# Effect of Atmospheric Pressure on Performance of AEA and Air Entraining Concrete

Authors: Yan Shi; Huaquan Yang; Shihua Zhou; Aiguo Wang; Xingdong Lv
Journal: Advances in Materials Science and Engineering
 (2018)

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## Abstract

The effect of atmospheric pressure on performance of air entraining agent (AEA) and air entraining concrete was studied in Tibet and Hubei, China. The result shows that the reduced atmospheric pressure increased surface tension and lowered foaming property of solution. The AEA with excellent foaming ability and stability is preferred in low atmospheric pressure. The freeze-thaw deterioration process of hardened pastes is relatively faster under low atmospheric pressure. The effect of air pressure on concrete frost resistance performance is more sensitive than the mechanical property. The bigger pores and poor uniformity of internal pore size distribution led to the deterioration of concrete macroscopic properties. Therefore, the AEA varieties should be preferred, the dosage of AEA should be increased, and pore structure of pastes should be optimized to ensure the durability of concrete frost resistance for construction in low-pressure areas.


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## Body

## 1. Introduction

The altitude of China’s Tibet region is higher than 3000 m. The significant climatic environment of high-altitude area is low pressure, large temperature difference between day and night, dry and windy due to high and complex terrain, high-altitude atmospheric circulation, and solar and other strong radiation along with various other factors. In plateau climate conditions, air entraining concrete is used in hydropower, transportation, and civil engineering projects to resist the frequent freeze-thaw cycle to avoid freezing and other induced disease, thereby ensuring the safe operation of the building [1].The AEA can introduce a large number of homogeneously distributed air micropores and, consequently, improve the mixing workability, antipermeability of concrete performance, and frost resistance [2, 3]. The factors of ambient temperature, humidity, and air pressure affect the air entraining concrete performance besides the factors of raw materials, proportion of mixture, and construction method. The mechanism of atmospheric pressure affects relatively the concrete performance. Therefore, the corresponding test could not be easily carried out, and the relevant study is less reported. Mielenz et al. suggested that existing pressure gradient between the big bubbles and the small bubbles makes the transfer of air possible between the bubbles. The transfer of air leads to change in the volume of air in pastes over the period of time [4]. Ley et al. proposed that the diameter of bubbles becomes smaller or even breaks up [5]. This changes the pore volume and distribution in fresh concrete by increasing the pressure around the pores. At the same time, the liquid behavior of different AEAs is different. According to Zhu et al. [6], the air content of the concrete shows decreasing tendency with the decreasing atmosphere pressure. Li and Fu suggested that the air content of concrete shows linear decrease with the decreasing atmosphere pressure. The higher the initial air content, the greater the decreasing rate of the air content with the ambient air pressure is found. The greater the slump of concrete is, the stronger the ability to resist reduction in the air content due to lower air pressure is [7].Under different atmospheric pressures in Chinese Tibet (below 70.0 kPa) and Hubei (about 101.1 kPa), the effect of atmospheric pressure on the surface tension and air entraining performance of AEA is studied by AEA quality test. The effect of atmospheric pressure on macroscopic properties and micropore structure is studied by testing the air content of fresh concrete, the compressive strength of concrete, CT meso-map, and the mercury injection of freeze-thaw specimens. The aim of this study is to optimize the AEA varieties, improve the durability of concrete, improve the quality of engineering structure, and provide technical reference for prolonging the engineering life.


## 2. Experimental

### 2.1. Raw Materials and Concrete Mix

Moderate heat Portland cement PM 42.5 (Chinese standard GB175-2007), F class II level fly ash (Chinese standard DL/T 5055-2007), granite aggregates, and chemical admixtures are used in this study. Chemical compositions of cement and fly ash are shown in Table1. Physical properties of cement and fly ash are shown in Tables 2 and 3, respectively.Table 1
Chemical composition of cement and fly ash by weight (%).
Compositions
CaO
SiO2
Al2O3
Fe2O3
MgO
K2O
Na2O
SO3
Loss
Cement
62.05
20.71
4.44
5.12
4.12
0.28
0.11
2.23
0.9
Fly ash
3.27
46.19
36.95
4.43
0.38
1.01
0.38
0.38
3.58Table 2
Physical properties of cement.
Specific area (m2·kg−1)
Fitness (%)
Density (g·cm−3)
Water requirement of normal consistency (%)
Stability
Setting time (minimum)
Initial setting
Final setting
390
3.7
3.21
23.2
Qualified
185
270Table 3
Physical properties of fly ash.
Fitness (%)
Water demand ratio (%)
Density (g·cm−3)
Percentage of compressive strength∗ (%)
7 days
28 days
7.9
98
2.3
61.3
72.3
∗Strength ratio between test mortar with fly ash (30% by mass of cement) and base mortar at 28 days of age.The chemical admixtures include superplasticizer and liquid AEA A and AEA B. The raw materials’ quality satisfied all the corresponding Chinese technical specifications. The maximum particle size of aggregates is found to be 40 mm. The slump of fresh concrete is found between 50 mm and 70 mm. The mix proportions of concrete are shown in Table4.Table 4
Mix proportions of concrete.
Water (kg·m−3)
Cement (kg·m−3)
Fly ash (kg·m−3)
Fine aggregate (kg·m−3)
Coarse aggregate (kg·m−3)
Superplasticizer (%)
AEA A (%)
124
174
74
675
1326
0.8
0∼0.08


