# Durability to Chemical Attack by Acids of Epoxy Microconcretes by Comparison to Cementitious Ones

Authors: Elhem Ghorbel; Murhaf Haidar
Journal: Advances in Civil Engineering
 (2016)

---

## Abstract

This research deals with the durability of micropolymer concrete (MPC) obtained by mixing an epoxy resin with fine and coarse sand particles. In particular the resistance of the micropolymer concrete to chemical solutions (citric acid C6H8O7, sulfuric acid H2SO4, and hydrochloric acid HCl) is investigated and compared to this of Portland cement microconcrete. Two MPC are tested. The first is formulated with 9% mass fraction of epoxy polymer whereas calcareous fillers have been incorporated in the second formulation in order to reduce the percentage of the epoxy binder. It is shown that a microconcrete designed with 7% of epoxy, 10% of fillers, and 83% of aggregates is characterized by higher physical and mechanical properties than those of the MPC formulated with 9% of epoxy binder. The mechanical properties of the resulting materials after their exposure to the three selected acid solutions at different durations were studied through compressive, three points bending and ultrasonic wave propagation tests. The obtained results are compared to those of microcement concretes (MCC) tested under the same conditions as MPC. The results show that both microepoxy polymer concretes exhibit better mechanical properties and highest resistance to chemical attack than the microcement concrete.


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## Body

## 1. Introduction

The durability of any material depends on the environment to which it was exposed. Hence, for polymer concretes UV radiation, temperature, rain, and wind represent the most common environments [1]. In general, the mechanical performance of any composite material strongly depends on the nature of the matrix or binder (thermoplastic, metallic, ceramic, …), the reinforcement (sand, gravels, filler, fibers, …), and the quality of the adhesion between the components. The polymer concrete (PC) is made by replacing a part or total cement hydrate binder of conventional mortar or concrete with polymers or by strengthening the cement hydrate binder with polymers [2]. Polymer mortars have been mainly used for industrial flooring and retouching of damaged concrete structures and underground pipes and several precast products like acid tanks, drains, highway median barriers, and so forth [3]. Its compounds have become a good choice for the civil construction sector, in developed countries, particularly in applications where high strength, fast cure, and durability are required [4]. Many studies have been achieved in this field; most of them are dedicated to optimize the formulations of polymer mortar, named PM, to reduce the cost and to improve the mechanical properties [5]. However, few works deal with the resistance of polymer concrete to aggressive chemical agents especially by comparison to those of Portland cement concretes.The first investigations on the behavior of PM after exposure to various chemical solutions with different pH levels were published in 1995 [6]. The authors concluded that immersing polyester mortars during one month conduct to a decrease of their strengths. This decrease is enhanced by the increase of the pH level.In 2002 Ribeiro et al. [7] published a work on the analysis of chemical resistance of epoxy and unsaturated polyester polymer mortars to aqueous solutions of sulphuric acid and sodium chloride. For both formulations, the resin content was 20% by weight of mortar. The chemical resistance was evaluated through the evolution of bending strengths and mass change after exposure to acid solutions for periods of time less than 84 days. They showed that the flexural strength of epoxy PC is slightly affected by the immersion in the sulphuric acid and sodium chloride solutions. Indeed, the maximum flexural strength decrease occurring for epoxy PM was approximately 8% against 30% in the case of polyester PM. Moreover a very small water uptake is observed.In 2004, Gorninski et al. [8] produced polymer mortars using orthophthalic and isophthalic polyester mixed with river medium sand and fly ash. The concentrations of polymer used were 12% of orthophthalic polyester and 13% of isophthalic polyester by weight of the dry materials. The results demonstrated that the addition of fly ash to PM reduced voids and increased the packing of the aggregate-ash skeleton resulting in an increase in compressive strength of PM as the fly ash content increases. In a separate work Gorninski et al. [4] confirmed that the use of fly ash in polymer mortar prepared with the same concentration of orthophthalic and isophthalic resins improves the compressive and flexural strengths and the durability conducted under chemical attack. They showed that all the PM compositions exhibited higher strength values when compared to Portland cement mortars with silica fume or fly ash and found that the resistance to chemical attack of PM manufactured with both resins is similar. In 2009, Reis [9] studied the influence of chemical degradation on flexural and compressive strength of polymer mortars formulated with a resin content of about 12% by the total weight of the mortar. He found that the flexural and compressive strengths of the polymer mortar decreased after their immersion in citric acid for less than one week. In 2010, Reis published another work on the fracture properties and elastic modulus of the same epoxy polymer mortar exposed for 7 days to several chemical solutions with pH varying from 1.2 to 12.8 (distilled water, sulfuric, formic, acetic, lactic acids, sodium hydroxide and sodium chloride) [10]. He noticed an important decrease in the fracture properties, as well as in the modulus of elasticity of the samples exposed to corrosive agents. The visual observations highlight the polymer concrete degradation except for formic and acetic acids. He concluded that the remaining strength values were far higher than those found in the literature dealing with mortars prepared with Portland cement.In 2013, Golestaneh et al. [11] investigated the chemical resistance of epoxy polymer reinforced with silica powders having particles size less than 1100 μm. The mortars were exposed to five aggressive environments: sodium hydroxide solution, hydrochloric acid, sulfuric acid, citric acid, and acetic acid with 15, 30, and 60% concentrations. The rate of chemical degradation (the compressive strength, the weight change, and the appearance of samples) was determined after 7, 14, 28, and 56 days of immersion. They concluded that the PC specimens have great chemical resistance except in acetic acid solution with a weight loss of about 31%.More recently, Heidari-Rarani et al. [12] investigated the splitting tensile strength, fracture toughness, and frost resistance of epoxy polymer concrete (PC) materials. Three different freeze/thaw cycles, chosen according to the climate of Iran, were applied for 7 days. They showed that the fracture toughness and tensile strength of tested PC materials are reduced by increasing the mean temperature values of thermal cycles.Martínez-López et al. [13] studied the failure of cracked epoxy resin system polymer mortar plates in combined modes I and II. They established a simple mixed-mode failure criterion.All the literature investigations are concerned with polymer mortars formulated with polymer content higher than 12% and fine aggregates. Moreover, the reported exposure durations are less than 84 days. No comparison with cementitious material was done. The results reveal that the polymer mortars are more resistant to some chemical attack than the cementitious ones on the basis of literature results.This investigation focused on polymer concretes dedicated to precast applications so that the amount of the polymeric binder must be reduced to a minimum and consequently the workability will be hard. A previous work [14] performed on the optimization of the formulation of micropolymer concrete, designed as MPC, showed that beyond 9% epoxy polymer weight ratio, the mechanical and physical properties did not change appreciably. In order to diminish the cost of the polymer concrete, the binder concentrations must be reduced without affecting the mechanical characteristics of MPC which must remain at least equal to those obtained for the conventional MPC manufactured with 9% of epoxy. To achieve this target, calcareous fillers are introduced in the formulation of MPC manufactured with 7% of epoxy polymer. Hence, this work deals with two formulations of MPC and one formulation of microcement concrete MCC using the same aggregates. The first MPC, called MPCc, contains 9% of epoxy polymer weight ratio m
p
=
9
%, 91% aggregates weight ratio, while the second one contains 7% of polymer, different ratios of calcareous fillers and aggregates. The aggregates are fine and coarse sand. The first objective of this study is to find the optimal calcareous fillers ratio providing the better mechanical performances and leading to the definition of a polymer concrete, called MPCm.The second objective of this work is to assess the durability of MPCc and MPCm when immersed to acid solutions for long durations (6 months) and to compare it with this of MCC exposed to the same aggressive environments. The degradation of microconcretes is measured throughout the evolution of compressive strength, the three points bending strength, the elastic modulus, the mass change, the chemical analysis, and the appearance change.


