# Optimum Design and Performance of Porous Concrete for Heavy-Load Traffic Pavement in Cold and Heavy Rainfall Region of NE China

Authors: Ailing Yao; Hao Ding; Xiaochen Zhang; Zhao Hu; Runshu Hao; Tao Yang
Journal: Advances in Materials Science and Engineering
 (2018)

---

## Abstract

The aim of the study was to solve the problem of drainage stability of pavement base in cold and Cloudburst area. With porous concrete as the research object, an optimum design of porous concrete was determined using a step filling and orthogonal test method, and the relationship between the porosity and the connected porosity of the porous concrete was analyzed. Furthermore, drainage performance and frost resistance of the pavement, compressive strength of the porous concrete, bending strength, and compressive elastic modulus were studied. The results show that the effects of water-cement ratio on the strength of porous concrete based on the step filling method are the most significant. In addition, the connected porosity and goal porosity have a good linear relationship; that is, the drainage performance increases with the increase in connected porosity, whereas the frost resistance, compressive strength, flexural tensile strength, and compressive elastic modulus decrease with the increase in connected porosity. Based on an engineering project in Inner Mongolia (in China), it was shown that porous concrete with a goal porosity of 15% used as a pavement base could meet the requirements of cold weather, showers, and heavy traffic.


---

## Body

## 1. Introduction

In recent years, with the vigorous development of transportation, the scale and standards of highway construction have been continuously improving. In highway construction, a form of semirigid asphalt pavement is the most frequently used material in highway projects [1–3]. This structure has good stability, and it is easy to mechanize the construction and achieve quality control. However, this type of semirigid asphalt pavement tends to have some serious drawbacks. The design of semirigid base asphalt pavement complies with the principle of dense gradation, which is intended to reduce the pavement surface and internal pores to prevent the flow of water. However, not only does such surface not drain, but water entering into the road cannot be promptly ruled out, resulting in water damage, which has become the most important cause of the early damage to road surfaces [4–7]. In addition, semirigid materials are sensitive to temperature changes and prone to temperature shrinkage, resulting in transverse cracks [8–11]. The development of such cracks is influenced from the temperature and load, which eventually act on the surface layer to form reflective cracks. Because the inorganic binder used in semirigid materials has a lower strength that is not up to the standards of rigid materials represented by cement concrete, base cracks or fatigue frequently occurs. Moreover, cracks appear and are reflected on the surface layer, which results in a shedding of the surface material, thereby seriously affecting the lifetime of the pavement [12–15]. Particularly, for roads with heavy traffic under cold weather conditions, the ability of the bearing load, frost resistance, and drainage of the pavement base play a decisive role in the stability of a highway-engineering project. If taking a traditional form (semirigid based with asphalt pavement), the water accessing the pavement structure cannot be removed in time, which will incur serious damage to the entire pavement structure [16–19].Therefore, to ensure the stability of road traffic conditions in cold regions under heavy showers, porous concrete can be used as a pavement base material [20–22]. As a new type of drainage base material, porous concrete is between cement stabilized macadam and ordinary concrete. In 2008, porous concrete was applied to the Olympic project, and the Olympic Water Park was paved with porous concrete, which was combined with other drainage facilities to realize the efficient use of natural precipitation in the park. In 2010, a porous concrete road was paved in the World Expo Park in Shanghai, which has been in good condition so far. Many scholars have done a lot of research on porous concrete and have made remarkable achievements. Zheng analysed the factors affecting the permeability of porous concrete; meanwhile, the test operation and data processing method of porous concrete were proposed [23]. Jiang used digital image processing technology to observe pore size distribution and plane void on porous concrete section. The impact of the void ratio, coarse aggregate size, water-cement ratio on pore size distribution, and plane void were discussed [24]. However, there is a shortage of research on the gradation design and frost resistance of porous concrete. So, this paper, through a large number of experiments, the mixture ratio, drainage performance, frost resistance, and mechanical properties of porous concrete, was studied to obtain the rationality of using porous concrete as a base layer in heavy-load traffic pavement in cold and heavy shower regions.