### 2.2. Experimental Methods

#### 2.2.1. Solution Characteristics of AEA

The surface tension of the same batch of liquid AEA was tested by the platinum ring surface tension apparatus in three different places (Hubei Wuhan, 101.1 kPa, Tibet Shannan, 65.9 kPa, and Tibet Naqu, 57.2 kPa). The foaming capacity and foam stability of the AEA were tested by the shaking method. Shake 10 ml of 1% solution for 3 minutes, record the volume of foam, and observe the foam morphology from 0 minutes to 3 minutes.


#### 2.2.2. Macroscopic Properties of Concrete

The concrete is mixed and formed in Wuhan and Tibet indoor test labs, respectively. The condition of the mixing room is kept at temperature 20 ± 5°C and relative humidity 60% ± 5% according to the China Power Industry Standard DL 5150. The concrete air content is tested using a concrete air content measuring instrument from Sanyo, Japan. The concrete samples are tested for their compressive strength and frost resistance property using the specimens of 150 mm × 150 mm × 150 mm and 100 mm × 100 mm × 400 mm prisms, respectively.


#### 2.2.3. Microscopic Properties of Concrete

The microdistribution of the cross section of the specimen before and after freeze-thaw cycles is measured by a CT tester. The internal paste pore structure of frozen-thaw cycle specimens is tested by the mercury injection method with the pore size determination range of 3 nm∼1000μm.


## 2.1. Raw Materials and Concrete Mix

Moderate heat Portland cement PM 42.5 (Chinese standard GB175-2007), F class II level fly ash (Chinese standard DL/T 5055-2007), granite aggregates, and chemical admixtures are used in this study. Chemical compositions of cement and fly ash are shown in Table1. Physical properties of cement and fly ash are shown in Tables 2 and 3, respectively.Table 1
Chemical composition of cement and fly ash by weight (%).
Compositions
CaO
SiO2
Al2O3
Fe2O3
MgO
K2O
Na2O
SO3
Loss
Cement
62.05
20.71
4.44
5.12
4.12
0.28
0.11
2.23
0.9
Fly ash
3.27
46.19
36.95
4.43
0.38
1.01
0.38
0.38
3.58Table 2
Physical properties of cement.
Specific area (m2·kg−1)
Fitness (%)
Density (g·cm−3)
Water requirement of normal consistency (%)
Stability
Setting time (minimum)
Initial setting
Final setting
390
3.7
3.21
23.2
Qualified
185
270Table 3
Physical properties of fly ash.
Fitness (%)
Water demand ratio (%)
Density (g·cm−3)
Percentage of compressive strength∗ (%)
7 days
28 days
7.9
98
2.3
61.3
72.3
∗Strength ratio between test mortar with fly ash (30% by mass of cement) and base mortar at 28 days of age.The chemical admixtures include superplasticizer and liquid AEA A and AEA B. The raw materials’ quality satisfied all the corresponding Chinese technical specifications. The maximum particle size of aggregates is found to be 40 mm. The slump of fresh concrete is found between 50 mm and 70 mm. The mix proportions of concrete are shown in Table4.Table 4
Mix proportions of concrete.
Water (kg·m−3)
Cement (kg·m−3)
Fly ash (kg·m−3)
Fine aggregate (kg·m−3)
Coarse aggregate (kg·m−3)
Superplasticizer (%)
AEA A (%)
124
174
74
675
1326
0.8
0∼0.08


## 2.2. Experimental Methods

### 2.2.1. Solution Characteristics of AEA

The surface tension of the same batch of liquid AEA was tested by the platinum ring surface tension apparatus in three different places (Hubei Wuhan, 101.1 kPa, Tibet Shannan, 65.9 kPa, and Tibet Naqu, 57.2 kPa). The foaming capacity and foam stability of the AEA were tested by the shaking method. Shake 10 ml of 1% solution for 3 minutes, record the volume of foam, and observe the foam morphology from 0 minutes to 3 minutes.