## 2. Materials

### 2.1. Resins

Micropolymer concrete formulations were prepared by mixing a commercial epoxy resin and an amine solution with the aggregates. The used epoxy prepolymer is based on Bisphenol A diglycidyl ether resin (DGEBA) with a density of 1.12 gr/cm3 and a viscosity of 1700 MPa·s. The epoxy prepolymer is cured with a cycloaliphatic diamine, 5-amino-l,3,3-trimethylcyclohexylamine characterized by a density of 1.05 gr/cm3 and a viscosity of 420–530 MPa·s. The glass transition temperature, T
g, of the cross linked epoxy polymer recorded using differential scanning calorimetry analysis (DSC) with a Mettler TA3000 apparatus (heating rate 20°C min−1) is about 93°C. Hence, it can be considered that the polymer is at the glassy state and its behavior is elastic at room temperature which is the service temperature. Three-point bending and compressive tests were carried out on the cross linked epoxy polymer at 1 mm/min using an Instron 5567 machine. The specimens are cylindrical for compression (Φ
×
L: 13 × 26 mm) and prismatic (40 × 40 × 160 mm) for 3-point bending tests. The stress-strain curves are illustrated in Figure 1. A quite linear stress-strain curve is observed up to failure at 50 MPa for bending test while a nonlinear behavior is observed under compression with a maximum stress about 74 MPa.Figure 1
Mechanical response of cross linked epoxy polymer.


### 2.2. Aggregates

The aggregates used to manufacture the micropolymer concrete were constituted of fine sand, S, and coarse sand, G, having absolute density of about 2631 kg/m3 and 2633 kg/m3, respectively, while the apparent bulk density is equal to 1.729 for S and 1.518 for G. The X-rays diffraction analysis conducted on aggregates proves that both sand and gravel are siliceous. The particles size distribution of filler, sand, and gravel is shown in Figure 2.Figure 2
The size distribution of the used filler, sand, and gravel.


### 2.3. Filler

To reduce the binder concentrations and consequently the cost of the polymer concrete, the sand S is partially substituted by calcareous filler to produce modified micropolymer concretes designed as MPCm. The calcareous fillers are provided by OMYA SAS and are characterized by a Blaine surface equal to 409 kg/m2. They were added in the formulation in quantities varying between 5 and 15% by the total weight of the mortar.


## 2.1. Resins

Micropolymer concrete formulations were prepared by mixing a commercial epoxy resin and an amine solution with the aggregates. The used epoxy prepolymer is based on Bisphenol A diglycidyl ether resin (DGEBA) with a density of 1.12 gr/cm3 and a viscosity of 1700 MPa·s. The epoxy prepolymer is cured with a cycloaliphatic diamine, 5-amino-l,3,3-trimethylcyclohexylamine characterized by a density of 1.05 gr/cm3 and a viscosity of 420–530 MPa·s. The glass transition temperature, T
g, of the cross linked epoxy polymer recorded using differential scanning calorimetry analysis (DSC) with a Mettler TA3000 apparatus (heating rate 20°C min−1) is about 93°C. Hence, it can be considered that the polymer is at the glassy state and its behavior is elastic at room temperature which is the service temperature. Three-point bending and compressive tests were carried out on the cross linked epoxy polymer at 1 mm/min using an Instron 5567 machine. The specimens are cylindrical for compression (Φ
×
L: 13 × 26 mm) and prismatic (40 × 40 × 160 mm) for 3-point bending tests. The stress-strain curves are illustrated in Figure 1. A quite linear stress-strain curve is observed up to failure at 50 MPa for bending test while a nonlinear behavior is observed under compression with a maximum stress about 74 MPa.Figure 1
Mechanical response of cross linked epoxy polymer.


## 2.2. Aggregates

The aggregates used to manufacture the micropolymer concrete were constituted of fine sand, S, and coarse sand, G, having absolute density of about 2631 kg/m3 and 2633 kg/m3, respectively, while the apparent bulk density is equal to 1.729 for S and 1.518 for G. The X-rays diffraction analysis conducted on aggregates proves that both sand and gravel are siliceous. The particles size distribution of filler, sand, and gravel is shown in Figure 2.Figure 2
The size distribution of the used filler, sand, and gravel.


## 2.3. Filler

To reduce the binder concentrations and consequently the cost of the polymer concrete, the sand S is partially substituted by calcareous filler to produce modified micropolymer concretes designed as MPCm. The calcareous fillers are provided by OMYA SAS and are characterized by a Blaine surface equal to 409 kg/m2. They were added in the formulation in quantities varying between 5 and 15% by the total weight of the mortar.


## 3. Experimental Program

Tow micropolymer concretes formulations were prepared by mixing the epoxy resin and amine hardener with the aggregates. The mix design method adopted here is based on the optimization of the packing density of the granular skeleton using the compressible packing model which provides the gravel/sand ratio for the minimum void fraction. The adopted ratio isG
/
S
=
0.25. The procedure of preparation is well described by Haidar et al. [14]. Besides, a formulation of MCC was investigated to compare the behavior after chemical attack of the MPC and the MCC.The materials used to prepare the MCC are a CEM I 52.5 N Portland cement and the same aggregates compared to those used for manufacturing MPC. The MCC was designed with respect to the environmental exposure class XA2 according to the European Standard EN 206-1. Hence to cover the requirements of the exposure class, the cement content of the mix is taken equal to 350 kg/m3, the water cement ratio, W
/
C, is about 0.5, and the gravel sand ratio is kept constant G
/
S = 0.25 leading to an estimated compressive strength, according to the Bolomey formula, of about 45 MPa.Before immersing the samples in chemical solutions, micropolymer concrete samples were fully cured at 23°C and 48% RH for 28 days and then postcured at 40°C for 48 while microcement concrete samples were kept in water at 22°C for 28 days and then postcured at 22°C for 7 days.The prismatic specimens, measuring 40 × 40 × 160 mm, were molded to perform under the three points bending test while cubical (40 × 40 × 40 mm) and cylindrical (40 × 80 mm) specimens were casted to realize the compressive and the ultrasonic wave’s propagation tests, respectively.


