# Influence of Simulated Acid Rain Corrosion on the Uniaxial Tensile Mechanical Properties of Concrete

Authors: Ying-zi Zhang; Ying-fang Fan; Hong-nan Li
Journal: International Journal of Corrosion
 (2012)

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## Abstract

An experimental study on the uniaxial tensile property of concrete exposed to the acid rain environment was carried out. Acid rain with pH level of 1.0 was deposed by the mixture of sulfate and nitric acid solution in the laboratory. Dumbbell-shaped concrete specimens were immersed in the simulated acid rain completely. After being exposed to the deposed mixture for a certain period, uniaxial tensile test was performed on the concrete specimens. The results indicate that elastic modulus, tensile strength, and peak strain have a slight increase at the initial corrosion stage, and with the extension of corrosion process, elastic modulus and tensile strength decrease gradually, while the peak strain still increases. It is found that the compressive strength is more sensitive than the tensile strength in aggressive environment. Based on the experimental results, an equation was proposed to describe the ascending branch of the stress-strain curve of the concrete corroded by acid rain.


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## Body

## 1. Introduction

Acid rain has become an issue of widespread concern in Asia,  and it was first recognized as a potential environmental pollution problem in the late 1970s and early 1980s. It was also an increasing problem in China during the last decades [1–4]; one third of China’s land mass was affected by acid rain. The acid rain is composed of acid substances, such as H2SO4, HCl, and HNO3, which readily react with Ca(OH)2 and form CaSO4·2H2O, Ca(NO3)2·4H2O, and CaCl2·6H2O. Because the solubility of these products is higher than that of CaCO3, which is formed at the surface by the reaction of Ca(OH)2 with CO2 (carbonation), they are dissolved in rainwater and penetrate into the inner pores of concrete. After the evaporation of rainwater, these salts redeposit and give rise to stress in the concrete structure, resulting in cracking, mass loss, and eventually structural failure. In the early 1950s, US Environmental Protection Agency reported that the cost of repairing or replacing the concrete structure every year due to acid rain in the United States was more than $5 billion dollars. In Britain, the economic loss due to acid rain was 0.15% of the GNP. Guo [5] in 2001 estimated that the direct material loss due to acid rain only in Guangzhou was 1.2 billion Chinese Yuan. Although some ways have been used to reduce acid rain, the acid rain region in China even continue to expand, therefore, the property of the corroded concrete have become to be a critical issue and attracted a lot of researchers worldwide [6–12]. However, due to the complicated mechanism, there remains only very limited available literature on the tensile property of concrete corroded by acid rain. In this paper, acid rain was simulated in the laboratory, a series of C30 dumbbell-shaped specimen and the accompanying specimens were exposed to different simulated aggressive environments for different periods. A series of tests, including weighing, compressive tests, and tensile tests were conducted at different conditioned stages to determine mass loss, compressive strength, and tensile properties.


## 2. Experimental Details

### 2.1. Materials and Specimen Preparation

C30 concrete was applied to cast the specimen. The dosage of the concrete is shown in Table1. The specimens for tension test were dumbbell-shaped, as shown in Figure 1 and the accompanying specimens were cubic, 100 mm in length, which were used to measure the compressive strength.Table 1
Mix proportion of the concrete.
Cement/kg
Sand/kg
Pebble/kg
Water/kg
Sand ratio/%
450
541
1200
200
31Figure 1
Dimensions of dumbbell-shaped specimen (unit: mm).


### 2.2. Accelerate Corrosion Technique

Concrete is subjected to a variety of exposure conditions, such as frequency of drying and wetting cycles, different temperatures, superficial carbonation, and drying shrinkage. All the conditions will affect the mode of attack. Therefore, it is difficult to exactly duplicate the field attack condition in the laboratory. Though the field corrosion test can better simulate the actual corrosion process, it always took much more time to fulfill the corrosion. Therefore, the accelerate corrosion test is applied in this paper. Wang et al. [13] pointed out that the acid rain is due to sulfuric-acid in most parts of China. Therefore, only sulfuric acid type acid rain is simulated in this study, which was achieved by mixing sulfate and nitric acid solutions with pH value of 1.0, and the specimens were divided into several groups in the different corrosion time, the corrosion conditions are listed in Table 2 in detail.Table 2
Experimental conditions.
Specimen C30
Designation
Exposing condition
Number of specimen
Immersion time (days)
Dumbbell-shaped specimens
H2SO4 + HNO3 (molar ratio is 9: 1)
pH 1.0
4 × 10
0, 5, 11, 15, 18, 21, 24, 27, 30, 33
Cube specimens
H2SO4 + HNO3 (molar ratio is 9: 1)
pH 1.0
3 × 10
0, 5, 11, 15, 18, 21, 24, 27, 30, 33