### 2.2.2. Macroscopic Properties of Concrete

The concrete is mixed and formed in Wuhan and Tibet indoor test labs, respectively. The condition of the mixing room is kept at temperature 20 ± 5°C and relative humidity 60% ± 5% according to the China Power Industry Standard DL 5150. The concrete air content is tested using a concrete air content measuring instrument from Sanyo, Japan. The concrete samples are tested for their compressive strength and frost resistance property using the specimens of 150 mm × 150 mm × 150 mm and 100 mm × 100 mm × 400 mm prisms, respectively.


### 2.2.3. Microscopic Properties of Concrete

The microdistribution of the cross section of the specimen before and after freeze-thaw cycles is measured by a CT tester. The internal paste pore structure of frozen-thaw cycle specimens is tested by the mercury injection method with the pore size determination range of 3 nm∼1000μm.


## 2.2.1. Solution Characteristics of AEA

The surface tension of the same batch of liquid AEA was tested by the platinum ring surface tension apparatus in three different places (Hubei Wuhan, 101.1 kPa, Tibet Shannan, 65.9 kPa, and Tibet Naqu, 57.2 kPa). The foaming capacity and foam stability of the AEA were tested by the shaking method. Shake 10 ml of 1% solution for 3 minutes, record the volume of foam, and observe the foam morphology from 0 minutes to 3 minutes.


## 2.2.2. Macroscopic Properties of Concrete

The concrete is mixed and formed in Wuhan and Tibet indoor test labs, respectively. The condition of the mixing room is kept at temperature 20 ± 5°C and relative humidity 60% ± 5% according to the China Power Industry Standard DL 5150. The concrete air content is tested using a concrete air content measuring instrument from Sanyo, Japan. The concrete samples are tested for their compressive strength and frost resistance property using the specimens of 150 mm × 150 mm × 150 mm and 100 mm × 100 mm × 400 mm prisms, respectively.


## 2.2.3. Microscopic Properties of Concrete

The microdistribution of the cross section of the specimen before and after freeze-thaw cycles is measured by a CT tester. The internal paste pore structure of frozen-thaw cycle specimens is tested by the mercury injection method with the pore size determination range of 3 nm∼1000μm.


## 3. Results and Discussion

### 3.1. Solution Characteristics of AEA

The quality characteristics and effect of AEA are essential to ensure the frost resistance durability of concrete under low atmospheric pressure. The AEA is usually a surfactant which can significantly reduce the surface tension and interfacial energy of water. As a result, small and uniform, mostly under 200μm in diameter large amounts of bubbles are produced during mixing. The AEA molecules are adsorbed on the surface of the bubbles to form a firmer liquid film, making the bubbles stable and not easily broken [2, 5].In order to optimize the AEA suitable for high-altitude area, the surface tension and foam capacity of AEA under different air pressures are compared. As shown in Table5 and Figure 1, atmospheric pressure decreases from 101.1 kPa to 57.2 kPa, and the surface tension with two kinds of AEA solution increases. The growth rates are 118% and 114%, the AEA foaming ability decreases, and foam becomes large and thin, which reduces defoaming time. Thus foaming capacity and foam stability of different AEAs are different. The strength of the single molecular membrane on the air-water surface directly determines the stability of the bubbles [8]. With excellent bubble stability, air entraining agent can introduce the lower loss and the higher strength bubbles in concrete. The distribution of bubbles is more small, stable, and reasonable which can enhance the frost resistance durability of the concrete. In contrast, at lower atmospheric pressure, AEA A has stronger foaming ability, longer defoaming time, and better foam stability, which is more suitable for air entraining concrete used in high-altitude environment.Table 5
Surface tension and foaming property of AEA under different air pressures.
Sample
Atmospheric pressure (kPa)
Surface tension
Foaming ability
Test value (mN·m−1)
Growth rate (%)
Foaming capacity (ml)
Foaming capacity at 3 min (ml)
Foam stability (%)
Defoaming time (min)
Bubble shape
AEA A
101.1
29.4
100
Full
Full
100
≥72 h
Small, much even
65.9
32.9
112
Full
Full
100
≥48 h
Big, little, sparse
57.2
34.6
118
50
49
98
≥48 h
AEA B
101.1
31.9
100
38
36
95
≥36 h
Moderate, even
65.9
34.2
107
32
30
94
≥24 h
Big, little, sparse
57.2
36.3
114
29
26
90
≥24 hFigure 1
Surface tension histogram of AEA under different air pressures.


