compression testing machine of 2000 kN capacity at a rate of loading of 210 kN/min. The tests were carried out on six specimens and the average compressive strength values were recorded for OPC, PPC, and PSC concrete types.


### 2.2.2. Effective Porosity Test

Percentage of water absorption is a measure of the pore volume or porosity in hardened concrete, which is occupied by water in saturated condition. Water absorption test was carried out as per ASTM C642-97 [29]. The effective porosity for OPC, PPC, and PSC concrete types is calculated as follows:(1)Effectiveporosity%=B-AV×100,where  A is mass of oven dried sample in air, B is saturated mass of the surface dry sample in air after immersion, and V is bulk volume of the sample.


### 2.2.3. Coefficient of Water Absorption

Coefficient of water absorption is suggested as a measure of permeability of water. This is measured by the rate of uptake of water by dry concrete over a period of 1 h. The concrete cube specimens of100×100×100 mm were preconditioned by drying in an oven at 105°C for 48 hrs until constant weight was reached and then allowed to cool in an airtight sealed container for 3 days. The sides of the concrete samples were coated with transparent epoxy resin to allow the flow of water in unidirection. Then the samples were kept in a vertical position partially immersed up to a depth of 5 mm at one end while the rest of the portions were kept exposed to the atmosphere as shown in Figure 1. The quantity of water absorbed during the first 60 min was calculated. Coefficients of water absorption values for OPC, PPC, and PSC concrete specimens after 28 and 90 days of moisture curing were determined using the formula [29](2)Ka=QA2×1t,where Ka is the coefficient of water absorption (m2s−1), Q is the quantity of water absorbed (m3) by the oven dry specimen in time (t), t is 3600 s, and A is the surface area (m2) of concrete specimen through which water penetrates.Figure 1
Schematic of coefficient of water absorption test.


### 2.2.4. Impressed Voltage Test

Cylindrical concrete specimens of size 50 mm diameter and 100 mm height were cast using M30 and M40 grades of concrete types. Rebar types of 12 mm diameter and 100 mm height were embedded centrally into the concrete specimens. During casting, the moulds were mechanically vibrated. After 24 h, the cylindrical concrete specimens were demoulded and cured for 28 and 90 days. Then the specimens were subjected to impressed voltage test. In this technique, the concrete specimens were immersed in 5% NaCl solution and embedded steel in concrete is made as anode with respect to an external stainless steel electrode serving as the cathode by applying a constant positive potential of 12 V to the system from a DC source. The variation of current is recorded with time. For each specimen, the time taken for initial crack and the corresponding maximum anodic current flow was recorded [30].At the end of the 12 V impressed voltage test, the embedded steel specimens were broken and the sections were open, cleaned in pickling solution (concentrated HCl containing 20 g/L of stannous chloride and 15 g/L of antimony trioxide), then cleaned in distilled water, dried, and weighed as per ASTM G1-03 [31]. From the initial weight, the loss in weight of embedded steel due to accelerated corrosion in OPC, PPC, and PSC concrete types was calculated. From the weight loss data, corrosion rate in mmpy was calculated using the following equation [2]:(3)Corrosionrate=87.6×WD×A×T,where W is the weight loss in milligram, D is the density of the material used, g/cc, A is the area of the specimen (cm2), and T is the duration of the test period in hours.


### 2.2.5. Rapid Chloride Ion Permeability Test (RCPT)

The resistance to chloride ion penetration in terms of total charge that passed in coulombs through OPC and blended concrete specimens after 28 and 90 days of moisture curing was measured as per ASTM C1202-12 [32]. A concrete disc of size 100 mm diameter and 50 mm thickness was cast and allowed to cure for 28 and 90 days. Then the concrete specimens were subjected to the RCPT by impressing 60 V between two TSIA electrodes. Two halves of the specimens were sealed with PVC container of 95 mm diameter. One side of the container is filled with 3% NaCl solution (that side of the cell will be connected to the negative terminal of the power supply); the other side is filled with 0.3 N NaOH solution (which will be connected to the positive terminal of the power supply). Current flow is measured at every 30 min up to 6 h. From the results, using the current and time, chloride permeability is calculated in terms of coulombs at the end of 6 h.


### 2.2.6. Chloride Diffusion Coefficient

The amount of chloride ion migrating through the concrete specimens after 28 and 90 days of curing was monitored by removing small amount of solution and determining the chloride concentration of these samples after 120 h. Chloride diffusion coefficients were calculated using Nernst–Einstein equation [33].(4)D=JRTLZFC0E,where D is the chloride diffusion coefficient (cm2/s), J is the flux of chloride ions (mol/cm2s), R is the gas constant (8.314 J/K mol), T is the absolute temperature (300 K), L is the thickness of the specimen (cm), Z is the valiancy of chloride ion (Z=1), F is the Faradays constant (9.648×104 J/V mol), C0 is the initial chloride ion concentration (mol/l), and E is the applied potential (60 V).


### 2.2.7. Potentiodynamic Polarization Method

Concrete cubes of size100×100×100 mm that were cast with TMT rebar of 12 mm diameter and 75 mm length (two rebar types) were embedded at a cover depth of 25 mm as shown in Figure 2. The cubes were cast for OPC, PPC, and PSC with M30 and M40 grade concrete and allowed to cure for 90 days. After 90-day curing the specimens were exposed to the open atmosphere under natural weathering conditions. After two years of exposure, the embedded rebar types in the concrete cube specimens were subjected to potentiodynamic polarization technique using the three-electrode assembly. The rebar embedded in concrete cube acts as a working electrode, stainless steel electrode acts as a counter electrode, and Saturated Calomel Electrode (SCE) acts as a reference electrode. From the polarization technique, the corrosion kinetic parameters such as corrosion current (Icorr), corrosion potential (Ecorr), cathodic Tafel slope (bc), and anodic Tafel slope (ba) were obtained. Both cathodic and anodic polarization curves were recorded potentiodynamically using ACM Instruments, UK. The potentiodynamic conditions correspond to a potential sweep rate of 0.1 mVmin−1 and potential ranges of +0.2 V to −0.2 V versus SCE from the OCP. All the experiments were carried out at the temperature of 32±1°C.Figure 2
Schematic representation of concrete cube specimen used for potentiodynamic polarization and AC-impedance study.


### 2.2.8. AC-Impedance Measurement

The same cube specimens mentioned above were subjected to AC-impedance measurements. The real part (Z′) and the imaginary part (-Z′′) of the cell impedance were measured for various frequencies (30 kHz to 0.01 Hz). Plots of Z′ versus -Z′′ were made. The same experimental setup was used here also.


### 2.2.9. Macrocell Corrosion Studies

A rectangular concrete (M40 grade) specimen of size 279 mm × 152 mm × 114 mm was designed as per ASTM G 109-07 [34] for macrocell corrosion studies. TMT rebar of 12 mm diameter and 300 mm length was used as both anode and cathode in the same concrete. The top mat of rebar acts as the anode and the bottom mat of rebar acts as cathode. The anode to cathode area ratio was maintained as 1 : 2 to induce accelerated corrosion of the embedded anode. The configuration of macrocell specimen is given in Figure 3. In both the anode and cathode 250 mm length was embedded inside the concrete and the remaining length was used for taking electrical connections with proper insulations.Figure 3
Schematic view of macrocell specimen.The specimens were mechanically vibrated. After 24 hours of setting, the specimens were demoulded and cured in distilled water for 90 days. Then the specimens were subjected to alternate wetting and drying cycles. One cycle consists of 15 days of wetting in 3% NaCl and 15 days of drying in open atmosphere. Measurements were carried out during the wetting cycle (15th day) as macrocell current showed maximum magnitude due to the low resistivity of the concrete. All the concrete specimens were subjected to 24 complete cycles of exposure period.


## 2.2.1. Compressive Strength

Compressive strength test was carried out in concrete cubes of size150×150×150 mm using 1 : 1.8 : 3.69 mix with w/c ratio of 0.55 (M30 grade) and 1 : 1.18 : 3.36 with w/c ratio 0.45 (M40 grade) using OPC and blended cements (PPC and PSC). During casting, the moulds were mechanically vibrated. After 24 hours, the specimens were removed from the mould and subjected to water curing for 28 and 90 days. After a specified period of curing, the specimens were tested for compressive strength using AIMIL compression testing machine of 2000 kN capacity at a rate of loading of 210 kN/min. The tests were carried out on six specimens and the average compressive strength values were recorded for OPC, PPC, and PSC concrete types.