### 3.1. Chemical Attack Procedure

The selected chemical solutions to simulate the aggressive environments were citric acid (C6H8O7) with a concentration of 2.817 mol/L, hydrochloric acid (HCl) with a concentration of 11 mol/L, and sulfuric acid (H2SO4) with a concentration of a 10.16 mol/L. The pH of each solution was measured before immersing the samples and after they were removed (Table 1). The severity of all acids is considered as very strong according to EN 206-1.Table 1
Acid solutions used for microconcretes exposure.
Chemical solution
Type of acid
pH
Sulfuric acid (H2SO4)
Mineral
0.31
Hydrochloric acid (HCl)
Mineral
0.16
Citric acid (C6H8O7)
Organic
1.51After fully curing (at 23°C and 48% RH for 28 days), the samples (the prismatic 40 × 40 × 160 mm for flexure test, the cubical 40 × 40 × 40 mm for compressive test, and the cylindrical 40 × 80 mmΦ
×
L dedicated to ultrasonic wave’s propagation test) were completely immersed in chemical solutions for different durations ranging from 2 weeks to 6 months. They were placed in high density polyethylene tanks; the volume of the chemical solution was three times greater than the volume of the samples in the tank. The first sample was placed 4 cm from the tank wall; each sample is surrounded by 4 cm of chemical solution. Before performing the mechanical tests, all the specimens were removed from the chemical solutions and were washed with water in order to remove any corrosion products from their surface. Then, they were oven-dried at 22°C for one week and kept at 40°C for another one week.


### 3.2. Mechanical Tests

The ultrasonic wave’s propagation test is performed to determine Young’s modulus and Poisson’s ratio of MPC and MCC by measuring the shear wave velocityV
U
S
S and the pressure wave velocity V
U
S
P. The sensor used to measure the pressure waves has a diameter 2.54 cm and frequency 0.5 MHz. The sensor used to measure the shear waves has a diameter 2.54 cm and a frequency of 1.0 MHz. Each test was repeated at least three times.The 3-point bending and the compressive and the tensile tests were conducted on MPC and MCC specimens after different immersion durations in the acid solutions. All these tests were carried out according to the RILEM CPT PCM2 and PCM8 standard test methods [15, 16]. The compressive tests are performed at a loading rate of 1.25 mm/min. Each test is repeated 5 times at least.


## 3.1. Chemical Attack Procedure

The selected chemical solutions to simulate the aggressive environments were citric acid (C6H8O7) with a concentration of 2.817 mol/L, hydrochloric acid (HCl) with a concentration of 11 mol/L, and sulfuric acid (H2SO4) with a concentration of a 10.16 mol/L. The pH of each solution was measured before immersing the samples and after they were removed (Table 1). The severity of all acids is considered as very strong according to EN 206-1.Table 1
Acid solutions used for microconcretes exposure.
Chemical solution
Type of acid
pH
Sulfuric acid (H2SO4)
Mineral
0.31
Hydrochloric acid (HCl)
Mineral
0.16
Citric acid (C6H8O7)
Organic
1.51After fully curing (at 23°C and 48% RH for 28 days), the samples (the prismatic 40 × 40 × 160 mm for flexure test, the cubical 40 × 40 × 40 mm for compressive test, and the cylindrical 40 × 80 mmΦ
×
L dedicated to ultrasonic wave’s propagation test) were completely immersed in chemical solutions for different durations ranging from 2 weeks to 6 months. They were placed in high density polyethylene tanks; the volume of the chemical solution was three times greater than the volume of the samples in the tank. The first sample was placed 4 cm from the tank wall; each sample is surrounded by 4 cm of chemical solution. Before performing the mechanical tests, all the specimens were removed from the chemical solutions and were washed with water in order to remove any corrosion products from their surface. Then, they were oven-dried at 22°C for one week and kept at 40°C for another one week.


## 3.2. Mechanical Tests

The ultrasonic wave’s propagation test is performed to determine Young’s modulus and Poisson’s ratio of MPC and MCC by measuring the shear wave velocityV
U
S
S and the pressure wave velocity V
U
S
P. The sensor used to measure the pressure waves has a diameter 2.54 cm and frequency 0.5 MHz. The sensor used to measure the shear waves has a diameter 2.54 cm and a frequency of 1.0 MHz. Each test was repeated at least three times.The 3-point bending and the compressive and the tensile tests were conducted on MPC and MCC specimens after different immersion durations in the acid solutions. All these tests were carried out according to the RILEM CPT PCM2 and PCM8 standard test methods [15, 16]. The compressive tests are performed at a loading rate of 1.25 mm/min. Each test is repeated 5 times at least.