### 3.2. Air Content of Fresh Concrete

The relationship between dosage of AEA and air content of fresh concrete under different atmospheric pressures is shown in Figure2. The result shows that the air content of fresh concrete mixing in Tibet is lower than that of concrete mixing in Wuhan with the same raw materials, mix proportions, and construction method. The percentage of reduction rate was 30%∼47%; the more the dosage of AEA is, the more the percentage is.Figure 2
The relationship between dosage of AEA and concrete air content under different atmospheric pressures.The relationship between atmospheric pressure and altitude is characterized by the following equation [9]:(1)P=P0×1−H443305.225,where P0 (kPa) is the standard atmospheric pressure of 101.3 kPa and P (kPa) is the air pressure value for altitude of H (m). Therefore, for the altitudes of 23 m (Wuhan and Hubei), 3500 m (Shannan and Tibet), and 4600 m (Naqu and Tibet), the corresponding air pressures are 101.1 kPa, 65.9 kPa, and 57.2 kPa, respectively. The air pressure in the Tibet region is only equivalent to 0.7 of standard atmospheric pressure. It could be seen that the difference of ambient air pressures affected the air content of fresh concrete. The result shows that lower ambient air pressure is not sufficient to introduce bubbles in concrete and the bubbles easily escape from the concrete


### 3.3. Concrete Compressive Strength

Table6 shows that the concrete compressive strength increases with the developing curing age. The air content of concrete mixing in Wuhan was higher 1.5% than that of the concrete mixing in Tibet. However, the compressive strength of these has no much difference. The 180-day compressive strength of concrete mixing in Wuhan is even slightly higher.Table 6
Compressive strength of concrete formed under different air pressures.
Sample
Atmospheric pressure
Dosage of AEA (%)
Air content (%)
Compressive strength (MPa)
7 days
28 days
90 days
180 days
WH
Tibet, 65.9 kPa
0.04
3.6
15.9
27.2
34.3
38.9
XZ
Hubei, 101.1 kPa
0.04
5.1
14.7
26.5
34.3
39.2The concrete compressive strength generally decreases with the increasing air content value. The air content increases 1.3%, 2.9%, and 4.7% for the corresponding decreasing compressive strength of 4.7%, 14.3%, and 30.9%, respectively [10]. The air content of concrete induced by the different ambient air pressures has slight effect on compressive strength. Thus, the air content of concrete is not the only parameter affecting compressive strength.


### 3.4. Concrete Frost Resistance Performance

Table7 shows the test results of frost resistance of concrete formed under different ambient pressures. The CT scanning section of the specimen after 150 freeze-thaw cycles is shown in Figure 3. The results show that with the increase of freeze-thaw cycles, the macroscopic properties of concrete gradually deteriorate, the relative dynamic modulus decreases, and the loss of mass increases. After 150 freeze-thaw cycles, concrete specimens in Hubei have higher relative modulus of elasticity and less loss of mass so that the frost resistance is better than that of the concrete specimen in Tibet.Table 7
Frost resistance of concrete formed under different air pressures.
Sample
Atmospheric pressure
AEA dosage (%)
Air content (%)
Frost resistance of 28 days
Relative dynamic elasticity modulus (%)
Loss of mass (%)
P
50
P
100
P
150
W
50
W
100
W
150
WH
Tibet, 65.9 kPa
0.04
3.6
90
86
78
0.4
1.2
2.7
XZ
Hubei, 101.1 kPa
0.04
5.1
93
90
84
0
0.3
1.0Figure 3
CT scanning diagram of the concrete section after 150 freeze-thaw cycles. (a) Sample of XZ. (b) Sample of WH.
(a)
(b)The meso- and microstructures of concrete reflect indirectly the macroscopic performance indexes. Aggregate, paste, the mesodistribution of pore structure, and the development of cracks after freeze-thaw damage can be shown by CT scanning [11]. In Figure 3, the density of the aggregate is hoar, the density of mortar is gray, and the lowest brightness spots are pores and cracks. Under the action of freeze-thaw cycles, the combined effect of ice expansion pressure and seepage pressure on the pore water of concrete pore will lead to the denudation failure from surface to interior [12]. There are uneven pores and some defects in the two groups of concrete specimens and more defects in the concrete of Tibet, especially, in the interface area around the aggregate. After freeze-thaw cycle damage, the specimens of Hubei are broken at the edge of concrete but there are obvious microcracks inside and outside the concrete in Tibet and some small cracks have been connected into larger defects.