## 2.2.2. Effective Porosity Test

Percentage of water absorption is a measure of the pore volume or porosity in hardened concrete, which is occupied by water in saturated condition. Water absorption test was carried out as per ASTM C642-97 [29]. The effective porosity for OPC, PPC, and PSC concrete types is calculated as follows:(1)Effectiveporosity%=B-AV×100,where  A is mass of oven dried sample in air, B is saturated mass of the surface dry sample in air after immersion, and V is bulk volume of the sample.


## 2.2.3. Coefficient of Water Absorption

Coefficient of water absorption is suggested as a measure of permeability of water. This is measured by the rate of uptake of water by dry concrete over a period of 1 h. The concrete cube specimens of100×100×100 mm were preconditioned by drying in an oven at 105°C for 48 hrs until constant weight was reached and then allowed to cool in an airtight sealed container for 3 days. The sides of the concrete samples were coated with transparent epoxy resin to allow the flow of water in unidirection. Then the samples were kept in a vertical position partially immersed up to a depth of 5 mm at one end while the rest of the portions were kept exposed to the atmosphere as shown in Figure 1. The quantity of water absorbed during the first 60 min was calculated. Coefficients of water absorption values for OPC, PPC, and PSC concrete specimens after 28 and 90 days of moisture curing were determined using the formula [29](2)Ka=QA2×1t,where Ka is the coefficient of water absorption (m2s−1), Q is the quantity of water absorbed (m3) by the oven dry specimen in time (t), t is 3600 s, and A is the surface area (m2) of concrete specimen through which water penetrates.Figure 1
Schematic of coefficient of water absorption test.


## 2.2.4. Impressed Voltage Test

Cylindrical concrete specimens of size 50 mm diameter and 100 mm height were cast using M30 and M40 grades of concrete types. Rebar types of 12 mm diameter and 100 mm height were embedded centrally into the concrete specimens. During casting, the moulds were mechanically vibrated. After 24 h, the cylindrical concrete specimens were demoulded and cured for 28 and 90 days. Then the specimens were subjected to impressed voltage test. In this technique, the concrete specimens were immersed in 5% NaCl solution and embedded steel in concrete is made as anode with respect to an external stainless steel electrode serving as the cathode by applying a constant positive potential of 12 V to the system from a DC source. The variation of current is recorded with time. For each specimen, the time taken for initial crack and the corresponding maximum anodic current flow was recorded [30].At the end of the 12 V impressed voltage test, the embedded steel specimens were broken and the sections were open, cleaned in pickling solution (concentrated HCl containing 20 g/L of stannous chloride and 15 g/L of antimony trioxide), then cleaned in distilled water, dried, and weighed as per ASTM G1-03 [31]. From the initial weight, the loss in weight of embedded steel due to accelerated corrosion in OPC, PPC, and PSC concrete types was calculated. From the weight loss data, corrosion rate in mmpy was calculated using the following equation [2]:(3)Corrosionrate=87.6×WD×A×T,where W is the weight loss in milligram, D is the density of the material used, g/cc, A is the area of the specimen (cm2), and T is the duration of the test period in hours.


## 2.2.5. Rapid Chloride Ion Permeability Test (RCPT)

The resistance to chloride ion penetration in terms of total charge that passed in coulombs through OPC and blended concrete specimens after 28 and 90 days of moisture curing was measured as per ASTM C1202-12 [32]. A concrete disc of size 100 mm diameter and 50 mm thickness was cast and allowed to cure for 28 and 90 days. Then the concrete specimens were subjected to the RCPT by impressing 60 V between two TSIA electrodes. Two halves of the specimens were sealed with PVC container of 95 mm diameter. One side of the container is filled with 3% NaCl solution (that side of the cell will be connected to the negative terminal of the power supply); the other side is filled with 0.3 N NaOH solution (which will be connected to the positive terminal of the power supply). Current flow is measured at every 30 min up to 6 h. From the results, using the current and time, chloride permeability is calculated in terms of coulombs at the end of 6 h.


## 2.2.6. Chloride Diffusion Coefficient

The amount of chloride ion migrating through the concrete specimens after 28 and 90 days of curing was monitored by removing small amount of solution and determining the chloride concentration of these samples after 120 h. Chloride diffusion coefficients were calculated using Nernst–Einstein equation [33].(4)D=JRTLZFC0E,where D is the chloride diffusion coefficient (cm2/s), J is the flux of chloride ions (mol/cm2s), R is the gas constant (8.314 J/K mol), T is the absolute temperature (300 K), L is the thickness of the specimen (cm), Z is the valiancy of chloride ion (Z=1), F is the Faradays constant (9.648×104 J/V mol), C0 is the initial chloride ion concentration (mol/l), and E is the applied potential (60 V).


## 2.2.7. Potentiodynamic Polarization Method

Concrete cubes of size100×100×100 mm that were cast with TMT rebar of 12 mm diameter and 75 mm length (two rebar types) were embedded at a cover depth of 25 mm as shown in Figure 2. The cubes were cast for OPC, PPC, and PSC with M30 and M40 grade concrete and allowed to cure for 90 days. After 90-day curing the specimens were exposed to the open atmosphere under natural weathering conditions. After two years of exposure, the embedded rebar types in the concrete cube specimens were subjected to potentiodynamic polarization technique using the three-electrode assembly. The rebar embedded in concrete cube acts as a working electrode, stainless steel electrode acts as a counter electrode, and Saturated Calomel Electrode (SCE) acts as a reference electrode. From the polarization technique, the corrosion kinetic parameters such as corrosion current (Icorr), corrosion potential (Ecorr), cathodic Tafel slope (bc), and anodic Tafel slope (ba) were obtained. Both cathodic and anodic polarization curves were recorded potentiodynamically using ACM Instruments, UK. The potentiodynamic conditions correspond to a potential sweep rate of 0.1 mVmin−1 and potential ranges of +0.2 V to −0.2 V versus SCE from the OCP. All the experiments were carried out at the temperature of 32±1°C.Figure 2
Schematic representation of concrete cube specimen used for potentiodynamic polarization and AC-impedance study.


## 2.2.8. AC-Impedance Measurement

The same cube specimens mentioned above were subjected to AC-impedance measurements. The real part (Z′) and the imaginary part (-Z′′) of the cell impedance were measured for various frequencies (30 kHz to 0.01 Hz). Plots of Z′ versus -Z′′ were made. The same experimental setup was used here also.


## 2.2.9. Macrocell Corrosion Studies

A rectangular concrete (M40 grade) specimen of size 279 mm × 152 mm × 114 mm was designed as per ASTM G 109-07 [34] for macrocell corrosion studies. TMT rebar of 12 mm diameter and 300 mm length was used as both anode and cathode in the same concrete. The top mat of rebar acts as the anode and the bottom mat of rebar acts as cathode. The anode to cathode area ratio was maintained as 1 : 2 to induce accelerated corrosion of the embedded anode. The configuration of macrocell specimen is given in Figure 3. In both the anode and cathode 250 mm length was embedded inside the concrete and the remaining length was used for taking electrical connections with proper insulations.Figure 3
Schematic view of macrocell specimen.The specimens were mechanically vibrated. After 24 hours of setting, the specimens were demoulded and cured in distilled water for 90 days. Then the specimens were subjected to alternate wetting and drying cycles. One cycle consists of 15 days of wetting in 3% NaCl and 15 days of drying in open atmosphere. Measurements were carried out during the wetting cycle (15th day) as macrocell current showed maximum magnitude due to the low resistivity of the concrete. All the concrete specimens were subjected to 24 complete cycles of exposure period.