## 4. Effects of Adding Fillers on the Characteristics of Micropolymer Concretes

According the work of Haidar et al. [14], the optimum micropolymer concrete, called MPCc, was prepared by mixing 9% epoxy polymer and 91% aggregates (sand S and gravel G) with G/S = 0.25. All the components quantities are given in percentage by the weight of micropolymer concrete.In order to reduce the polymeric binder content to 7%, calcareous fillers are introduced at 5, 10, and 15% by weight of the microconcrete (Table2). The ratio of coarse aggregates to fine by weight, G
/
(
S
+
F
), is kept constant and equal to 0.25.Table 2
The mix proportions in kg/m3 of the modified polymer microconcrete formulated with 7% polymer of the total weight of the mortar.
Filler weight ratio
m
F (%)
Epoxy binder
S
G
Filler
Density (kg/m3)
0%
155
1649
412
0
2217
5%
156
1552
416
112
2236
10%
158
1453
420
226
2256
15%
159
1348
422
340
2269The incorporation of calcareous fillers improves the granular mixture compacity because fillers allow filling the voids between aggregates (Figure3).Figure 3
Effects of introducing calcareous fillers on the compactness of MPC.Consequently, a decrease of the total porosity,n
%, as well as of the size of the distributed pores, d
c (μm), is observed when polymer microconcretes were tested at 21 days using the mercury intrusion porosimeter. Each test was repeated twice on cylindrical samples (25 × 25 mm) and the recorded values of total porosity, reduction of porosity (%), and the most distributed pores are summarized in Table 3.Table 3
Effect of introducing calcareous fillers on the porosity parameters of MPC.
m
F (%)
m
p (%)
n (%)
d
c (μm)
0
7
1.8
0.07
5
7
1.6
0.03
10
7
1.5
0.006
15
7
1.4
0.03Moreover, adding calcareous fillers improves the grading distribution of the solid particles (Figure4). As a consequence, the mechanical strengths are enhanced significantly for filler ratios higher than 5% (Figure 5) whereas the workability is reduced. These results are in accordance with those of literature [5].Figure 4
Effect of introducing calcareous fillers on the grading distribution of the solid particles.Figure 5
Effect of introducing fillers on the mechanical strengths of MPC.Moreover, the incorporation of calcareous fillers in the polymer concrete at a ratio of 10% enhances mechanical strengths without reducing obviously the workability by comparison to MPCc. The called MPCm is the designation of the polymer microconcrete prepared by mixing 7% epoxy polymer ratio, 10% calcareous fillers, and 83% aggregates, withG
/
(
S
+
F
)
=
0.25 (Table 4).Table 4
Designation and composition of the three selected micropolymers under study.
Designation
MPCc
MPCm
MCC
Binder type
Epoxy (m
p
=
9
%)
Epoxy (m
p
=
7
%)
Cement
Weight ratio of filler
0%
10%
0%
G/(S + F)
0.25
0.25
0.25The composition of concretes subjected to chemical attack is summarized in Table5 while their mechanical characteristics prior to durability tests are given in Table 6. Each value is the average of five values at least.Table 5
Microconcretes mix proportions used in this study.
Concrete
Binder (kg/m3)
Sand (kg/m3)
Gravel (kg/m3)
Filler (kg/m3)
Prepolymer
Hardener
Cement
Water
MPCc
134
67
—
—
1622
406
—
MPCm
105
53
—
—
1453
420
226
MCC
—
—
350
175
1469
368
—Table 6
Characteristics of MPC and MCC before chemical attack.
MCC
MPCc
MPCm
Density (kg/m3)
2229
2228
2256
Compressibility modulus (GPa)
26.27
23.34
26.48
Elasticity modulus (GPa)
34.61
30.72
35.41
Poisson’s ratio
0.28
0.21
0.27
Shear modulus (GP)
13.52
11.99
13.91
Compressive strength (MPa)
48.16
86.03
98.91
Flexural strength (MPa)
11.31
34.05
38.21
Tensile strength (MPa)
3.15
11.29
10.95
Porosity
11.27
1.71
1.51The strengths of both polymer concretes are higher than those of cement concrete especially under flexure and tension while the elastic properties are quite similar. Introducing fillers and reducing the polymer content enhance the compressive and flexure strength while the other mechanical characteristics remain almost constant (Table6).


## 5. Mechanical Characteristics of Mortars after Exposure to Acid Solutions

### 5.1. Modulus of Elasticity

To calculate the modulus of elasticity and Poisson’s ratio, the velocities of propagation of the transversalV
U
S
S and longitudinal V
U
S
P waves were measured for MPC and MCC, and then the elastic characteristics were calculated from (1)
μ
=
ρ
×
V
U
S
S
2
,
K
=
ρ
V
U
S
P
2
-
4
3
V
U
S
S
2
,
1
E
=
1
9
K
+
1
3
μ
,
υ
=
E
2
μ
-
1
,where ρ (g/cm3) is density, μ (GPa) is modulus of Coulomb (shear modulus), K (GPa) is modulus of compressibility, E (GPa) is Young’s modulus, and υ is Poisson’s ratio.The degradation of MPC and MCC by immersion in chemical solutions was estimated from the variation of the elastic characteristics as a function of immersion time. The tests are conducted on discs of 10 mm thickness cut from cylindrical specimens (40 × 80 mm) of casted mortars. The damage parameter was calculated according to(2)
D
E
=
E
t
-
E
0
E
0
,where E
0 is the modulus of elasticity of the microconcrete before immersion and E
t is the modulus of elasticity of the microconcrete after a period (t) of immersion.The moduli of elasticity decrease after the immersion of MCC and MPC in the acid solutions (Figure6). The exposure to the selected acid solutions affects more significantly MCC than MPC. On the other hand, it appears that the exposure of MPC to hydrochloric acid solution generates a substantial degradation by comparison to the other acid solutions. The introduction of calcareous filler seems to have beneficial effect on the resistance of MPC to acid attack.Figure 6
Evolution of modulus of elasticity as a function of exposure duration.The MCC specimens dedicated to the measurements of ultrasonic waves propagation velocities were so damaged by immersion to hydrochloric acid that cutting out discs from cylindrical samples cannot be done. Indeed a porous thick degraded layer of low mechanical strength is formed making it impossible to conduct tests and therefore to have data.


### 5.2. Compressive Strength

The cubic specimens were tested up to failure at loading rate of 1.25 mm/min according to the RILEM CPT PCM-8 standard test method [16]; each test was repeated at least six times. The degradation of MPC and MCC by immersion in chemical solutions was estimated from the variation of the compressive strength as a function of immersion time. The relative variation of the compressive strength was calculated according to (3)
D
σ
c
=
σ
c
t
-
σ
c
0
σ
c
0
,where σ
c
(
0
) and σ
c
(
t
) are the compressive strengths of the microconcrete before immersion and after a period (t) of immersion, respectively.The compressive strength of the three microconcretes has been affected by their immersion in the both acid solutions (Figure7). However, it can be observed that the induced degradation is more important for MCC than MPC. Similarly, it is clear that hydrochloric acid is more aggressive than citric acid and its effects are more significant for MCC. The compressive damage parameter seems a significant indicator to measure the degradation by acid attack. The compressive strength of MCC was diminished by about 43%, 68%, and 79% after 14 days of exposure to citric, sulfuric, and hydrochloric acids, respectively, while a loss of 38%, 46%, and 24% is recorded after 6 months of exposure of MPCc to citric, sulfuric, and hydrochloric acids, respectively. Adding calcareous fillers improves the resistance of micropolymer concretes to citric and sulfuric acids while no significant effects are observed when MPC are exposed to hydrochloric acid.Figure 7
Evolution of the damage parameter related to compressive strength,D
σ
c
%.