### 3.5. Microstructure of Hardened Paste

Figure4 shows the volume differential curve of the cumulative mercury content of hardened paste before and after freeze-thaw cycles. The pore structure results and pore size distribution of hardened paste are shown in Table 8 and Figure 5. The development of curve can roughly reflect the pore size distribution, in which the peak is the most probable pore size, which is the one with the highest probability. The more the peak to the left is, the larger the most probable pore size of the sample is. Zhongwei and Huizhen [13] suggested that the pore size in concrete can be divided into four levels, that is, <20 nm (harmless pore), 20 nm∼100 nm (less harmful pore), 100 nm∼200 nm (harmful pore), and >200 nm (more harmful pore). Strength and impermeability of concrete can be enhanced by increasing pores smaller than 50 nm and reducing pores larger than 100 nm.Figure 4
Cumulative differential curve of mercury content in hardened paste before and after freeze-thaw cycles. (a) Forming in Hubei. (b) Forming in Tibet.
(a)
(b)Table 8
Pore structure of hardened paste.
Sample
Porosity (%)
Distribution of pore size (%)
<100 nm
≥100 nm
<5 nm
5∼20 nm
20∼50 nm
50∼100 nm
100∼200 nm
>200 nm
WH
19.9
11.8
27.3
38.6
15.3
1.0
6.0
93.0
7.0
WH-D150
20.5
7.8
22.6
22.3
23.0
6.7
17.6
75.7
24.3
XZ
17.3
9.2
25.4
31.8
10.6
5.8
17.2
77.0
23.0
XZ-D150
32.2
9.4
20.7
16.9
22.6
4.8
25.6
69.6
30.4Figure 5
Pore size distribution of hardened paste.The two groups of reference pastes (WH and XZ) under the different atmospheric pressures have the comparable, most probable pore size, but the peak of WH pastes is higher. The total porosity of hardened cement paste is 19.9% and 17.3% in Hubei and Tibet, respectively. However, the pore size of cement paste in Hubei is mainly concentrated <100 nm (accounting for 93%), most of them were less harmful and harmless pores, and the harmful pores are only 7.0%. The uniformity of pore size distribution is relatively poor in Tibet’s concrete, and the harmful pores larger than 100 nm are as high as 23.0%.Most probable aperture in the hardened paste increases, and the peak in the curve shifts to the left after 150 times of freeze-thaw cycle. The total porosity of specimens is increased; especially, the pores above 50 nm in size. In general, freeze-thaw cycles lead to increased harmful pores in paste. On the other hand, the deterioration process of hardened paste in Tibet is faster and the final porosity is 32.2% (for <100 nm less harmful or harmless pores 69.6% and >100 nm harmful pores 30.4%), which is higher than 20.5% of Hubei.Therefore, the freeze-thaw cycle process increases the porosity of the cement paste, especially, the increase of less harmful and harmful holes. The concrete formed at low pressure in Tibet is more vulnerable to freeze-thaw damage, and the sensitivity of air pressure to the frost resistance is more than the mechanical properties which are in agreement with the test results.


### 3.6. Discussion of Mechanism

The adsorption of gas on the liquid surface and the solubility in liquid will decrease with the increase of atmospheric pressure. This will lead to the increase of the surface tension of AEA. The change of surface tension of AEA directly affects the size of pores. According to the Young–Laplace equation, the relationship between surface tension and bubble size is as follows:(2)P=2σR,where σ (mN/m) is the surface tension and R (μm) is the bubble radius.According to (2), the bubble radius of different AEAs at different atmospheric pressures can be calculated, and the results are shown in Table 9. It is known that R increases with the increase of σ, when P is kept constant. When P decreases, σ increases and R also increases. For example, when the surface tension of AEA is more at Tibet, it has strong endurance to the contraction of liquid molecules and can maintain a larger bubble radius, but the bubble wall may be thinner and easy to break. Hence, the stability is slightly worse.Table 9
Calculated results of bubble radius of AEA.
Location
Atmospheric pressure (kPa)
Surface tensionσ (mN·m−1)
Bubble radiusR (μm)
AEA A
AEA B
AEA A
AEA B
Wuhan of Hubei
100
29.4
31.9
58.8
63.8
Shannan of Tibet
66
32.9
34.2
99.7
103.6
Naqu of Tibet
57
34.6
36.3
121.4
127.4It was shown [14] that bubble formation and bubble properties are related to gravity acceleration, liquid density, capillary radius, and so on. Therefore, compared with the low-altitude area, the internal pore radius of the concrete in the higher altitude area is larger. At the same site, the summer air pressure is higher than that in winter, so the air bubbles inside the concrete made in winter are much larger than those in summer. The atmospheric pressure affects the quality characteristics of AEA solution and air entraining effect, thus affecting the air content of fresh concrete and hardened paste pore structure. This shows that different pressures lead to differences in the macroscopic mechanics and frost resistance of concrete for the same ratio.Therefore, in winter, the frost resistance durability of concrete at high-altitude area can be guaranteed through optimize the variety of AEA, appropriately increase the amount of AEA and improve the internal pore structure of concrete.