## 3. Results and Discussion

### 3.1. Compressive Strength

The compressive strength of OPC, PPC, and PSC concrete types after 28 and 90 days of curing for M30 and M40 grades of concrete are given in Figures4 and 5, respectively.Figure 4
Comparison of compressive strength of M30 grade OPC, PPC, and PSC concrete types.Figure 5
Comparison of compressive strength of M40 grade OPC, PPC, and PSC concrete types.It was found from Figure4 that, in M30 grade concrete, the 28-day strength obtained was 37 MPa, 35.5 MPa, and 32.9 MPa for OPC, PPC, and PSC concrete types, respectively. There was a slight increase in the 90-day compressive strength values such as 40 MPa for OPC, 39 MPa for PPC, and 36.9 MPa for PSC, respectively.On the other hand, in M40 grade concrete (Figure5) the 28-day strength obtained was 43.7 MPa, 41.2 MPa, and 43.2 MPa for OPC, PPC, and PSC concrete types, respectively. There was a slight increase in the 90-day compressive strength values such as 47.7 MPa for OPC, 44.3 MPa for PPC, and 46.8 MPa for PSC, respectively.The magnitude of increase in compressive strength from 28 days to 90 days was found to be similar in M30 grade and M40 grade concrete types. Comparable compressive strength values were obtained for PPC and PSC concrete types when compared with OPC concrete.


### 3.2. Effective Porosity and Coefficient of Water Absorption

Effective porosity and coefficient of water absorption values calculated for OPC, PPC, and PSC concrete types at 28- and 90-day cured specimens were reported in Table3. It was observed that both 28- and 90-day cured M30 and M40 grade concrete types showed the effective porosity and coefficient of water absorption in the decreasing order as follows: OPC > PPC > PSC.Table 3
Permeability parameters for OPC, PPC, and PSC M30 and M40 grade concrete types.
Grade
Type of cement
Effective porosity/(%)
Coefficient of water absorption/(m2s−1) × 10−7
28 days
90 days
28 days
90 days
M30
OPC
15.15
10.72
3.20
2.30
PPC
14.28
9.62
2.50
2.00
PSC
12.61
9.57
0.71
0.40
M40
OPC
13.28
9.43
3.00
1.90
PPC
12.42
6.79
2.90
1.10
PSC
10.61
6.32
0.62
0.15Among the three types of concrete used, PSC concrete showed least pores and lower coefficient of water absorption. The same trend is observed in both 28- and 90-day cured M30 and M40 grade concrete types. For example, in the case of PSC, 0.71 × 10−7 m2s−1 and 0.62 × 10−7 m2s−1 are the coefficient of water absorption values obtained for 28-day cured M30 and M40 grade concrete, respectively. Similarly, for M30 and M40 grade concrete types the coefficient of water absorption values obtained were 0.40 × 10−7 m2s−1 and 0.15 × 10−7 m2s−1 for 90-day cured concrete, respectively. The observed values of coefficient of water absorption was attributed to the impermeability nature of the pore structure refinement in PPC and PSC concrete types. The improvement in the permeability characteristics of PPC and PSC is due to the secondary hydration reaction.In general, the primary hydration reaction in concrete is as follows:(5)23CaO·SiO2+6H2O⟶3CaO·2SiO2·3H2O+3CaOH2But, in PPC and PSC concrete types, the additional secondary hydration reaction is (6)3CaOH2+2SiO2+H2O⟶3CaO·2SiO2·3H2OIn PPC and PSC concrete types, the Ca(OH)2 content reduction is due to the secondary hydration reaction. During the hydration in PPC, lime is consumed but in OPC lime is produced. This is the main advantage of using blended cements to decrease the permeability of the concrete thereby increasing the corrosion resistance properties [35].


### 3.3. Impressed Voltage Test

The impressed voltage parameters of M30 and M40 grades of OPC, PPC, and PSC concrete types under 28 and 90 days of curing time were given in Table4. In M30 grade concrete, the maximum anodic current flow measured was found to be 77, 65, and 43 mA for OPC, PPC, and PSC concrete types, respectively, at 28-day cured specimens. The corresponding reduction in current flow was observed as 15.6% for PPC and 44.2% for PSC when compared to OPC. These results clearly indicated that blended cements, namely, PPC and PSC, considerably decreased the anodic current flow. Similar trend was observed in M40 grade concrete. Among the three concrete types, the maximum reduction in current flow was observed for PSC concrete. The reason is that PSC cement consists of higher amount of Al2O3 (10.5%) when compared to OPC (5.5%) and PPC (10%), which interacted with Ca(OH)2 and favoured more C3A and C-S-H gel. The formation of such compounds reduced the micro- and macropores present in the concrete and this is due to the refinement of the microstructure, considerably reducing the current flow [36]. After 90 days of curing, OPC, PPC, and PSC concrete types showed only a slight decrease in the magnitude of current flow in both M30 and M40 grade concrete types. The percentage reduction in the current flow was 41.89% and 56.66% for PSC system at 28 and 90 days of curing period. These data confirmed the impermeability nature of blended cement concrete types.Table 4
Impressed voltage parameters for rebar in OPC, PPC, and PSC M30 and M40 grade concrete types.
Grade and type of cement
Maximum anodic current(mA)
(%)reduction
Time to cracking(days)
Free chloride contents(ppm)
Weight loss(mg)
Reduction in corrosion rate (%)
28-day cured concrete specimens
OPC M30
77
—
07
4680
44.3210
—
PPC M30
65
15.6
08
3560
25.3120
42.9
PSC M30
43
44.2
10
3253
7.9140
82.1
OPC M40
72
—
10
3789
35.3020
—
PPC M40
56
22.2
12
3420
14.1410
59.7
PSC M40
39
45.8
14
3200
2.4650
93.0
90-day cured concrete specimens
OPC M30
74
—
08
4200
33.5780
—
PPC M30
58
21.62
09
3165
12.2290
63.6
PSC M30
43
41.89
11
2880
1.7030
94.9
OPC M40
60
—
14
3040
23.4530
—
PPC M40
43
28.30
18
2840
11.9420
49.0
PSC M40
26
56.66
20
2640
1.1470
95.1


#### 3.3.1. Time Taken for Initial Crack

The time taken for initial crack measured for 28- and 90-day cured OPC, PPC, and PSC concrete types was given in Table4. The results indicated that both 28- and 90-day cured M30 and M40 grade concrete types showed the following order with respect to time taken for initial crack. (7)OPC<PPC<PSC.Among the three concrete types, PSC concrete in M30 and M40 grades, 28- as well as 90-day cured specimens showed the longest time taken for initial crack. For example, for 28-day cured M30 and M40 concrete, time taken for initial crack observed was at 10 and 14 days, respectively. Similar trend was observed for 90-day cured concrete.The better performance of PSC is due to the following reason. Aluminate phase is the most responsible one for binding the chlorides into complex forms. Fixing of chloride in concrete by the formation of complex aluminate phases has been reported by Karthick et al. [37]. About 50% to 80% of chloride ions are bound by aluminate phases by the action of calcium oxide and aluminate with chloride, forming calcium chloroaluminate complexes (CaO·Al2O3·NaCl2·10H2O). With the result, the time taken for initial crack was increased.The free chloride contents showed the lower values for PSC concrete. This can be attributed to the formation of free chlorides into complex form. The mechanism of the formation of complex, namely, Friedel salt, is by the precipitation method.


#### 3.3.2. Corrosion Rate of Embedded Steel

The corrosion rates of embedded steel in OPC, PPC, and PSC were given in Figures6 and 7, respectively.Figure 6
Comparison of corrosion rate of rebar in OPC, PPC, and PSC concrete types obtained by impressed voltage test (28-day cured specimens).Figure 7
Comparison of corrosion rate of rebar in OPC, PPC, and PSC concrete types obtained by impressed voltage test (90-day cured specimens).The corrosion rates of steel calculated for 28 days cured M30 OPC, PPC, and PSC concrete types were found to be 0.0150, 0.0075, and 0.0060 mmpy, respectively. These results showed that blended cements, namely, PPC and PSC, considerably decreased the corrosion rate of embedded steel by 2 times and 2.5 times. Similar trend was also observed in M40 grade concrete. PPC and PSC concrete types showed 1.7 times and 3 times reduction in corrosion rate when compared to OPC concrete.The corrosion rate values calculated for 90 days cured M30 OPC, PPC, and PSC concrete types were found to be 0.0110, 0.0060, and 0.0035 mmpy, respectively. These results showed that blended cements, namely, PPC and PSC, considerably decreased the corrosion rate of embedded steel by 2 and 3 times, respectively. A similar trend was also observed in M40 grade concrete. PPC and PSC concrete types showed 2.2 and 3.3 times reduction in corrosion rate when compared to OPC concrete.For reinforcement corrosion to occur, a critical quantity of chloride is required at the steel/concrete interface. In OPC, the critical chloride is reached in a very short time, whereas it took more time for PPC and PSC concrete types as evidenced by the time taken for initial crack. The considerable reduction in corrosion rate of the blended cements was attributed to the secondary pozzolanic reaction in blended cements which favoured more C-S-H gel formation and interconnected the micropores present in the blended cements. Moreover, the PSC showed the least corrosion rate values because, in addition to the secondary pozzolanic reaction, the higher Al2O3 content adsorbed more free chloride and formed chloroaluminate complex [37]. Thus, the free chlorides mainly responsible for inducing the reinforcement corrosion were considerably reduced and hence a marked reduction in corrosion rate values was observed.Better corrosion resistant properties were observed for PSC concrete that exhibited the minimum current flow, lowest free chloride contents, and lower corrosion rate.