### 5.3. Flexural Strength

The results of the three-point bending up to failure are illustrated in Figure8. The damage parameters D
σ
f
=
σ
f
(
t
)
-
σ
f
(
0
)
/
σ
f
(
0
) related to the relative variation of the flexural strength are reported as a function of the exposure duration. A decrease in the flexural strength is observed for all formulations. This decrease is more significant for MCC than for MPC for both chemical solutions. Furthermore, it appears that hydrochloric acid is more aggressive than the citric acid and its effect is more important for MCC. Indeed, the bending strength of the MCC was approximately decreased 65% and 98.5% after 14 days and 6 months of their immersion in hydrochloric acid. In addition, the hydrochloric acid leads to a degradation of MPCm greater than this of MPCc for the same immersion time. Hence, the introduction of calcareous fillers into the formulation involves further degradation of the micropolymer concrete when exposed to hydrochloric acid. In contrast, the introduction of limestone fillers improves the resistance of micropolymer concrete to chemical attack by citric acid while it has no effects on the resistance of MPC to sulfuric acid.Figure 8
Relative variation of flexural strength as a function of immersion time.


### 5.4. Discussion

The results from the compressive, the three-point bending, and the ultrasonic wave’s propagation tests conducted on microconcretes after their immersion to the selected three acid solutions suggest that the most relevant damage indicator is related to the compressive strength (Table7). The cementitious mortars are less resistant to acid attack than polymer ones. Adding calcareous fillers improves or at least does not affect epoxy micropolymer concrete resistance to citric and sulfuric acids. However the resistance of epoxy micropolymer concretes to hydrochloric acid decreases by the incorporation of calcareous fillers.Table 7
Different indicators of the degradation of the selected microconcretes.
Chemical solution
Hydrochloric acid
Sulfuric acid
Citric acid
Microconcrete
MPCc
MPCm
MCC
MPCc
MPCm
MCC
MPCc
MPCm
MCC
D
σ
f
%
=
σ
f
t
-
σ
f
0
σ
f
0
−24
−34
−99
−16
−18
−89
−21
−19
−89
D
σ
c
%
=
σ
c
t
-
σ
c
0
σ
c
0
−24
−22
−100
−46
−17
−100
−38
−12
−100
D
E
%
=
E
t
-
E
0
E
0
−17
−26
—
−14
−12
−38
−14
−11
−55


## 5.1. Modulus of Elasticity

To calculate the modulus of elasticity and Poisson’s ratio, the velocities of propagation of the transversalV
U
S
S and longitudinal V
U
S
P waves were measured for MPC and MCC, and then the elastic characteristics were calculated from (1)
μ
=
ρ
×
V
U
S
S
2
,
K
=
ρ
V
U
S
P
2
-
4
3
V
U
S
S
2
,
1
E
=
1
9
K
+
1
3
μ
,
υ
=
E
2
μ
-
1
,where ρ (g/cm3) is density, μ (GPa) is modulus of Coulomb (shear modulus), K (GPa) is modulus of compressibility, E (GPa) is Young’s modulus, and υ is Poisson’s ratio.The degradation of MPC and MCC by immersion in chemical solutions was estimated from the variation of the elastic characteristics as a function of immersion time. The tests are conducted on discs of 10 mm thickness cut from cylindrical specimens (40 × 80 mm) of casted mortars. The damage parameter was calculated according to(2)
D
E
=
E
t
-
E
0
E
0
,where E
0 is the modulus of elasticity of the microconcrete before immersion and E
t is the modulus of elasticity of the microconcrete after a period (t) of immersion.The moduli of elasticity decrease after the immersion of MCC and MPC in the acid solutions (Figure6). The exposure to the selected acid solutions affects more significantly MCC than MPC. On the other hand, it appears that the exposure of MPC to hydrochloric acid solution generates a substantial degradation by comparison to the other acid solutions. The introduction of calcareous filler seems to have beneficial effect on the resistance of MPC to acid attack.Figure 6
Evolution of modulus of elasticity as a function of exposure duration.The MCC specimens dedicated to the measurements of ultrasonic waves propagation velocities were so damaged by immersion to hydrochloric acid that cutting out discs from cylindrical samples cannot be done. Indeed a porous thick degraded layer of low mechanical strength is formed making it impossible to conduct tests and therefore to have data.


## 5.2. Compressive Strength

The cubic specimens were tested up to failure at loading rate of 1.25 mm/min according to the RILEM CPT PCM-8 standard test method [16]; each test was repeated at least six times. The degradation of MPC and MCC by immersion in chemical solutions was estimated from the variation of the compressive strength as a function of immersion time. The relative variation of the compressive strength was calculated according to (3)
D
σ
c
=
σ
c
t
-
σ
c
0
σ
c
0
,where σ
c
(
0
) and σ
c
(
t
) are the compressive strengths of the microconcrete before immersion and after a period (t) of immersion, respectively.The compressive strength of the three microconcretes has been affected by their immersion in the both acid solutions (Figure7). However, it can be observed that the induced degradation is more important for MCC than MPC. Similarly, it is clear that hydrochloric acid is more aggressive than citric acid and its effects are more significant for MCC. The compressive damage parameter seems a significant indicator to measure the degradation by acid attack. The compressive strength of MCC was diminished by about 43%, 68%, and 79% after 14 days of exposure to citric, sulfuric, and hydrochloric acids, respectively, while a loss of 38%, 46%, and 24% is recorded after 6 months of exposure of MPCc to citric, sulfuric, and hydrochloric acids, respectively. Adding calcareous fillers improves the resistance of micropolymer concretes to citric and sulfuric acids while no significant effects are observed when MPC are exposed to hydrochloric acid.Figure 7
Evolution of the damage parameter related to compressive strength,D
σ
c
%.


## 5.3. Flexural Strength

The results of the three-point bending up to failure are illustrated in Figure8. The damage parameters D
σ
f
=
σ
f
(
t
)
-
σ
f
(
0
)
/
σ
f
(
0
) related to the relative variation of the flexural strength are reported as a function of the exposure duration. A decrease in the flexural strength is observed for all formulations. This decrease is more significant for MCC than for MPC for both chemical solutions. Furthermore, it appears that hydrochloric acid is more aggressive than the citric acid and its effect is more important for MCC. Indeed, the bending strength of the MCC was approximately decreased 65% and 98.5% after 14 days and 6 months of their immersion in hydrochloric acid. In addition, the hydrochloric acid leads to a degradation of MPCm greater than this of MPCc for the same immersion time. Hence, the introduction of calcareous fillers into the formulation involves further degradation of the micropolymer concrete when exposed to hydrochloric acid. In contrast, the introduction of limestone fillers improves the resistance of micropolymer concrete to chemical attack by citric acid while it has no effects on the resistance of MPC to sulfuric acid.Figure 8
Relative variation of flexural strength as a function of immersion time.