## 3.1. Solution Characteristics of AEA

The quality characteristics and effect of AEA are essential to ensure the frost resistance durability of concrete under low atmospheric pressure. The AEA is usually a surfactant which can significantly reduce the surface tension and interfacial energy of water. As a result, small and uniform, mostly under 200μm in diameter large amounts of bubbles are produced during mixing. The AEA molecules are adsorbed on the surface of the bubbles to form a firmer liquid film, making the bubbles stable and not easily broken [2, 5].In order to optimize the AEA suitable for high-altitude area, the surface tension and foam capacity of AEA under different air pressures are compared. As shown in Table5 and Figure 1, atmospheric pressure decreases from 101.1 kPa to 57.2 kPa, and the surface tension with two kinds of AEA solution increases. The growth rates are 118% and 114%, the AEA foaming ability decreases, and foam becomes large and thin, which reduces defoaming time. Thus foaming capacity and foam stability of different AEAs are different. The strength of the single molecular membrane on the air-water surface directly determines the stability of the bubbles [8]. With excellent bubble stability, air entraining agent can introduce the lower loss and the higher strength bubbles in concrete. The distribution of bubbles is more small, stable, and reasonable which can enhance the frost resistance durability of the concrete. In contrast, at lower atmospheric pressure, AEA A has stronger foaming ability, longer defoaming time, and better foam stability, which is more suitable for air entraining concrete used in high-altitude environment.Table 5
Surface tension and foaming property of AEA under different air pressures.
Sample
Atmospheric pressure (kPa)
Surface tension
Foaming ability
Test value (mN·m−1)
Growth rate (%)
Foaming capacity (ml)
Foaming capacity at 3 min (ml)
Foam stability (%)
Defoaming time (min)
Bubble shape
AEA A
101.1
29.4
100
Full
Full
100
≥72 h
Small, much even
65.9
32.9
112
Full
Full
100
≥48 h
Big, little, sparse
57.2
34.6
118
50
49
98
≥48 h
AEA B
101.1
31.9
100
38
36
95
≥36 h
Moderate, even
65.9
34.2
107
32
30
94
≥24 h
Big, little, sparse
57.2
36.3
114
29
26
90
≥24 hFigure 1
Surface tension histogram of AEA under different air pressures.


## 3.2. Air Content of Fresh Concrete

The relationship between dosage of AEA and air content of fresh concrete under different atmospheric pressures is shown in Figure2. The result shows that the air content of fresh concrete mixing in Tibet is lower than that of concrete mixing in Wuhan with the same raw materials, mix proportions, and construction method. The percentage of reduction rate was 30%∼47%; the more the dosage of AEA is, the more the percentage is.Figure 2
The relationship between dosage of AEA and concrete air content under different atmospheric pressures.The relationship between atmospheric pressure and altitude is characterized by the following equation [9]:(1)P=P0×1−H443305.225,where P0 (kPa) is the standard atmospheric pressure of 101.3 kPa and P (kPa) is the air pressure value for altitude of H (m). Therefore, for the altitudes of 23 m (Wuhan and Hubei), 3500 m (Shannan and Tibet), and 4600 m (Naqu and Tibet), the corresponding air pressures are 101.1 kPa, 65.9 kPa, and 57.2 kPa, respectively. The air pressure in the Tibet region is only equivalent to 0.7 of standard atmospheric pressure. It could be seen that the difference of ambient air pressures affected the air content of fresh concrete. The result shows that lower ambient air pressure is not sufficient to introduce bubbles in concrete and the bubbles easily escape from the concrete