### 3.4. Rapid Chloride Permeability Test

The amount of charge that passed (coulombs) through OPC, PPC, and PSC concrete types cured after 28 and 90 days was reported in Table5. In M30 grade 28-day cured concrete showed 669, 281, and 226 coulombs for OPC, PPC, and PSC concrete types, respectively. The results obtained for M40 grade concrete showed 626, 261, and 204 coulombs for OPC, PPC, and PSC concrete types, respectively. This showed that, in M40 grade concrete, due to the higher cement content, the higher reactivity of Ca(OH)2 with SiO2 leads to the formation of C-S-H gel which reduced the micro- and macropores present in the concrete. Besides, PSC and PPC cement consists of higher amount of Al2O3 (10.0 to 10.5%) when compared to OPC (5.5%), which interacted with Ca(OH)2 and favoured formation of calcium chloroaluminate complexes (chloride binding effect) which made the concrete more impermeable [38]. For this reason, the amount of charge that passed reduced considerably in M40 grade concrete when compared to M30 grade concrete. The results indicated that the amount of charge that passed considerably reduced in the case of both M30 and M40 grade PPC (2.38 and 2.39 times) and PSC (2.96 and 3.06 times) concrete types when compared to OPC concrete. The refinement of the pore structure occurring in blended cements considerably reduced the permeation of aggressive chloride ions. The same trend was observed by Saraswathy and Song, by replacing 15 with 30% RHA [30].Table 5
Rapid chloride permeability test (RCPT) parameters for OPC, PPC, and PSC M30 and M40 grade concrete types.
Grade
28 days
90 days
Charge passed (coulomb)
Free chloride contents(ppm)
Chloride diffusion coefficient (cm2s−1) × 10−10
Charge passed (coulombs)
Free chloride contents(ppm)
Chloride diffusion coefficient (cm2s−1) × 10−10
OPC M30
669
749
2.4
630
579
1.9
PPC M30
281
681
1.8
220
528
1.5
PSC M30
226
481
1.0
200
380
1.4
OPC M40
626
540
1.8
600
520
1.4
PPC M40
261
532
1.5
180
483
0.8
PSC M40
204
596
0.5
200
393
0.6


#### 3.4.1. Chloride Diffusion Coefficient

The chloride diffusion coefficient (CDC) calculated for 28- and 90-day cured OPC, PPC, and PSC concrete types was reported in Table5. The results indicated that both 28- and 90-day cured M30 and M40 grade concrete types showed the decreasing trend as follows: (8)OPC>PPC>PSC.In PSC M30 and M40 grade 28- as well as 90-day cured concrete showed the least chloride diffusion coefficient (CDC) values. For example, in M30 grade 28-day cured concrete the CDC values are found to be1.8×10-10 cm2s−1 and 1.0×10-10 cm2s−1 for PPC and PSC concrete types, respectively. In M40 grade, 90-day cured concrete CDC values are 0.8×10-10 cm2s−1 and 0.6×10-10 cm2s−1 for PPC and PSC concrete types, respectively. For high performance concrete, the CDC values were found to be of the order of 10–12 cm2 s−1. The considerable lower CDC values for blended cements were attributed to their impermeability nature that is due to the refinement of their pore structure [39].


### 3.5. Potentiodynamic Polarization Technique

Potentiodynamic polarization curves obtained for the corrosion of rebar in various types of cement concrete were shown in Figure8. The corrosion kinetic parameters for rebar embedded in OPC, PPC, and PSC for M30 and M40 grade and 90-day cured concrete specimens were given in Table 6.Table 6
Potentiodynamic polarization parameters for the corrosion of rebar embedded in OPC, PPC, and PSC M40 grade concrete (90-day cured specimens).
System
Various grades of concrete
M30
M40
E
c
o
r
r (mV versus SCE)
I
c
o
r
r (mA⋅cm−2) × 10−4
Corrosion rate (mmpy) × 10−3
E
c
o
r
r (mV versus SCE)
I
c
o
r
r (mA⋅cm−2) × 10−5
Corrosion rate (mmpy) × 10−4
OPC
−397
6.9922
8.0082
−301
2.1496
2.491
PPC
−303
1.6902
1.9589
−263
1.6902
1.9589
PSC
−299
1.4448
1.674
−258
1.4448
1.674Figure 8
Potentiodynamic polarization curves for TMT rebar embedded in OPC, PPC, and PSC M30 (a) and M40 (b) grade concrete types (90-day cured specimens).
(a)
(b)The corrosion potential of rebar in M30 concrete types from OPC, PPC, and PSC are −397, −303, and −299 mV, respectively. PSC concrete improves the corrosion resistance of rebar when compared to OPC concrete. There is a difference of −97 mV which moves in the positive direction for PSC cement concrete. The corrosion rates of rebar types in OPC, PPC, and PSC are6.9922×10-3, 1.6902×10-3, and 1.4448×10-3 mmpy, respectively. The corrosion rate of PPC and PSC was reduced 4.088 and 4.78 times when compared to OPC. The corrosion current density for rebar in three types of cement concrete at the end of exposure is as follows: (9)1.4449×10-4mA·cm-2PSC<1.6902×10-4mA·cm-2PPC<6.9922×10-4mA·cm-2OPC.In M40 grade concrete, the measured corrosion potential was −301, −263, and −258 mV versus SCE for OPC, PPC, and PSC, respectively. The variation in potential for M40 PPC and PSC concrete types when compared to OPC was found to be less than M30 grade concrete. The corrosion current density for M40 concrete follows the same order as M30 concrete:(10)2.491×10-4mA·cm-2PSC<1.9589×10-4mA·cm-2PPC<1.674×10-4mA·cm-2OPC.The PSC and PPC concrete types exhibit lower corrosion current density and lowest corrosion rate when compared to their OPC concrete counterpart.


### 3.6. AC-Impedance Measurements

Impedance diagrams obtained for the frequency range 0.01 Hz to 30 kHz at the OCP for the corrosion of rebar in different concrete types were shown in Figure9. The corrosion parameters for rebar types in OPC, PPC, and PSC of M30 and M40 grade 90-day cured concrete types are given in Table 7. It is seen from the figure that the impedance diagram is not a perfect semicircle. This difference has been attributed to frequency dispersion.Table 7
AC-impedance parameters for the corrosion of rebar embedded in OPC, PPC, and PSC M40 grade concrete (90-day cured specimens).
System
Various grades of concrete
M30
M40
R
c
t (ohms⋅cm2) × 104
I
c
o
r
r (mA/cm2) × 10−4
Corrosion rate (mmpy) × 10−3
R
c
t (ohms⋅cm2) × 106
I
c
o
r
r (mA/cm2) × 10−5
Corrosion rate (mmpy) × 10−4
OPC
3.464
7.531
8.728
1.399
1.865
2.161
PPC
3.885
6.715
7.782
1.594
1.637
1.897
PSC
4.399
5.930
6.873
1.714
1.522
1.764Figure 9
Nyquist plots for TMT rebar embedded in OPC, PPC, and PSC M30 (a) and M40 (b) grade concrete types (90-day cured specimens).
(a)
(b)From the table, it is found thatRct (charge transfer resistance) values were found to be higher for both PPC and PSC when compared to OPC in both M30 and M40 grade concrete types, which indicates that PPC and PSC have better corrosion resistance than OPC. The corrosion rate values in M30 grade PPC and PSC concrete types were observed to be 1.12 and 1.27 times less when compared with OPC. In M40 grade concrete Rct values observed for OPC, PPC, and PSC were 1.399 × 106, 1.594 × 106, and 1.714 × 106 ohm·cm2, respectively. This indicated that M40 grade concrete has two orders of magnitude higher corrosion resistance than M30 grade concrete.Nyquist plots clearly indicated that rebar types embedded in PSC and PPC concrete performed better than OPC. The corrosion rates of rebar in various concrete types at the end of 24 months’ exposure in M30 and M40 grade concrete types are as follows:(11)8.728×10-3mmpyM30PSC<7.782×10-3mmpyPPC<6.873×10-3mmpyOPC2.161×10-4mmpyM40PSC<1.897×10-4mmpyPPC<1.764×10-4mmpyOPC.From the results it is observed that PSC concrete showed the higher charge transfer resistance and lowest corrosion rate when compared to PPC and OPC concrete types.