## 5.4. Discussion

The results from the compressive, the three-point bending, and the ultrasonic wave’s propagation tests conducted on microconcretes after their immersion to the selected three acid solutions suggest that the most relevant damage indicator is related to the compressive strength (Table7). The cementitious mortars are less resistant to acid attack than polymer ones. Adding calcareous fillers improves or at least does not affect epoxy micropolymer concrete resistance to citric and sulfuric acids. However the resistance of epoxy micropolymer concretes to hydrochloric acid decreases by the incorporation of calcareous fillers.Table 7
Different indicators of the degradation of the selected microconcretes.
Chemical solution
Hydrochloric acid
Sulfuric acid
Citric acid
Microconcrete
MPCc
MPCm
MCC
MPCc
MPCm
MCC
MPCc
MPCm
MCC
D
σ
f
%
=
σ
f
t
-
σ
f
0
σ
f
0
−24
−34
−99
−16
−18
−89
−21
−19
−89
D
σ
c
%
=
σ
c
t
-
σ
c
0
σ
c
0
−24
−22
−100
−46
−17
−100
−38
−12
−100
D
E
%
=
E
t
-
E
0
E
0
−17
−26
—
−14
−12
−38
−14
−11
−55


## 6. Physical Properties of Microconcretes Exposed to Acid Solutions

To explain the loss of mechanical properties of microconcretes, the mass change was followed and visual observations were conducted during the exposure duration. FTIR analysis was conducted to corroborate the obtained findings.


### 6.1. Mass Change and Visual Observations

Figures9, 10, and 11 illustrate the mass change of the different formulation exposed to citric, hydrochloric, and sulfuric acids, respectively, as a function of immersion time. A slight weight gain after the immersion of MPCc and MPCm to the considered acid solutions can be observed. This is attributed to water uptake, water used in the acid solutions. No dimensional change was noticed for immersion duration less than 6 months. The MPC is resistant to hydrochloric, sulfuric, and citric acids in regard to this parameter and for durations less than 6 months. Contrarily, MCC lost 10% of its initial mass after six months of immersion in hydrochloric acid (Figure 10) while a loss of 92% is recorded when it is exposed to citric acid for the same duration (Figure 9) and 35% when it is exposed to sulfuric acid (Figure 11). The immersion of microcement concrete, MCC, in acid solutions leads to a relevant degradation of MCC estimated throughout an important mass loss explaining the decrease of the mechanical characteristics. This degradation is accompanied by a material loss more important for MCC exposed to citric acid (Figure 12).Figure 9
Mass change of microconcretes due to the immersion in citric acid.Figure 10
Mass change of microconcretes due to the immersion in hydrochloric acid.Figure 11
Mass change of microconcretes due to the immersion in sulfuric acid.Figure 12
Visual degradation of the microconcretes after 60 days of immersion in acid solutions.The mass change is linked to material loss and to the formation of a degraded layer as observed in Figure12. Visual analysis (Figure 12) leads to the following conclusions:(i)
The exposure of MPC to hydrochloric acid (HCl) does not induce any visual degradation while a highly porous substance with yellowish coloration is observed for MCC. This substance is attributed to the dissolution of the calcium hydroxide, Ca(OH)2, and to the attack of the calcium silicate hydrate phases, C-S-H [17] 2
H
C
l
+
C
a
(
O
H
)
2
⇒
C
a
C
l
2
+
2
H
2
O. The initial dissolution of calcium hydroxide Ca (OH)2 leads to an increase in Si/Ca and consequently to the modification of C-S-H phases that become denser and polymerize. Hence, the reported mass loss is less significant when MCC is exposed to hydrochloric acid (HCl), while the different indicators of degradation are higher (Table 7). Such degradation is revealed by the formation of a porous thick layer without an obvious dimensional variation (Figure 12). This porous degraded layer is of low mechanical strength leading to an important decrease of the mechanical properties of MCC. Moreover, the dissolution of cement hydrates containing Ca releases ions F
e
3
+ and sulfates. When diffusing into MCC F
e
3
+ causes the precipitation of ferric hydroxides and ettringite explaining the yellow color observed in the formed porous thick layer [20–22].
(ii)
The sulfuric acid, H2SO4, is a very aggressive compound for cement concrete [18]. Indeed, its high acidity (pH values often lower than 1) induces the dissolution of cement hydrates and the formation of gypsum: H
2
S
O
4
+
C
a
(
O
H
)
2
⇒
C
a
S
O
4
;
2
H
2
O. These phenomena explain the mass loss and the observed dimensional variation.
(iii)
The citric acid reacts with several cement hydrates (portlandite, C-S-H, …) to produce calcium and aluminum salts. The damaged area shows a high porosity. The cementitious matrix degradation is mainly due to the progressive and almost complete decalcification as well as to the dissolution of all crystallized phases (hydrated and anhydrous components). This explains the observed mass loss and dimensional variations of MCC [19]. Equations describing the formation of calcium salts and aluminum salts due to the chemical reaction between the citric acid with the different cement hydrates are(4)
C
6
H
8
O
7
+
C
a
O
1.7
S
i
O
4
H
2
O
4
C
a
O
H
2
3
C
a
O
A
l
2
O
3
3
C
a
S
O
4
·
32
H
2
O
⟹
c
a
l
c
i
u
m
s
a
l
t
s
a
n
d
a
l
u
m
i
n
u
m
s
a
l
t
s
.