### 2.3. Test Device and Procedure

Liu [14] used site and accelerate tests to study the concrete corrosivity, it was found that the results showed a good coincidence in two different exposure conditions. Obviously, the submerging method is more suitable for cement concrete, therefore, it is adopted for accelerated test in this study. After being cured in a fog room for 28 days, the specimens were naturally cured in the laboratory for 120 days, and then they are placed in the anticorrosion bucket containing simulated acid salutation (Figure 2). Since pH values of the solutions were changing as the conditioning continued, the acidity of solution was recorded by PB-10 Sartorius Acidometer every day, acid was added to the solution periodically and mixed well with the solution so that a constant pH value was guaranteed. After being corroded for different exposure periods, a group of 3 specimens will be picked out to be dried for about 5 days, followed by visual inspection, weighting, compressive tests, tensile tests, to determine mass loss, compressive strength, tensile strength, and elastic modulus, respectively. The compressive test was carried out on an electrohydraulic servo-compressive testing system (YAW-YAW2000A, Figure 3) with a capacity of 2000 kN. Following present Chinese code for concrete compressive testing (GB/T50081-2002) [15], the loading rate was 0.3 MPa/s. The tensile tests were carried out on the MTS810 electro-hydraulic dynamic-static universal testing machine. The MTS810 machine is a programmable displacement controlled loading system and can produce tensile and compressive loads at a maximum nominal rate up to 150 mm/s. Its force capacity is 100 kN and stiffness is 2.6 × 108 N/s. The measurement system consists of DPM-8H strain amplifier, INV306D intelligent signal processor, and DASP software. The highest frequency of MTS810 can reach 104 Hz. The machine can offer different strain rates, strain rate of 10−5/s is applied in this test. Foil strain gauges, 50 mm in length and 5 mm in width, were used to measure strain histories during tensile process. Two-crossed strain gauges were glued onto the middle of each side of specimen to measure the longitudinal and lateral strains respectively (Figure 4). In addition, the linear variable differential transformer (LVDT) was fixed on the specimens to measure the displacement after the appearance of cracks. The load device and instrument arrangement are shown in Figure 5.Figure 2
Concrete specimens exposed to the similated acid rain.Figure 3
Electrohydraulic servo testing system.Figure 4
Arrangements of strain gages of  on the tensile specimen.Figure 5
MTS810 Electrohydraulic dynamic-static universal testing machine.


## 2.1. Materials and Specimen Preparation

C30 concrete was applied to cast the specimen. The dosage of the concrete is shown in Table1. The specimens for tension test were dumbbell-shaped, as shown in Figure 1 and the accompanying specimens were cubic, 100 mm in length, which were used to measure the compressive strength.Table 1
Mix proportion of the concrete.
Cement/kg
Sand/kg
Pebble/kg
Water/kg
Sand ratio/%
450
541
1200
200
31Figure 1
Dimensions of dumbbell-shaped specimen (unit: mm).


## 2.2. Accelerate Corrosion Technique

Concrete is subjected to a variety of exposure conditions, such as frequency of drying and wetting cycles, different temperatures, superficial carbonation, and drying shrinkage. All the conditions will affect the mode of attack. Therefore, it is difficult to exactly duplicate the field attack condition in the laboratory. Though the field corrosion test can better simulate the actual corrosion process, it always took much more time to fulfill the corrosion. Therefore, the accelerate corrosion test is applied in this paper. Wang et al. [13] pointed out that the acid rain is due to sulfuric-acid in most parts of China. Therefore, only sulfuric acid type acid rain is simulated in this study, which was achieved by mixing sulfate and nitric acid solutions with pH value of 1.0, and the specimens were divided into several groups in the different corrosion time, the corrosion conditions are listed in Table 2 in detail.Table 2
Experimental conditions.
Specimen C30
Designation
Exposing condition
Number of specimen
Immersion time (days)
Dumbbell-shaped specimens
H2SO4 + HNO3 (molar ratio is 9: 1)
pH 1.0
4 × 10
0, 5, 11, 15, 18, 21, 24, 27, 30, 33
Cube specimens
H2SO4 + HNO3 (molar ratio is 9: 1)
pH 1.0
3 × 10
0, 5, 11, 15, 18, 21, 24, 27, 30, 33