### 3.7. Macrocell Corrosion Studies

The half-cell potential of steel measured periodically against SCE with time for OPC, PPC, and PSC for M30 and M40 grade 90-day cured concrete types was shown in Figures10 and 11. It was observed from Figure 10 that steel embedded in M30 grade OPC, PPC, and PSC concrete types is showing active condition within 3, 4, and 5 cycles of exposure, respectively. After 5 cycles, all the three types of concrete types were showing the potential more negative than −275 mV versus SCE indicating the active condition of the rebar due to the ingress of chloride ions, whereas in M40 grade concrete the OPC, PPC, and PSC reached the active condition at 7, 9, and 11 cycles of exposure, respectively. In M30 grade concrete, the potential gets stabilized after 12 cycles of exposure for all the types of concrete types and it reached a maximum active potential of −610 mV, −530 mV, and −501 mV for OPC, PPC, and PSC, respectively, at the end of 24 cycles. In M40 grade concrete, after 11 cycles of exposure, both PPC and PSC have shown gradual increase in potential to the active state, reaching a potential of −420 mV and −400 mV at the end of 24th cycle. But OPC has shown a more negative potential of −520 mV at the end of 24th cycle. These results indicated that the PSC concrete performed better than PPC and OPC concrete types.Figure 10
Potential versus number of cycles of exposure for rebar in OPC, PPC, and PSC M30 grade concrete types (90-day cured specimens) under macrocell condition.Figure 11
Potential versus number of cycles of exposure for rebar in OPC, PPC, and PSC M40 grade concrete types (90-day cured specimens) under macrocell condition.The macrocell current measured periodically with time for M30 and M40 grade OPC, PPC, and PSC concrete types is shown in Figures12 and 13. From Figure 12, it is observed that M30 OPC concrete that crossed the critical current of 10 μA showed the higher magnitude of macrocell current flow at the end of 24 cycles of exposure indicating the severe corrosion of the embedded steel. The macrocell current measured at the end of the 24th cycle was 72 μA, 60 μA, and 54 μA for OPC, PPC, and PSC concrete types, respectively.Figure 12
Macrocell current versus number of cycles of exposure for rebar in OPC, PPC, and PSC M30 grade concrete types (90-day cured specimens) under macrocell condition.Figure 13
Macrocell current versus number of cycles of exposure for rebar in OPC, PPC and PSC M40 grade concrete types (90 days cured specimens) under macrocell condition.From Figure13 it is observed that in M40 grade concrete OPC reached the threshold macrocell current of 10 μA within 2 cycles of exposure and PPC and PSC reached the microcell current at 4th and 6th cycles of exposure. The macrocell current measured at the end of 24th cycle was 60 μA, 45 μA, and 34 μA for OPC, PPC, and PSC, respectively.The total integrated current calculated (ASTM G109) with time for M30 grade OPC, PPC, and PSC concrete types is illustrated in Figure14. From the figure, it was observed that at the end of the exposure (24th cycle) OPC concrete showed the higher value of 1200 coulombs, whereas PPC and PSC exhibited 800 and 500 coulombs, respectively. Figure 15 shows the total integrated current versus number of cycles for M40 grade OPC, PPC, and PSC concrete types. From the figure, it is observed that the coulomb values observed for OPC, PPC, and PSC were 900, 700, and 600, respectively. In both M30 and M40 grades of concrete PPC and PSC showed a coulomb value of less than 1000 indicating the blended cements have very low chloride penetration. But OPC showed 1200 coulombs in M30 grade and 900 coulombs in M40 grade concrete types. In M30 grade concrete OPC is graded as a low permeable concrete. But in both the grades of concrete PPC and PSC were graded as a very low permeable concrete as per ASTM C1202-12 [32].Figure 14
Total integrated current versus number of cycles of exposure for rebar in OPC, PPC, and PSC M30 grade concrete types (90-day cured specimens) under macrocell condition.Figure 15
Total integrated current versus number of cycles of exposure for rebar in OPC, PPC, and PSC M40 grade concrete types (90-day cured specimens) under macrocell condition.In the case of OPC system, the availability of chloride ions that occupied the defect position and reacted with ferrous ions initiated the corrosion process. But in the case of PPC and PSC concrete types, the availability of free chloride is significantly reduced due to the formation of chloroaluminate complexes [37]. As a result, there is a considerable reduction in the magnitude of current flow which was observed in PPC and PSC concrete types.


## 3.1. Compressive Strength

The compressive strength of OPC, PPC, and PSC concrete types after 28 and 90 days of curing for M30 and M40 grades of concrete are given in Figures4 and 5, respectively.Figure 4
Comparison of compressive strength of M30 grade OPC, PPC, and PSC concrete types.Figure 5
Comparison of compressive strength of M40 grade OPC, PPC, and PSC concrete types.It was found from Figure4 that, in M30 grade concrete, the 28-day strength obtained was 37 MPa, 35.5 MPa, and 32.9 MPa for OPC, PPC, and PSC concrete types, respectively. There was a slight increase in the 90-day compressive strength values such as 40 MPa for OPC, 39 MPa for PPC, and 36.9 MPa for PSC, respectively.On the other hand, in M40 grade concrete (Figure5) the 28-day strength obtained was 43.7 MPa, 41.2 MPa, and 43.2 MPa for OPC, PPC, and PSC concrete types, respectively. There was a slight increase in the 90-day compressive strength values such as 47.7 MPa for OPC, 44.3 MPa for PPC, and 46.8 MPa for PSC, respectively.The magnitude of increase in compressive strength from 28 days to 90 days was found to be similar in M30 grade and M40 grade concrete types. Comparable compressive strength values were obtained for PPC and PSC concrete types when compared with OPC concrete.


## 3.2. Effective Porosity and Coefficient of Water Absorption

Effective porosity and coefficient of water absorption values calculated for OPC, PPC, and PSC concrete types at 28- and 90-day cured specimens were reported in Table3. It was observed that both 28- and 90-day cured M30 and M40 grade concrete types showed the effective porosity and coefficient of water absorption in the decreasing order as follows: OPC > PPC > PSC.Table 3
Permeability parameters for OPC, PPC, and PSC M30 and M40 grade concrete types.
Grade
Type of cement
Effective porosity/(%)
Coefficient of water absorption/(m2s−1) × 10−7
28 days
90 days
28 days
90 days
M30
OPC
15.15
10.72
3.20
2.30
PPC
14.28
9.62
2.50
2.00
PSC
12.61
9.57
0.71
0.40
M40
OPC
13.28
9.43
3.00
1.90
PPC
12.42
6.79
2.90
1.10
PSC
10.61
6.32
0.62
0.15Among the three types of concrete used, PSC concrete showed least pores and lower coefficient of water absorption. The same trend is observed in both 28- and 90-day cured M30 and M40 grade concrete types. For example, in the case of PSC, 0.71 × 10−7 m2s−1 and 0.62 × 10−7 m2s−1 are the coefficient of water absorption values obtained for 28-day cured M30 and M40 grade concrete, respectively. Similarly, for M30 and M40 grade concrete types the coefficient of water absorption values obtained were 0.40 × 10−7 m2s−1 and 0.15 × 10−7 m2s−1 for 90-day cured concrete, respectively. The observed values of coefficient of water absorption was attributed to the impermeability nature of the pore structure refinement in PPC and PSC concrete types. The improvement in the permeability characteristics of PPC and PSC is due to the secondary hydration reaction.In general, the primary hydration reaction in concrete is as follows:(5)23CaO·SiO2+6H2O⟶3CaO·2SiO2·3H2O+3CaOH2But, in PPC and PSC concrete types, the additional secondary hydration reaction is (6)3CaOH2+2SiO2+H2O⟶3CaO·2SiO2·3H2OIn PPC and PSC concrete types, the Ca(OH)2 content reduction is due to the secondary hydration reaction. During the hydration in PPC, lime is consumed but in OPC lime is produced. This is the main advantage of using blended cements to decrease the permeability of the concrete thereby increasing the corrosion resistance properties [35].