### 6.2. IR Analysis

The FTIR spectra of micropolymer concretes (MPCc and MPCm) before exposure to acid solutions are dominated by the vibration bands characterizing the siliceous aggregates as well as fillers present in the cross-linked epoxy polymer. Their characteristic bands are located at 1079 and 778 cm−1.The IR spectrum of MPCm presents peaks at 1436 cm−1 and 877 cm−1 attributed to the calcite, main mineral existing in calcareous fillers. Moreover, it can be observed that IR spectra display peaks which may be attributed to the cross-linked epoxy: at 1,182 cm−1 [20, 21], 1057 cm−1, and 694 cm−1. Assignment of the bands in the FTIR spectra of MPCc and MPCm before exposure to acid solutions is summarized in Table 8.Table 8
Characteristic bands of MPC observed with FTIR spectra.
Band (cm-
1)
Assignment
Group
MPCc
MPCm
1436
C-O stretching
C
O
3
2
- of calcite
×
1180
C-O stretching
Aromatic ring of DGEBA
×
×
1079
Si-O-Si stretching
Quartz
×
×
1057
C-H bending
Aromatic rings
×
×
877
C-O stretching
C
O
3
2
- of calcite
×
777-778
Si-O bending
Quartz
×
×
694
C-H out of plan bending
Aromatic rings
×
×The characterization of peaks present in the MCC IFRT spectra was achieved through the work [22]. The peaks observed in the 900–1200 cm−1 interval correspond to absorption bands, of calcium silica hydrate C-S-H products. However, ettringite (AFt) and monosulphate (AFm) display absorption bands in this interval. An attempt of the ascription of the observed IR absorption bands is given in Table 9.Table 9
Characteristic FTIR bands before chemical attack.
Band (cm-
1)
Assignment
Cement hydrate
1472
O-H bending
Portlandite CH
1086
S-O stretching
S
O
4
2
- sulfate ions
1046
Si-O stretching
Calcium silicate hydrate C-S-H
875
Al-O-H bending
Ettringite AFm
778
Si-O-Al bending
AFt, AFm
680
Al-O
AlO4Infrared analyses were conducted on the samples before and after aging by immersion in acid solutions during 6 months. The analysis was made on the degraded area. The following can be observed:(i)
The hydrochloric acid does not affect chemical bonds of both polymer microconcretes, MPCc and MPCm (Figures13 and 14). However, for MPCm, a slight decrease of the intensity bands of the groups C-O and O-H (located at 1079 cm−1) associated with calcite characterizing limestone fillers can be noticed while no change is observed for MPCc. On the other hand, the analysis of MCC infrared spectra corroborates the hypothesis of the modification of C-S-H phases that polymerize by the appearance of vibration bands attributed to the presence of C-S-H corresponding to stretching O-H groups at 3382 cm−1 and bending O-H groups occurring at 1632 cm−1 (Figure 15). In addition the characteristic band of portlandite located at 1472 cm−1 completely disappeared. These results corroborate visual observations and validate mechanical results.
(ii)
The sulfuric acid does not involve changes in the chemical structure of polymer concretes (Figures13 and 14). However, the analysis of MCC infrared spectra reveals the disappearance of characteristic bands associated with calcium silicate hydrates phases C-S-H (Si-O groups) located at 1086 cm−1, characteristic bands of ettringite located at 876 cm−1 related to S-O, and net decrease characteristic bands of portlandite situated at 1472 cm−1 linked to O-H chemical groups of aluminates (Figure 15). This validates the hypothesis according to which chemical reactions between the sulfuric acid and the various cement hydrates (portlandite, C-S-H phases, and aluminates hydrates) cause the destruction of cement hydrates and therefore the material loss.
(iii)
The citric acid does not affect the chemical bonds of the micropolymer concretes (Figure13). For MPCm, a slight decrease is observed in the intensity of the peak linked to the stretching vibration “C-O” of calcite characterizing limestone fillers located at 1709 cm−1 (Figure 14). Analysis of the MCC infrared spectra reveals a significant decrease in the characteristic bands associated with calcium silicate hydrates phases C-S-H (the Si-O group) located at 1086 cm−1 and a shape change of characteristic bands of portlandite located at 1472 cm−1 and associated vibrations of the OH chemical groups (Figure 15). This confirms the hypothesis of degradation MCC by chemical reactions between citric acid with various cement hydrates (portlandite, C-S-H phases, and aluminates hydrates).Figure 13
FTIR spectra of micropolymer concrete MPCc before and after 6 months of exposure to different selected acid solutions.Figure 14
FTIR spectra of micropolymer concrete MPCm before and after 6 months of exposure to different selected acid solutions.Figure 15
FTIR spectra of MCC before and after 6 months of exposure to the selected acid solutions.


## 6.1. Mass Change and Visual Observations

Figures9, 10, and 11 illustrate the mass change of the different formulation exposed to citric, hydrochloric, and sulfuric acids, respectively, as a function of immersion time. A slight weight gain after the immersion of MPCc and MPCm to the considered acid solutions can be observed. This is attributed to water uptake, water used in the acid solutions. No dimensional change was noticed for immersion duration less than 6 months. The MPC is resistant to hydrochloric, sulfuric, and citric acids in regard to this parameter and for durations less than 6 months. Contrarily, MCC lost 10% of its initial mass after six months of immersion in hydrochloric acid (Figure 10) while a loss of 92% is recorded when it is exposed to citric acid for the same duration (Figure 9) and 35% when it is exposed to sulfuric acid (Figure 11). The immersion of microcement concrete, MCC, in acid solutions leads to a relevant degradation of MCC estimated throughout an important mass loss explaining the decrease of the mechanical characteristics. This degradation is accompanied by a material loss more important for MCC exposed to citric acid (Figure 12).Figure 9
Mass change of microconcretes due to the immersion in citric acid.Figure 10
Mass change of microconcretes due to the immersion in hydrochloric acid.Figure 11
Mass change of microconcretes due to the immersion in sulfuric acid.Figure 12
Visual degradation of the microconcretes after 60 days of immersion in acid solutions.The mass change is linked to material loss and to the formation of a degraded layer as observed in Figure12. Visual analysis (Figure 12) leads to the following conclusions:(i)
The exposure of MPC to hydrochloric acid (HCl) does not induce any visual degradation while a highly porous substance with yellowish coloration is observed for MCC. This substance is attributed to the dissolution of the calcium hydroxide, Ca(OH)2, and to the attack of the calcium silicate hydrate phases, C-S-H [17] 2
H
C
l
+
C
a
(
O
H
)
2
⇒
C
a
C
l
2
+
2
H
2
O. The initial dissolution of calcium hydroxide Ca (OH)2 leads to an increase in Si/Ca and consequently to the modification of C-S-H phases that become denser and polymerize. Hence, the reported mass loss is less significant when MCC is exposed to hydrochloric acid (HCl), while the different indicators of degradation are higher (Table 7). Such degradation is revealed by the formation of a porous thick layer without an obvious dimensional variation (Figure 12). This porous degraded layer is of low mechanical strength leading to an important decrease of the mechanical properties of MCC. Moreover, the dissolution of cement hydrates containing Ca releases ions F
e
3
+ and sulfates. When diffusing into MCC F
e
3
+ causes the precipitation of ferric hydroxides and ettringite explaining the yellow color observed in the formed porous thick layer [20–22].
(ii)
The sulfuric acid, H2SO4, is a very aggressive compound for cement concrete [18]. Indeed, its high acidity (pH values often lower than 1) induces the dissolution of cement hydrates and the formation of gypsum: H
2
S
O
4
+
C
a
(
O
H
)
2
⇒
C
a
S
O
4
;
2
H
2
O. These phenomena explain the mass loss and the observed dimensional variation.
(iii)
The citric acid reacts with several cement hydrates (portlandite, C-S-H, …) to produce calcium and aluminum salts. The damaged area shows a high porosity. The cementitious matrix degradation is mainly due to the progressive and almost complete decalcification as well as to the dissolution of all crystallized phases (hydrated and anhydrous components). This explains the observed mass loss and dimensional variations of MCC [19]. Equations describing the formation of calcium salts and aluminum salts due to the chemical reaction between the citric acid with the different cement hydrates are(4)
C
6
H
8
O
7
+
C
a
O
1.7
S
i
O
4
H
2
O
4
C
a
O
H
2
3
C
a
O
A
l
2
O
3
3
C
a
S
O
4
·
32
H
2
O
⟹
c
a
l
c
i
u
m
s
a
l
t
s
a
n
d
a
l
u
m
i
n
u
m
s
a
l
t
s
.