## 2.3. Test Device and Procedure

Liu [14] used site and accelerate tests to study the concrete corrosivity, it was found that the results showed a good coincidence in two different exposure conditions. Obviously, the submerging method is more suitable for cement concrete, therefore, it is adopted for accelerated test in this study. After being cured in a fog room for 28 days, the specimens were naturally cured in the laboratory for 120 days, and then they are placed in the anticorrosion bucket containing simulated acid salutation (Figure 2). Since pH values of the solutions were changing as the conditioning continued, the acidity of solution was recorded by PB-10 Sartorius Acidometer every day, acid was added to the solution periodically and mixed well with the solution so that a constant pH value was guaranteed. After being corroded for different exposure periods, a group of 3 specimens will be picked out to be dried for about 5 days, followed by visual inspection, weighting, compressive tests, tensile tests, to determine mass loss, compressive strength, tensile strength, and elastic modulus, respectively. The compressive test was carried out on an electrohydraulic servo-compressive testing system (YAW-YAW2000A, Figure 3) with a capacity of 2000 kN. Following present Chinese code for concrete compressive testing (GB/T50081-2002) [15], the loading rate was 0.3 MPa/s. The tensile tests were carried out on the MTS810 electro-hydraulic dynamic-static universal testing machine. The MTS810 machine is a programmable displacement controlled loading system and can produce tensile and compressive loads at a maximum nominal rate up to 150 mm/s. Its force capacity is 100 kN and stiffness is 2.6 × 108 N/s. The measurement system consists of DPM-8H strain amplifier, INV306D intelligent signal processor, and DASP software. The highest frequency of MTS810 can reach 104 Hz. The machine can offer different strain rates, strain rate of 10−5/s is applied in this test. Foil strain gauges, 50 mm in length and 5 mm in width, were used to measure strain histories during tensile process. Two-crossed strain gauges were glued onto the middle of each side of specimen to measure the longitudinal and lateral strains respectively (Figure 4). In addition, the linear variable differential transformer (LVDT) was fixed on the specimens to measure the displacement after the appearance of cracks. The load device and instrument arrangement are shown in Figure 5.Figure 2
Concrete specimens exposed to the similated acid rain.Figure 3
Electrohydraulic servo testing system.Figure 4
Arrangements of strain gages of  on the tensile specimen.Figure 5
MTS810 Electrohydraulic dynamic-static universal testing machine.


## 3. Results and Discussion

Uniaxial tensile tests were carried out on the dumbbell-shaped specimens. For multiple reasons, such as the randomicity, diversity, and complexity of distribution of concrete, and the limited capacity of the testing system, testing equipments, testing techniques, and so on, the center of each cross-section tensile strength of specimen is not the same location, therefore, no method could make the test specimen achieve the perfect axial tensile state, and these may be influence the accuracy of the test results. The 25 tensile specimens were achieved ideal results.


### 3.1. Visual Observations

During the test, specimen were picked out at the assignment time for visual inspection. From Figure6, it is found that the concrete surface became unsmooth with the increase of the corrosion time, up to 33 days, the surface became to be honeycomb, large amounts of coarse aggregates can be seen, and concrete at the specimens became to be powdery, and the surface colour is similiar to what  was observed by Xie [12] and Fan et al.  [16].Surface description of the concrete specimens corroded for different period.
(a)
0 d
(b)
15 d
(c)
24 d
(d)
27 d
(e)
30 d
(f)
33 d


### 3.2. Mass Change

During the test, specimens were periodically picked out from the simulated acid rain for visual inspection. It was observed that the surface of the concrete changed became very rough, honeycomb voids were formed, and coarse aggregates were exposed, this caused the specimen’s mass change. Mass change versus corrosion time for the specimens is shown in Figure7. It can be seen that mass of cube specimens and dumbbell-shaped specimens all first increase and then decrease with the increasing of corrosion duration, which is similar to the results obtained by the literature [16].Figure 7
Relation between mass loss and corrosion duration.