## 3.3. Impressed Voltage Test

The impressed voltage parameters of M30 and M40 grades of OPC, PPC, and PSC concrete types under 28 and 90 days of curing time were given in Table4. In M30 grade concrete, the maximum anodic current flow measured was found to be 77, 65, and 43 mA for OPC, PPC, and PSC concrete types, respectively, at 28-day cured specimens. The corresponding reduction in current flow was observed as 15.6% for PPC and 44.2% for PSC when compared to OPC. These results clearly indicated that blended cements, namely, PPC and PSC, considerably decreased the anodic current flow. Similar trend was observed in M40 grade concrete. Among the three concrete types, the maximum reduction in current flow was observed for PSC concrete. The reason is that PSC cement consists of higher amount of Al2O3 (10.5%) when compared to OPC (5.5%) and PPC (10%), which interacted with Ca(OH)2 and favoured more C3A and C-S-H gel. The formation of such compounds reduced the micro- and macropores present in the concrete and this is due to the refinement of the microstructure, considerably reducing the current flow [36]. After 90 days of curing, OPC, PPC, and PSC concrete types showed only a slight decrease in the magnitude of current flow in both M30 and M40 grade concrete types. The percentage reduction in the current flow was 41.89% and 56.66% for PSC system at 28 and 90 days of curing period. These data confirmed the impermeability nature of blended cement concrete types.Table 4
Impressed voltage parameters for rebar in OPC, PPC, and PSC M30 and M40 grade concrete types.
Grade and type of cement
Maximum anodic current(mA)
(%)reduction
Time to cracking(days)
Free chloride contents(ppm)
Weight loss(mg)
Reduction in corrosion rate (%)
28-day cured concrete specimens
OPC M30
77
—
07
4680
44.3210
—
PPC M30
65
15.6
08
3560
25.3120
42.9
PSC M30
43
44.2
10
3253
7.9140
82.1
OPC M40
72
—
10
3789
35.3020
—
PPC M40
56
22.2
12
3420
14.1410
59.7
PSC M40
39
45.8
14
3200
2.4650
93.0
90-day cured concrete specimens
OPC M30
74
—
08
4200
33.5780
—
PPC M30
58
21.62
09
3165
12.2290
63.6
PSC M30
43
41.89
11
2880
1.7030
94.9
OPC M40
60
—
14
3040
23.4530
—
PPC M40
43
28.30
18
2840
11.9420
49.0
PSC M40
26
56.66
20
2640
1.1470
95.1


### 3.3.1. Time Taken for Initial Crack

The time taken for initial crack measured for 28- and 90-day cured OPC, PPC, and PSC concrete types was given in Table4. The results indicated that both 28- and 90-day cured M30 and M40 grade concrete types showed the following order with respect to time taken for initial crack. (7)OPC<PPC<PSC.Among the three concrete types, PSC concrete in M30 and M40 grades, 28- as well as 90-day cured specimens showed the longest time taken for initial crack. For example, for 28-day cured M30 and M40 concrete, time taken for initial crack observed was at 10 and 14 days, respectively. Similar trend was observed for 90-day cured concrete.The better performance of PSC is due to the following reason. Aluminate phase is the most responsible one for binding the chlorides into complex forms. Fixing of chloride in concrete by the formation of complex aluminate phases has been reported by Karthick et al. [37]. About 50% to 80% of chloride ions are bound by aluminate phases by the action of calcium oxide and aluminate with chloride, forming calcium chloroaluminate complexes (CaO·Al2O3·NaCl2·10H2O). With the result, the time taken for initial crack was increased.The free chloride contents showed the lower values for PSC concrete. This can be attributed to the formation of free chlorides into complex form. The mechanism of the formation of complex, namely, Friedel salt, is by the precipitation method.


### 3.3.2. Corrosion Rate of Embedded Steel

The corrosion rates of embedded steel in OPC, PPC, and PSC were given in Figures6 and 7, respectively.Figure 6
Comparison of corrosion rate of rebar in OPC, PPC, and PSC concrete types obtained by impressed voltage test (28-day cured specimens).Figure 7
Comparison of corrosion rate of rebar in OPC, PPC, and PSC concrete types obtained by impressed voltage test (90-day cured specimens).The corrosion rates of steel calculated for 28 days cured M30 OPC, PPC, and PSC concrete types were found to be 0.0150, 0.0075, and 0.0060 mmpy, respectively. These results showed that blended cements, namely, PPC and PSC, considerably decreased the corrosion rate of embedded steel by 2 times and 2.5 times. Similar trend was also observed in M40 grade concrete. PPC and PSC concrete types showed 1.7 times and 3 times reduction in corrosion rate when compared to OPC concrete.The corrosion rate values calculated for 90 days cured M30 OPC, PPC, and PSC concrete types were found to be 0.0110, 0.0060, and 0.0035 mmpy, respectively. These results showed that blended cements, namely, PPC and PSC, considerably decreased the corrosion rate of embedded steel by 2 and 3 times, respectively. A similar trend was also observed in M40 grade concrete. PPC and PSC concrete types showed 2.2 and 3.3 times reduction in corrosion rate when compared to OPC concrete.For reinforcement corrosion to occur, a critical quantity of chloride is required at the steel/concrete interface. In OPC, the critical chloride is reached in a very short time, whereas it took more time for PPC and PSC concrete types as evidenced by the time taken for initial crack. The considerable reduction in corrosion rate of the blended cements was attributed to the secondary pozzolanic reaction in blended cements which favoured more C-S-H gel formation and interconnected the micropores present in the blended cements. Moreover, the PSC showed the least corrosion rate values because, in addition to the secondary pozzolanic reaction, the higher Al2O3 content adsorbed more free chloride and formed chloroaluminate complex [37]. Thus, the free chlorides mainly responsible for inducing the reinforcement corrosion were considerably reduced and hence a marked reduction in corrosion rate values was observed.Better corrosion resistant properties were observed for PSC concrete that exhibited the minimum current flow, lowest free chloride contents, and lower corrosion rate.


## 3.3.1. Time Taken for Initial Crack

The time taken for initial crack measured for 28- and 90-day cured OPC, PPC, and PSC concrete types was given in Table4. The results indicated that both 28- and 90-day cured M30 and M40 grade concrete types showed the following order with respect to time taken for initial crack. (7)OPC<PPC<PSC.Among the three concrete types, PSC concrete in M30 and M40 grades, 28- as well as 90-day cured specimens showed the longest time taken for initial crack. For example, for 28-day cured M30 and M40 concrete, time taken for initial crack observed was at 10 and 14 days, respectively. Similar trend was observed for 90-day cured concrete.The better performance of PSC is due to the following reason. Aluminate phase is the most responsible one for binding the chlorides into complex forms. Fixing of chloride in concrete by the formation of complex aluminate phases has been reported by Karthick et al. [37]. About 50% to 80% of chloride ions are bound by aluminate phases by the action of calcium oxide and aluminate with chloride, forming calcium chloroaluminate complexes (CaO·Al2O3·NaCl2·10H2O). With the result, the time taken for initial crack was increased.The free chloride contents showed the lower values for PSC concrete. This can be attributed to the formation of free chlorides into complex form. The mechanism of the formation of complex, namely, Friedel salt, is by the precipitation method.