## 3.3. Concrete Compressive Strength

Table6 shows that the concrete compressive strength increases with the developing curing age. The air content of concrete mixing in Wuhan was higher 1.5% than that of the concrete mixing in Tibet. However, the compressive strength of these has no much difference. The 180-day compressive strength of concrete mixing in Wuhan is even slightly higher.Table 6
Compressive strength of concrete formed under different air pressures.
Sample
Atmospheric pressure
Dosage of AEA (%)
Air content (%)
Compressive strength (MPa)
7 days
28 days
90 days
180 days
WH
Tibet, 65.9 kPa
0.04
3.6
15.9
27.2
34.3
38.9
XZ
Hubei, 101.1 kPa
0.04
5.1
14.7
26.5
34.3
39.2The concrete compressive strength generally decreases with the increasing air content value. The air content increases 1.3%, 2.9%, and 4.7% for the corresponding decreasing compressive strength of 4.7%, 14.3%, and 30.9%, respectively [10]. The air content of concrete induced by the different ambient air pressures has slight effect on compressive strength. Thus, the air content of concrete is not the only parameter affecting compressive strength.


## 3.4. Concrete Frost Resistance Performance

Table7 shows the test results of frost resistance of concrete formed under different ambient pressures. The CT scanning section of the specimen after 150 freeze-thaw cycles is shown in Figure 3. The results show that with the increase of freeze-thaw cycles, the macroscopic properties of concrete gradually deteriorate, the relative dynamic modulus decreases, and the loss of mass increases. After 150 freeze-thaw cycles, concrete specimens in Hubei have higher relative modulus of elasticity and less loss of mass so that the frost resistance is better than that of the concrete specimen in Tibet.Table 7
Frost resistance of concrete formed under different air pressures.
Sample
Atmospheric pressure
AEA dosage (%)
Air content (%)
Frost resistance of 28 days
Relative dynamic elasticity modulus (%)
Loss of mass (%)
P
50
P
100
P
150
W
50
W
100
W
150
WH
Tibet, 65.9 kPa
0.04
3.6
90
86
78
0.4
1.2
2.7
XZ
Hubei, 101.1 kPa
0.04
5.1
93
90
84
0
0.3
1.0Figure 3
CT scanning diagram of the concrete section after 150 freeze-thaw cycles. (a) Sample of XZ. (b) Sample of WH.
(a)
(b)The meso- and microstructures of concrete reflect indirectly the macroscopic performance indexes. Aggregate, paste, the mesodistribution of pore structure, and the development of cracks after freeze-thaw damage can be shown by CT scanning [11]. In Figure 3, the density of the aggregate is hoar, the density of mortar is gray, and the lowest brightness spots are pores and cracks. Under the action of freeze-thaw cycles, the combined effect of ice expansion pressure and seepage pressure on the pore water of concrete pore will lead to the denudation failure from surface to interior [12]. There are uneven pores and some defects in the two groups of concrete specimens and more defects in the concrete of Tibet, especially, in the interface area around the aggregate. After freeze-thaw cycle damage, the specimens of Hubei are broken at the edge of concrete but there are obvious microcracks inside and outside the concrete in Tibet and some small cracks have been connected into larger defects.


## 3.5. Microstructure of Hardened Paste

Figure4 shows the volume differential curve of the cumulative mercury content of hardened paste before and after freeze-thaw cycles. The pore structure results and pore size distribution of hardened paste are shown in Table 8 and Figure 5. The development of curve can roughly reflect the pore size distribution, in which the peak is the most probable pore size, which is the one with the highest probability. The more the peak to the left is, the larger the most probable pore size of the sample is. Zhongwei and Huizhen [13] suggested that the pore size in concrete can be divided into four levels, that is, <20 nm (harmless pore), 20 nm∼100 nm (less harmful pore), 100 nm∼200 nm (harmful pore), and >200 nm (more harmful pore). Strength and impermeability of concrete can be enhanced by increasing pores smaller than 50 nm and reducing pores larger than 100 nm.Figure 4
Cumulative differential curve of mercury content in hardened paste before and after freeze-thaw cycles. (a) Forming in Hubei. (b) Forming in Tibet.
(a)
(b)Table 8
Pore structure of hardened paste.
Sample
Porosity (%)
Distribution of pore size (%)
<100 nm
≥100 nm
<5 nm
5∼20 nm
20∼50 nm
50∼100 nm
100∼200 nm
>200 nm
WH
19.9
11.8
27.3
38.6
15.3
1.0
6.0
93.0
7.0
WH-D150
20.5
7.8
22.6
22.3
23.0
6.7
17.6
75.7
24.3
XZ
17.3
9.2
25.4
31.8
10.6
5.8
17.2
77.0
23.0
XZ-D150
32.2
9.4
20.7
16.9
22.6
4.8
25.6
69.6
30.4Figure 5
Pore size distribution of hardened paste.The two groups of reference pastes (WH and XZ) under the different atmospheric pressures have the comparable, most probable pore size, but the peak of WH pastes is higher. The total porosity of hardened cement paste is 19.9% and 17.3% in Hubei and Tibet, respectively. However, the pore size of cement paste in Hubei is mainly concentrated <100 nm (accounting for 93%), most of them were less harmful and harmless pores, and the harmful pores are only 7.0%. The uniformity of pore size distribution is relatively poor in Tibet’s concrete, and the harmful pores larger than 100 nm are as high as 23.0%.Most probable aperture in the hardened paste increases, and the peak in the curve shifts to the left after 150 times of freeze-thaw cycle. The total porosity of specimens is increased; especially, the pores above 50 nm in size. In general, freeze-thaw cycles lead to increased harmful pores in paste. On the other hand, the deterioration process of hardened paste in Tibet is faster and the final porosity is 32.2% (for <100 nm less harmful or harmless pores 69.6% and >100 nm harmful pores 30.4%), which is higher than 20.5% of Hubei.Therefore, the freeze-thaw cycle process increases the porosity of the cement paste, especially, the increase of less harmful and harmful holes. The concrete formed at low pressure in Tibet is more vulnerable to freeze-thaw damage, and the sensitivity of air pressure to the frost resistance is more than the mechanical properties which are in agreement with the test results.