### 3.3. Tensile Strength and Compressive Strength

During the tensile test, it was found that a number of coarse aggregates were broken in the short corrosion time (such as day 5 and day 11), the fracture surface of the specimen mainly passes through the aggregate and the aggregate-mortar interfaces, the fracture of the specimen became flattened with the increasing corrosion duration, it can be inferred that dense degree between the aggregate and mortar had a slight increase, therefore, the tensile strength became larger than that of the no-corrosion specimen (see Table2), however, the fracture surface failure modes were mainly coarse aggregates bond failure for severe deterioration (day 33), typical modes of which are depicted in Figure 8. Strength of concrete exposed to acid solution for different periods were listed in Table 3 in detail.Table 3
Strength of concrete exposed to acid solution for different periods.
Immersion time/days
0
5
11
15
18
21
24
27
30
33
Tensile strength/MPa
2.738
2.915
2.938
2.946
2.837
2.704
2.698
2.702
2.676
1.727
Compressive strength/MPa
42.746
44.240
44.758
35.835
35.475
32.106
34.342
34.329
34.309
30.847Typical fracture area of concrete in different corrosion period.
(a)
5 d
(b)
11 d
(c)
21 d
(d)
33 dTo quantify the deterioration in tensile and compressive strength of corroded concrete, the strength degradation ratioDfc and Dft are introduced. The degradation ratio are expressed as follows:
(1)Dfc=(1-fctfc0)×100%,Dft=(1-fcttfct0)×100%,
where Dfc and Dft are the degradation ratio of corroded concrete, fc0 is the tensile strength of uncorroded specimen, fct is the tensile strength of specimen exposed to the acid solution for t days, fct0 is defined as the compressive strength of uncorroded specimen, and fctt is the compressive strength of specimen exposed to the acid solution for t days. Based on the testing results, relation between strength loss and immersion time is shown in Figure 9. From Figure 9, it can be seen that the strength Dfc and Dft decreases and then increases as conditioning continue, but their critical time is different. The critical value of the compressive strength degradation ratio is larger than that of the tensile strength degradation ratio, and Dfc showed greater decline than Dft, this indicates that the compressive strength is more sensitive to aggressive environment than the tensile strength, but this conclusion needs to  be further validated due to limited number of specimens in this paper.Figure 9
Relation between strength and corrosion time.


### 3.4. Elastic Modulus

The modulus of elasticity is calculated a secant modulus in this paper, a secant modulus is calculated from the origin to a defined point on the stress-strain curve, usually within 40% to 60% of the sample’s ultimate strength [17]. In this study, the elastic modulus was measured 50% the specimen’s ultimate strength. Form the experiment result, the elastic modulus at different corrosion period is reported in Table 4. As can be seen from Table 4, elastic modulus exist some random fluctuation during the test.Table 4
Experimental data and model calculation results.
Immersion time/days
0
5
11
15
18
21
24
27
30
33
Test results/103 MPa
34.4
41.6
35.7
28.9
22.7
20.0
26.0
39.3
22.6
40.9
Model calculation results/103 MPa
34.4
35.0
35.6
35.1
35.0
35.1
34.6
34.3
34.2
33.9
Error/%
0
18.9
0.28
17.7
35.2
43.1
24.9
14.6
33.9
20.6
Note:error=100%×|testresults-calculatedresults|.To quantify the deterioration in elastic modulus of corroded concrete, the degradation ratioDEct is introduced. The degradation ratio are expressed as follows:
(2)DEct=(1-EctEc0)×100%,
where DEct is the degradation ratio of corroded concrete; Ec0 is the elastic modulus of uncorroded specimen; Ect is the elastic modulus of specimen exposed to the acid solution for t days. Relation between elastic modulus loss and corrosion duration is shown in Figure 10. It can be seen that elastic modulus of the specimens are unstable during the tensile test, the same tendency can be observed on DEc for specimens exposed to the three solutions in literature [16]. There may be several reasons: (a) some construction variances during casting; (b) the surface of the specimen became unflattered with the increasing corrosion duration, this influenced the strain gauge paste and date acquisition; (c) There are personal errors, system error, and random error and so on; (d) the limited number of the specimens. However, the DEct has a slight decrease at initial stage (day 5) and then fluctuates increasingly when the conditioning continues, it means that the elastic modulus of the tensile specimens decreases when the increasing of corrosion duration.Figure 10
Relation between elastic modulus loss and corrosion duration.The elastic modulus of corroded specimens is calculated by (5) proposed in the literature [18], which depended mainly on the fresh elastic modulus, poisson ratio, and void volume before and after corrosion. As can be seen from Table 4, few model calculation results have good agreement with the experimental results. The following reasons exist: (1) some construction variances during casting and conditioning process; (2) the personal error during the test; (3) there is only one control specimen during the different corrosion time, however, the elastic modulus of concrete may change at different time; (4) specimen number is not enough; (5) there is a little volume expansion in this high simulated acid solutions.