## 3.3.2. Corrosion Rate of Embedded Steel

The corrosion rates of embedded steel in OPC, PPC, and PSC were given in Figures6 and 7, respectively.Figure 6
Comparison of corrosion rate of rebar in OPC, PPC, and PSC concrete types obtained by impressed voltage test (28-day cured specimens).Figure 7
Comparison of corrosion rate of rebar in OPC, PPC, and PSC concrete types obtained by impressed voltage test (90-day cured specimens).The corrosion rates of steel calculated for 28 days cured M30 OPC, PPC, and PSC concrete types were found to be 0.0150, 0.0075, and 0.0060 mmpy, respectively. These results showed that blended cements, namely, PPC and PSC, considerably decreased the corrosion rate of embedded steel by 2 times and 2.5 times. Similar trend was also observed in M40 grade concrete. PPC and PSC concrete types showed 1.7 times and 3 times reduction in corrosion rate when compared to OPC concrete.The corrosion rate values calculated for 90 days cured M30 OPC, PPC, and PSC concrete types were found to be 0.0110, 0.0060, and 0.0035 mmpy, respectively. These results showed that blended cements, namely, PPC and PSC, considerably decreased the corrosion rate of embedded steel by 2 and 3 times, respectively. A similar trend was also observed in M40 grade concrete. PPC and PSC concrete types showed 2.2 and 3.3 times reduction in corrosion rate when compared to OPC concrete.For reinforcement corrosion to occur, a critical quantity of chloride is required at the steel/concrete interface. In OPC, the critical chloride is reached in a very short time, whereas it took more time for PPC and PSC concrete types as evidenced by the time taken for initial crack. The considerable reduction in corrosion rate of the blended cements was attributed to the secondary pozzolanic reaction in blended cements which favoured more C-S-H gel formation and interconnected the micropores present in the blended cements. Moreover, the PSC showed the least corrosion rate values because, in addition to the secondary pozzolanic reaction, the higher Al2O3 content adsorbed more free chloride and formed chloroaluminate complex [37]. Thus, the free chlorides mainly responsible for inducing the reinforcement corrosion were considerably reduced and hence a marked reduction in corrosion rate values was observed.Better corrosion resistant properties were observed for PSC concrete that exhibited the minimum current flow, lowest free chloride contents, and lower corrosion rate.


## 3.4. Rapid Chloride Permeability Test

The amount of charge that passed (coulombs) through OPC, PPC, and PSC concrete types cured after 28 and 90 days was reported in Table5. In M30 grade 28-day cured concrete showed 669, 281, and 226 coulombs for OPC, PPC, and PSC concrete types, respectively. The results obtained for M40 grade concrete showed 626, 261, and 204 coulombs for OPC, PPC, and PSC concrete types, respectively. This showed that, in M40 grade concrete, due to the higher cement content, the higher reactivity of Ca(OH)2 with SiO2 leads to the formation of C-S-H gel which reduced the micro- and macropores present in the concrete. Besides, PSC and PPC cement consists of higher amount of Al2O3 (10.0 to 10.5%) when compared to OPC (5.5%), which interacted with Ca(OH)2 and favoured formation of calcium chloroaluminate complexes (chloride binding effect) which made the concrete more impermeable [38]. For this reason, the amount of charge that passed reduced considerably in M40 grade concrete when compared to M30 grade concrete. The results indicated that the amount of charge that passed considerably reduced in the case of both M30 and M40 grade PPC (2.38 and 2.39 times) and PSC (2.96 and 3.06 times) concrete types when compared to OPC concrete. The refinement of the pore structure occurring in blended cements considerably reduced the permeation of aggressive chloride ions. The same trend was observed by Saraswathy and Song, by replacing 15 with 30% RHA [30].Table 5
Rapid chloride permeability test (RCPT) parameters for OPC, PPC, and PSC M30 and M40 grade concrete types.
Grade
28 days
90 days
Charge passed (coulomb)
Free chloride contents(ppm)
Chloride diffusion coefficient (cm2s−1) × 10−10
Charge passed (coulombs)
Free chloride contents(ppm)
Chloride diffusion coefficient (cm2s−1) × 10−10
OPC M30
669
749
2.4
630
579
1.9
PPC M30
281
681
1.8
220
528
1.5
PSC M30
226
481
1.0
200
380
1.4
OPC M40
626
540
1.8
600
520
1.4
PPC M40
261
532
1.5
180
483
0.8
PSC M40
204
596
0.5
200
393
0.6


### 3.4.1. Chloride Diffusion Coefficient

The chloride diffusion coefficient (CDC) calculated for 28- and 90-day cured OPC, PPC, and PSC concrete types was reported in Table5. The results indicated that both 28- and 90-day cured M30 and M40 grade concrete types showed the decreasing trend as follows: (8)OPC>PPC>PSC.In PSC M30 and M40 grade 28- as well as 90-day cured concrete showed the least chloride diffusion coefficient (CDC) values. For example, in M30 grade 28-day cured concrete the CDC values are found to be1.8×10-10 cm2s−1 and 1.0×10-10 cm2s−1 for PPC and PSC concrete types, respectively. In M40 grade, 90-day cured concrete CDC values are 0.8×10-10 cm2s−1 and 0.6×10-10 cm2s−1 for PPC and PSC concrete types, respectively. For high performance concrete, the CDC values were found to be of the order of 10–12 cm2 s−1. The considerable lower CDC values for blended cements were attributed to their impermeability nature that is due to the refinement of their pore structure [39].


## 3.4.1. Chloride Diffusion Coefficient

The chloride diffusion coefficient (CDC) calculated for 28- and 90-day cured OPC, PPC, and PSC concrete types was reported in Table5. The results indicated that both 28- and 90-day cured M30 and M40 grade concrete types showed the decreasing trend as follows: (8)OPC>PPC>PSC.In PSC M30 and M40 grade 28- as well as 90-day cured concrete showed the least chloride diffusion coefficient (CDC) values. For example, in M30 grade 28-day cured concrete the CDC values are found to be1.8×10-10 cm2s−1 and 1.0×10-10 cm2s−1 for PPC and PSC concrete types, respectively. In M40 grade, 90-day cured concrete CDC values are 0.8×10-10 cm2s−1 and 0.6×10-10 cm2s−1 for PPC and PSC concrete types, respectively. For high performance concrete, the CDC values were found to be of the order of 10–12 cm2 s−1. The considerable lower CDC values for blended cements were attributed to their impermeability nature that is due to the refinement of their pore structure [39].


## 3.5. Potentiodynamic Polarization Technique

Potentiodynamic polarization curves obtained for the corrosion of rebar in various types of cement concrete were shown in Figure8. The corrosion kinetic parameters for rebar embedded in OPC, PPC, and PSC for M30 and M40 grade and 90-day cured concrete specimens were given in Table 6.Table 6
Potentiodynamic polarization parameters for the corrosion of rebar embedded in OPC, PPC, and PSC M40 grade concrete (90-day cured specimens).
System
Various grades of concrete
M30
M40
E
c
o
r
r (mV versus SCE)
I
c
o
r
r (mA⋅cm−2) × 10−4
Corrosion rate (mmpy) × 10−3
E
c
o
r
r (mV versus SCE)
I
c
o
r
r (mA⋅cm−2) × 10−5
Corrosion rate (mmpy) × 10−4
OPC
−397
6.9922
8.0082
−301
2.1496
2.491
PPC
−303
1.6902
1.9589
−263
1.6902
1.9589
PSC
−299
1.4448
1.674
−258
1.4448
1.674Figure 8
Potentiodynamic polarization curves for TMT rebar embedded in OPC, PPC, and PSC M30 (a) and M40 (b) grade concrete types (90-day cured specimens).
(a)
(b)The corrosion potential of rebar in M30 concrete types from OPC, PPC, and PSC are −397, −303, and −299 mV, respectively. PSC concrete improves the corrosion resistance of rebar when compared to OPC concrete. There is a difference of −97 mV which moves in the positive direction for PSC cement concrete. The corrosion rates of rebar types in OPC, PPC, and PSC are6.9922×10-3, 1.6902×10-3, and 1.4448×10-3 mmpy, respectively. The corrosion rate of PPC and PSC was reduced 4.088 and 4.78 times when compared to OPC. The corrosion current density for rebar in three types of cement concrete at the end of exposure is as follows: (9)1.4449×10-4mA·cm-2PSC<1.6902×10-4mA·cm-2PPC<6.9922×10-4mA·cm-2OPC.In M40 grade concrete, the measured corrosion potential was −301, −263, and −258 mV versus SCE for OPC, PPC, and PSC, respectively. The variation in potential for M40 PPC and PSC concrete types when compared to OPC was found to be less than M30 grade concrete. The corrosion current density for M40 concrete follows the same order as M30 concrete:(10)2.491×10-4mA·cm-2PSC<1.9589×10-4mA·cm-2PPC<1.674×10-4mA·cm-2OPC.The PSC and PPC concrete types exhibit lower corrosion current density and lowest corrosion rate when compared to their OPC concrete counterpart.