## 3.6. Discussion of Mechanism

The adsorption of gas on the liquid surface and the solubility in liquid will decrease with the increase of atmospheric pressure. This will lead to the increase of the surface tension of AEA. The change of surface tension of AEA directly affects the size of pores. According to the Young–Laplace equation, the relationship between surface tension and bubble size is as follows:(2)P=2σR,where σ (mN/m) is the surface tension and R (μm) is the bubble radius.According to (2), the bubble radius of different AEAs at different atmospheric pressures can be calculated, and the results are shown in Table 9. It is known that R increases with the increase of σ, when P is kept constant. When P decreases, σ increases and R also increases. For example, when the surface tension of AEA is more at Tibet, it has strong endurance to the contraction of liquid molecules and can maintain a larger bubble radius, but the bubble wall may be thinner and easy to break. Hence, the stability is slightly worse.Table 9
Calculated results of bubble radius of AEA.
Location
Atmospheric pressure (kPa)
Surface tensionσ (mN·m−1)
Bubble radiusR (μm)
AEA A
AEA B
AEA A
AEA B
Wuhan of Hubei
100
29.4
31.9
58.8
63.8
Shannan of Tibet
66
32.9
34.2
99.7
103.6
Naqu of Tibet
57
34.6
36.3
121.4
127.4It was shown [14] that bubble formation and bubble properties are related to gravity acceleration, liquid density, capillary radius, and so on. Therefore, compared with the low-altitude area, the internal pore radius of the concrete in the higher altitude area is larger. At the same site, the summer air pressure is higher than that in winter, so the air bubbles inside the concrete made in winter are much larger than those in summer. The atmospheric pressure affects the quality characteristics of AEA solution and air entraining effect, thus affecting the air content of fresh concrete and hardened paste pore structure. This shows that different pressures lead to differences in the macroscopic mechanics and frost resistance of concrete for the same ratio.Therefore, in winter, the frost resistance durability of concrete at high-altitude area can be guaranteed through optimize the variety of AEA, appropriately increase the amount of AEA and improve the internal pore structure of concrete.


## 4. Conclusions

(1)
When the ambient pressure is reduced from 101.1 kPa to 57.2 kPa, the surface tension of two kinds of AEAs is increased by 118% and 114% and the foaming ability is decreased. The AEA A has strong foaming ability and good foam stability, and it is more suitable for air entraining concrete in low-pressure environment.
(2)
Air content of fresh concrete in the Tibet area is lower than that of in the Hubei area from 30% to 47%. When the dosage of AEA is more, the gap is more. When the difference of air content is 1.4%, the compressive strength of concrete is very close in two regions and the frost resistance of concrete affected by the pressure is more sensitive.
(3)
The frost resistance of concrete formed at low air pressure is poor. As is shown in the CT diagram, there are obvious microcracks in the specimen except the edge damage, and some cracks connect into larger defects after freeze-thaw damage. The results of mercury injection show that the construction of cement paste becomes loose and the porosity and harmful pore ratio increase with the freeze-thaw process.
(4)
The atmospheric pressure affects the air entraining effect of AEA solution which also affects the macroscopic properties of concrete and porous structure. In order to ensure the frost resistance of concrete in high-altitude area, the internal pore structure of concrete should be improved by optimizing variety and dosage of AEA.



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*Source: 6528412-2018-03-21.xml*