### 3.5. Peak Strain

Peak strain is defined as the strain when the tensile stress reaches the maximum stress during the test in this paper. To quantify the deterioration in peak strain of corroded concrete, and the degradation ratioDεc  is introduced in the following:
(3)Dεc=(1-εctεc0)×100%,
where Dεc denotes the degradation ratio of corroded concrete, εc0 is the strain of uncorroded specimen, and εct is the strain of specimen exposed to the acid solution for t days. Relation between peak strain loss and corrosion duration is shown in Figure 11. It is shown that the peak strain of the specimens exposed to acid solutions will decrease with exposure days linearly (correlation coefficient is 0.916). It is obvious that the degree of corrosion damage increases with exposure time.Figure 11
Relation between deterioration ratio of peak stain and corrosion duration.


### 3.6. Stress-Strain Relation

During the tensile tests, we found that once the peak strain is reached, a visible crack will appear and specimens will fail subsequently in a very short time. Many reasons, such as some construction variances during casting, conditioning process, and impossibility of the perfect axial tensile state, lead to obtain the descending part of the stress-strain curve is difficult, therefore, only the ascending branch of the stress-strain curve will be discussed in this study. Typical stress-strain curves of concrete corroded by acid solutions were recorded in the experiment, which are plotted, respectively, in Figure12.Figure 12
Ascending branch of stress-strain curves of concrete specimen corroded for different periods.From Figure12, it can be seen that the changing trends in tension strain-stress relation for concrete corroded with different concentration are similar. At the initial stage (not exceeding 11 days), the 3 major mechanical property indexes, uniaxial tensile strength, peak strain, and elastic modulus increase gradually, with the increasing of corrosion duration, the uniaxial tensile strength and elastic modulus decrease, but the peak strain continues to increase, which shows that the damage increases with the corrosion duration.In order to describe the ascending branch of stress-strain curves of tensile concrete specimen in different corrosion periods, a formula is presented which is based on the current Chinese concrete structure design code (GB/T 50010—2002) [15].Firstly, the dimensionless form of the stress and the strain are obtained(4)x=εεt,y=σft,
where ft is the uniaxial tensile strength of concrete, εt is the peak strain of the concrete specimen.Therefore, the equation, which describes the ascending branch of stress-strain curves(x≤1) of tensile concrete specimen, can be written
(5)y=Ax+Bxm,
where A and B are polynomial coefficients, m is exponent of polynomial, which all can be obtained from the experiment. By fitting to the test data in this study, (6) can be obtained, where the correlation coefficient R2=0.97. From Figure 13, it is indicated that the polynomial function can better describe the ascending branch of tensile stress-strain curves of concrete corroded by the acid rain,
(6)y=1.15x-0.13x2.Figure 13
Ascending branch of stress-strain curves of corroded concrete specimen.


## 3.1. Visual Observations

During the test, specimen were picked out at the assignment time for visual inspection. From Figure6, it is found that the concrete surface became unsmooth with the increase of the corrosion time, up to 33 days, the surface became to be honeycomb, large amounts of coarse aggregates can be seen, and concrete at the specimens became to be powdery, and the surface colour is similiar to what  was observed by Xie [12] and Fan et al.  [16].Surface description of the concrete specimens corroded for different period.
(a)
0 d
(b)
15 d
(c)
24 d
(d)
27 d
(e)
30 d
(f)
33 d


## 3.2. Mass Change

During the test, specimens were periodically picked out from the simulated acid rain for visual inspection. It was observed that the surface of the concrete changed became very rough, honeycomb voids were formed, and coarse aggregates were exposed, this caused the specimen’s mass change. Mass change versus corrosion time for the specimens is shown in Figure7. It can be seen that mass of cube specimens and dumbbell-shaped specimens all first increase and then decrease with the increasing of corrosion duration, which is similar to the results obtained by the literature [16].Figure 7
Relation between mass loss and corrosion duration.