## 3.6. AC-Impedance Measurements

Impedance diagrams obtained for the frequency range 0.01 Hz to 30 kHz at the OCP for the corrosion of rebar in different concrete types were shown in Figure9. The corrosion parameters for rebar types in OPC, PPC, and PSC of M30 and M40 grade 90-day cured concrete types are given in Table 7. It is seen from the figure that the impedance diagram is not a perfect semicircle. This difference has been attributed to frequency dispersion.Table 7
AC-impedance parameters for the corrosion of rebar embedded in OPC, PPC, and PSC M40 grade concrete (90-day cured specimens).
System
Various grades of concrete
M30
M40
R
c
t (ohms⋅cm2) × 104
I
c
o
r
r (mA/cm2) × 10−4
Corrosion rate (mmpy) × 10−3
R
c
t (ohms⋅cm2) × 106
I
c
o
r
r (mA/cm2) × 10−5
Corrosion rate (mmpy) × 10−4
OPC
3.464
7.531
8.728
1.399
1.865
2.161
PPC
3.885
6.715
7.782
1.594
1.637
1.897
PSC
4.399
5.930
6.873
1.714
1.522
1.764Figure 9
Nyquist plots for TMT rebar embedded in OPC, PPC, and PSC M30 (a) and M40 (b) grade concrete types (90-day cured specimens).
(a)
(b)From the table, it is found thatRct (charge transfer resistance) values were found to be higher for both PPC and PSC when compared to OPC in both M30 and M40 grade concrete types, which indicates that PPC and PSC have better corrosion resistance than OPC. The corrosion rate values in M30 grade PPC and PSC concrete types were observed to be 1.12 and 1.27 times less when compared with OPC. In M40 grade concrete Rct values observed for OPC, PPC, and PSC were 1.399 × 106, 1.594 × 106, and 1.714 × 106 ohm·cm2, respectively. This indicated that M40 grade concrete has two orders of magnitude higher corrosion resistance than M30 grade concrete.Nyquist plots clearly indicated that rebar types embedded in PSC and PPC concrete performed better than OPC. The corrosion rates of rebar in various concrete types at the end of 24 months’ exposure in M30 and M40 grade concrete types are as follows:(11)8.728×10-3mmpyM30PSC<7.782×10-3mmpyPPC<6.873×10-3mmpyOPC2.161×10-4mmpyM40PSC<1.897×10-4mmpyPPC<1.764×10-4mmpyOPC.From the results it is observed that PSC concrete showed the higher charge transfer resistance and lowest corrosion rate when compared to PPC and OPC concrete types.


## 3.7. Macrocell Corrosion Studies

The half-cell potential of steel measured periodically against SCE with time for OPC, PPC, and PSC for M30 and M40 grade 90-day cured concrete types was shown in Figures10 and 11. It was observed from Figure 10 that steel embedded in M30 grade OPC, PPC, and PSC concrete types is showing active condition within 3, 4, and 5 cycles of exposure, respectively. After 5 cycles, all the three types of concrete types were showing the potential more negative than −275 mV versus SCE indicating the active condition of the rebar due to the ingress of chloride ions, whereas in M40 grade concrete the OPC, PPC, and PSC reached the active condition at 7, 9, and 11 cycles of exposure, respectively. In M30 grade concrete, the potential gets stabilized after 12 cycles of exposure for all the types of concrete types and it reached a maximum active potential of −610 mV, −530 mV, and −501 mV for OPC, PPC, and PSC, respectively, at the end of 24 cycles. In M40 grade concrete, after 11 cycles of exposure, both PPC and PSC have shown gradual increase in potential to the active state, reaching a potential of −420 mV and −400 mV at the end of 24th cycle. But OPC has shown a more negative potential of −520 mV at the end of 24th cycle. These results indicated that the PSC concrete performed better than PPC and OPC concrete types.Figure 10
Potential versus number of cycles of exposure for rebar in OPC, PPC, and PSC M30 grade concrete types (90-day cured specimens) under macrocell condition.Figure 11
Potential versus number of cycles of exposure for rebar in OPC, PPC, and PSC M40 grade concrete types (90-day cured specimens) under macrocell condition.The macrocell current measured periodically with time for M30 and M40 grade OPC, PPC, and PSC concrete types is shown in Figures12 and 13. From Figure 12, it is observed that M30 OPC concrete that crossed the critical current of 10 μA showed the higher magnitude of macrocell current flow at the end of 24 cycles of exposure indicating the severe corrosion of the embedded steel. The macrocell current measured at the end of the 24th cycle was 72 μA, 60 μA, and 54 μA for OPC, PPC, and PSC concrete types, respectively.Figure 12
Macrocell current versus number of cycles of exposure for rebar in OPC, PPC, and PSC M30 grade concrete types (90-day cured specimens) under macrocell condition.Figure 13
Macrocell current versus number of cycles of exposure for rebar in OPC, PPC and PSC M40 grade concrete types (90 days cured specimens) under macrocell condition.From Figure13 it is observed that in M40 grade concrete OPC reached the threshold macrocell current of 10 μA within 2 cycles of exposure and PPC and PSC reached the microcell current at 4th and 6th cycles of exposure. The macrocell current measured at the end of 24th cycle was 60 μA, 45 μA, and 34 μA for OPC, PPC, and PSC, respectively.The total integrated current calculated (ASTM G109) with time for M30 grade OPC, PPC, and PSC concrete types is illustrated in Figure14. From the figure, it was observed that at the end of the exposure (24th cycle) OPC concrete showed the higher value of 1200 coulombs, whereas PPC and PSC exhibited 800 and 500 coulombs, respectively. Figure 15 shows the total integrated current versus number of cycles for M40 grade OPC, PPC, and PSC concrete types. From the figure, it is observed that the coulomb values observed for OPC, PPC, and PSC were 900, 700, and 600, respectively. In both M30 and M40 grades of concrete PPC and PSC showed a coulomb value of less than 1000 indicating the blended cements have very low chloride penetration. But OPC showed 1200 coulombs in M30 grade and 900 coulombs in M40 grade concrete types. In M30 grade concrete OPC is graded as a low permeable concrete. But in both the grades of concrete PPC and PSC were graded as a very low permeable concrete as per ASTM C1202-12 [32].Figure 14
Total integrated current versus number of cycles of exposure for rebar in OPC, PPC, and PSC M30 grade concrete types (90-day cured specimens) under macrocell condition.Figure 15
Total integrated current versus number of cycles of exposure for rebar in OPC, PPC, and PSC M40 grade concrete types (90-day cured specimens) under macrocell condition.In the case of OPC system, the availability of chloride ions that occupied the defect position and reacted with ferrous ions initiated the corrosion process. But in the case of PPC and PSC concrete types, the availability of free chloride is significantly reduced due to the formation of chloroaluminate complexes [37]. As a result, there is a considerable reduction in the magnitude of current flow which was observed in PPC and PSC concrete types.


## 4. Conclusions

The following conclusions were drawn from the above investigation:(i)
Mechanical properties are not altered by using blended cements, but corrosion resistant properties are greatly improved.(ii)
The effective porosity and coefficient of water absorption values showed the decreasing order as follows: OPC > PPC > PSC. Among the three types of concrete used, PSC concrete showed the least pores and lower coefficient of water absorption.(iii)
Better corrosion resistant properties were observed for PSC concrete types by showing a minimum current flow, lowest free chloride contents, and lesser corrosion rate, and thereby the time taken for initiation of crack period was extended in accelerated impressed voltage technique.(iv)
In the case of M30 grade concrete cured for 28 days, the corrosion rate was considerably decreased by 2 and 2.5 times for PPC and PSC, respectively.(v)
In the case of M40 grade concrete cured for 28 days, PPC and PSC concrete types showed 1.7 and 3 times reduction in corrosion rate when compared to the OPC concrete.(vi)
RCPT indicated that both 28- and 90-day cured M30 and M40 grade concrete types showed the decrease in CDC values as follows: OPC > PPC > PSC.(vii)
Macrocell corrosion studies revealed that PPC and PSC concrete types are graded as very low chloride permeability concrete in both M30 and M40 grade concrete types.(viii)
Electrochemical studies also proved beyond doubt that PSC concrete performed better than PPC and OPC concrete types.



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*Source: 9454982-2017-10-04.xml*