## 6.2. IR Analysis

The FTIR spectra of micropolymer concretes (MPCc and MPCm) before exposure to acid solutions are dominated by the vibration bands characterizing the siliceous aggregates as well as fillers present in the cross-linked epoxy polymer. Their characteristic bands are located at 1079 and 778 cm−1.The IR spectrum of MPCm presents peaks at 1436 cm−1 and 877 cm−1 attributed to the calcite, main mineral existing in calcareous fillers. Moreover, it can be observed that IR spectra display peaks which may be attributed to the cross-linked epoxy: at 1,182 cm−1 [20, 21], 1057 cm−1, and 694 cm−1. Assignment of the bands in the FTIR spectra of MPCc and MPCm before exposure to acid solutions is summarized in Table 8.Table 8
Characteristic bands of MPC observed with FTIR spectra.
Band (cm-
1)
Assignment
Group
MPCc
MPCm
1436
C-O stretching
C
O
3
2
- of calcite
×
1180
C-O stretching
Aromatic ring of DGEBA
×
×
1079
Si-O-Si stretching
Quartz
×
×
1057
C-H bending
Aromatic rings
×
×
877
C-O stretching
C
O
3
2
- of calcite
×
777-778
Si-O bending
Quartz
×
×
694
C-H out of plan bending
Aromatic rings
×
×The characterization of peaks present in the MCC IFRT spectra was achieved through the work [22]. The peaks observed in the 900–1200 cm−1 interval correspond to absorption bands, of calcium silica hydrate C-S-H products. However, ettringite (AFt) and monosulphate (AFm) display absorption bands in this interval. An attempt of the ascription of the observed IR absorption bands is given in Table 9.Table 9
Characteristic FTIR bands before chemical attack.
Band (cm-
1)
Assignment
Cement hydrate
1472
O-H bending
Portlandite CH
1086
S-O stretching
S
O
4
2
- sulfate ions
1046
Si-O stretching
Calcium silicate hydrate C-S-H
875
Al-O-H bending
Ettringite AFm
778
Si-O-Al bending
AFt, AFm
680
Al-O
AlO4Infrared analyses were conducted on the samples before and after aging by immersion in acid solutions during 6 months. The analysis was made on the degraded area. The following can be observed:(i)
The hydrochloric acid does not affect chemical bonds of both polymer microconcretes, MPCc and MPCm (Figures13 and 14). However, for MPCm, a slight decrease of the intensity bands of the groups C-O and O-H (located at 1079 cm−1) associated with calcite characterizing limestone fillers can be noticed while no change is observed for MPCc. On the other hand, the analysis of MCC infrared spectra corroborates the hypothesis of the modification of C-S-H phases that polymerize by the appearance of vibration bands attributed to the presence of C-S-H corresponding to stretching O-H groups at 3382 cm−1 and bending O-H groups occurring at 1632 cm−1 (Figure 15). In addition the characteristic band of portlandite located at 1472 cm−1 completely disappeared. These results corroborate visual observations and validate mechanical results.
(ii)
The sulfuric acid does not involve changes in the chemical structure of polymer concretes (Figures13 and 14). However, the analysis of MCC infrared spectra reveals the disappearance of characteristic bands associated with calcium silicate hydrates phases C-S-H (Si-O groups) located at 1086 cm−1, characteristic bands of ettringite located at 876 cm−1 related to S-O, and net decrease characteristic bands of portlandite situated at 1472 cm−1 linked to O-H chemical groups of aluminates (Figure 15). This validates the hypothesis according to which chemical reactions between the sulfuric acid and the various cement hydrates (portlandite, C-S-H phases, and aluminates hydrates) cause the destruction of cement hydrates and therefore the material loss.
(iii)
The citric acid does not affect the chemical bonds of the micropolymer concretes (Figure13). For MPCm, a slight decrease is observed in the intensity of the peak linked to the stretching vibration “C-O” of calcite characterizing limestone fillers located at 1709 cm−1 (Figure 14). Analysis of the MCC infrared spectra reveals a significant decrease in the characteristic bands associated with calcium silicate hydrates phases C-S-H (the Si-O group) located at 1086 cm−1 and a shape change of characteristic bands of portlandite located at 1472 cm−1 and associated vibrations of the OH chemical groups (Figure 15). This confirms the hypothesis of degradation MCC by chemical reactions between citric acid with various cement hydrates (portlandite, C-S-H phases, and aluminates hydrates).Figure 13
FTIR spectra of micropolymer concrete MPCc before and after 6 months of exposure to different selected acid solutions.Figure 14
FTIR spectra of micropolymer concrete MPCm before and after 6 months of exposure to different selected acid solutions.Figure 15
FTIR spectra of MCC before and after 6 months of exposure to the selected acid solutions.


## 7. Discussion and Conclusion

In this work, the durability of micropolymer concrete (MPC) based on epoxy resin and microcement concrete (MCC) exposed to citric, sulfuric, and hydrochloride acids is studied. It appears that the best indicator to assess this type of degradation is the relative variation of compressive strengthD
σ
c. Moreover, this work reveals that the MPC has a better resistance than MCC to chemical attack.A small reduction in mechanical properties was observed after epoxy micropolymer concrete exposure to the selected acid solutions. The introduction of calcareous fillers into the formulation results in better mechanical characteristic but further degradation of the micropolymer concrete when exposed to hydrochloric acid. In contrast, it improves its resistance to chemical attack by citric and sulfuric acids. A mass change of all specimens is observed due to water uptake leading to the degradation in the resin-aggregates interface and therefore to the decrease of mechanical properties.When immerged in citric and sulfuric acid solutions, the mass loss of MCC is associated with a more significant material loss than when it was exposed to hydrochloric acid. However, the degradation of MCC after its exposure to hydrochloric acid solution is more important than this observed after its immersion to citric acid solution due the chemical reactions leading to the formation of a thick porous layer. Hence, a significant decrease in MCC mechanical properties was highlighted due to the degradation and chemical cracking of the hydraulic cement binder.



---

*Source: 4728372-2016-09-29.xml*