## 3.3. Tensile Strength and Compressive Strength

During the tensile test, it was found that a number of coarse aggregates were broken in the short corrosion time (such as day 5 and day 11), the fracture surface of the specimen mainly passes through the aggregate and the aggregate-mortar interfaces, the fracture of the specimen became flattened with the increasing corrosion duration, it can be inferred that dense degree between the aggregate and mortar had a slight increase, therefore, the tensile strength became larger than that of the no-corrosion specimen (see Table2), however, the fracture surface failure modes were mainly coarse aggregates bond failure for severe deterioration (day 33), typical modes of which are depicted in Figure 8. Strength of concrete exposed to acid solution for different periods were listed in Table 3 in detail.Table 3
Strength of concrete exposed to acid solution for different periods.
Immersion time/days
0
5
11
15
18
21
24
27
30
33
Tensile strength/MPa
2.738
2.915
2.938
2.946
2.837
2.704
2.698
2.702
2.676
1.727
Compressive strength/MPa
42.746
44.240
44.758
35.835
35.475
32.106
34.342
34.329
34.309
30.847Typical fracture area of concrete in different corrosion period.
(a)
5 d
(b)
11 d
(c)
21 d
(d)
33 dTo quantify the deterioration in tensile and compressive strength of corroded concrete, the strength degradation ratioDfc and Dft are introduced. The degradation ratio are expressed as follows:
(1)Dfc=(1-fctfc0)×100%,Dft=(1-fcttfct0)×100%,
where Dfc and Dft are the degradation ratio of corroded concrete, fc0 is the tensile strength of uncorroded specimen, fct is the tensile strength of specimen exposed to the acid solution for t days, fct0 is defined as the compressive strength of uncorroded specimen, and fctt is the compressive strength of specimen exposed to the acid solution for t days. Based on the testing results, relation between strength loss and immersion time is shown in Figure 9. From Figure 9, it can be seen that the strength Dfc and Dft decreases and then increases as conditioning continue, but their critical time is different. The critical value of the compressive strength degradation ratio is larger than that of the tensile strength degradation ratio, and Dfc showed greater decline than Dft, this indicates that the compressive strength is more sensitive to aggressive environment than the tensile strength, but this conclusion needs to  be further validated due to limited number of specimens in this paper.Figure 9
Relation between strength and corrosion time.


## 3.4. Elastic Modulus

The modulus of elasticity is calculated a secant modulus in this paper, a secant modulus is calculated from the origin to a defined point on the stress-strain curve, usually within 40% to 60% of the sample’s ultimate strength [17]. In this study, the elastic modulus was measured 50% the specimen’s ultimate strength. Form the experiment result, the elastic modulus at different corrosion period is reported in Table 4. As can be seen from Table 4, elastic modulus exist some random fluctuation during the test.Table 4
Experimental data and model calculation results.
Immersion time/days
0
5
11
15
18
21
24
27
30
33
Test results/103 MPa
34.4
41.6
35.7
28.9
22.7
20.0
26.0
39.3
22.6
40.9
Model calculation results/103 MPa
34.4
35.0
35.6
35.1
35.0
35.1
34.6
34.3
34.2
33.9
Error/%
0
18.9
0.28
17.7
35.2
43.1
24.9
14.6
33.9
20.6
Note:error=100%×|testresults-calculatedresults|.To quantify the deterioration in elastic modulus of corroded concrete, the degradation ratioDEct is introduced. The degradation ratio are expressed as follows:
(2)DEct=(1-EctEc0)×100%,
where DEct is the degradation ratio of corroded concrete; Ec0 is the elastic modulus of uncorroded specimen; Ect is the elastic modulus of specimen exposed to the acid solution for t days. Relation between elastic modulus loss and corrosion duration is shown in Figure 10. It can be seen that elastic modulus of the specimens are unstable during the tensile test, the same tendency can be observed on DEc for specimens exposed to the three solutions in literature [16]. There may be several reasons: (a) some construction variances during casting; (b) the surface of the specimen became unflattered with the increasing corrosion duration, this influenced the strain gauge paste and date acquisition; (c) There are personal errors, system error, and random error and so on; (d) the limited number of the specimens. However, the DEct has a slight decrease at initial stage (day 5) and then fluctuates increasingly when the conditioning continues, it means that the elastic modulus of the tensile specimens decreases when the increasing of corrosion duration.Figure 10
Relation between elastic modulus loss and corrosion duration.The elastic modulus of corroded specimens is calculated by (5) proposed in the literature [18], which depended mainly on the fresh elastic modulus, poisson ratio, and void volume before and after corrosion. As can be seen from Table 4, few model calculation results have good agreement with the experimental results. The following reasons exist: (1) some construction variances during casting and conditioning process; (2) the personal error during the test; (3) there is only one control specimen during the different corrosion time, however, the elastic modulus of concrete may change at different time; (4) specimen number is not enough; (5) there is a little volume expansion in this high simulated acid solutions.


## 3.5. Peak Strain

Peak strain is defined as the strain when the tensile stress reaches the maximum stress during the test in this paper. To quantify the deterioration in peak strain of corroded concrete, and the degradation ratioDεc  is introduced in the following:
(3)Dεc=(1-εctεc0)×100%,
where Dεc denotes the degradation ratio of corroded concrete, εc0 is the strain of uncorroded specimen, and εct is the strain of specimen exposed to the acid solution for t days. Relation between peak strain loss and corrosion duration is shown in Figure 11. It is shown that the peak strain of the specimens exposed to acid solutions will decrease with exposure days linearly (correlation coefficient is 0.916). It is obvious that the degree of corrosion damage increases with exposure time.Figure 11
Relation between deterioration ratio of peak stain and corrosion duration.


## 3.6. Stress-Strain Relation

During the tensile tests, we found that once the peak strain is reached, a visible crack will appear and specimens will fail subsequently in a very short time. Many reasons, such as some construction variances during casting, conditioning process, and impossibility of the perfect axial tensile state, lead to obtain the descending part of the stress-strain curve is difficult, therefore, only the ascending branch of the stress-strain curve will be discussed in this study. Typical stress-strain curves of concrete corroded by acid solutions were recorded in the experiment, which are plotted, respectively, in Figure12.Figure 12
Ascending branch of stress-strain curves of concrete specimen corroded for different periods.From Figure12, it can be seen that the changing trends in tension strain-stress relation for concrete corroded with different concentration are similar. At the initial stage (not exceeding 11 days), the 3 major mechanical property indexes, uniaxial tensile strength, peak strain, and elastic modulus increase gradually, with the increasing of corrosion duration, the uniaxial tensile strength and elastic modulus decrease, but the peak strain continues to increase, which shows that the damage increases with the corrosion duration.In order to describe the ascending branch of stress-strain curves of tensile concrete specimen in different corrosion periods, a formula is presented which is based on the current Chinese concrete structure design code (GB/T 50010—2002) [15].Firstly, the dimensionless form of the stress and the strain are obtained(4)x=εεt,y=σft,
where ft is the uniaxial tensile strength of concrete, εt is the peak strain of the concrete specimen.Therefore, the equation, which describes the ascending branch of stress-strain curves(x≤1) of tensile concrete specimen, can be written
(5)y=Ax+Bxm,
where A and B are polynomial coefficients, m is exponent of polynomial, which all can be obtained from the experiment. By fitting to the test data in this study, (6) can be obtained, where the correlation coefficient R2=0.97. From Figure 13, it is indicated that the polynomial function can better describe the ascending branch of tensile stress-strain curves of concrete corroded by the acid rain,
(6)y=1.15x-0.13x2.Figure 13
Ascending branch of stress-strain curves of corroded concrete specimen.


## 4. Conclusion

In order to investigate the tensile properties of the concrete corroded by the acid rain, laboratory accelerating tests were performed on C30 specimen, acid solution pH 1.0 was used as the corrosive medium herein. Based on the testing results, following conclusions can be drawn.(1)
At the initial stage, the tensile strength of deteriorated specimens increases slightly, and then decreased gradually, and the compressive strength is more sensitive to aggressive environment than the tensile strength.(2)
When the immersing period does not exceed 11 days, the 3 major mechanical property indexes, uniaxial tensile strength, peak strain and elastic modulus increase gradually, however, when the corrosion time exceeds 15 days, with the increasing of corrosion duration, the uniaxial tensile strength and elastic modulus decrease, while the peak strain still increases which shows that the damage increases with the corrosion duration.(3)
A polynomial model, which can describe the ascending branch of stress-strain curves of tensile concrete specimen corroded by acid rain in different periods, is proposed.



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*Source: 172394-2012-07-15.xml*