## 2. Mixture Ratio for Porous Concrete

### 2.1. Raw Materials

Raw materials are an integral part of the concrete, and its properties determine the performance of concrete to a great extent. Therefore, it is necessary to test the properties of the raw materials [25–27]. The porous concrete contains coarse aggregate, cement, and water; besides, there is no admixture in the test.


#### 2.1.1. Coarse Aggregate

Coarse aggregate is the main component of the skeleton structure of porous concrete and bears a considerable amount of load. Therefore, coarse aggregate should be clean, dry, angular, and close to cube in shape.In accordance with the relevant test procedures of coarse aggregate [28], after the coarse aggregate used by screening for performance testing, the results are shown in Table 1.Table 1
Summary of test results of coarse aggregate.
Aggregate size (mm)
Density (g/cm3)
Mud content (%)
Needle and plate particle content (%)
Crushing value (%)
Apparent density
Surface dry density
Bulk volume density
Test results
Code requirement
Test results
Code requirement
Test results
Code requirement
9.5∼13.2
2.833
2.813
2.802
0.8
≤1
9.3
≤15
8.1
≤28
13.2∼16
2.831
2.819
2.813
0.7
7.4
16∼19
2.835
2.819
2.811
0.5
6.1
19∼26.5
2.784
2.770
2.762
0.4
3.6


#### 2.1.2. Cement

Cement is an important binder in porous concrete, which plays the role of bonding the structural skeleton formed by coarse aggregate into a whole. It is very important to test the chemical composition and physical index of cement to ensure the performance of porous concrete after forming. According toTest Methods of Cement and Concrete for Highway Engineering [29], all chemical and physical indexes of cement were tested, as shown in Table 2.Table 2
Summary of test results of cement physical indexes.
Test items
National standard
Measured value
Fineness (%)
≤10.0
0.4
Specific surface area (m2/kg)
≥300
379
Setting time (min)
Initial setting
≥45
204
Final setting
≤600
261
Stability
Qualified
Qualified
3 d flexural strength (MPa)
≥3.5
5.0
3 d compressive strength (MPa)
≥15.0
23.4After inspection, the quality of the cement can meet the national standard and can be used for the preparation and performance test of the porous concrete specimens.


#### 2.1.3. Water

Water is an important lubricant, which plays a role in promoting the formation of porous concrete, and ordinary tap water can be used for the preparation of porous concrete specimens. It should be noted that the structure of porous concrete is different from the dense structure of ordinary concrete, there are more connected pores, the contact area with the external environment is large, and the evaporation rate of water is fast. Therefore, the control of the water amount in the molding process should be considered specially.


### 2.2. Optimization Design of Mineral Composition

The most important features in the composition of porous concrete are a large number of pores and a lack of filler in the mixture. As the optimal composition, the coarse aggregates are intertwined with each other to form a skeleton structure, whereas the aggregate surface is wrapped with cement slurry in a consistent manner. The aggregate is bonded together into a whole through the hydration of the cement slurry to form a porous material having a certain mechanical strength [30–33].To ensure that the porosity of porous concrete can play a sufficiently important role in the drainage, the nominal maximum size for the coarse aggregates used in the test is 9.5–26.5 mm. Owing to a lack of filling of fine aggregates, the construction of a coarse aggregate skeleton structure and the intercalation friction between aggregate contact points are important guarantees for the formation of the material strength. In this chapter, from the point of view of building aggregate skeleton and improving the contact effectiveness between aggregates, the gradation design method of porous concrete is expounded in accordance with the stage filling theory. The test procedure used is as follows.


#### 2.2.1. Ascertain the Evaluation Index

According to the relevant provisions of the “Test Methods of Aggregate for Highway Engineering” (JTG E42-2005) [28], the natural stacking density and tap density of each type of aggregate are measured to determine the packing mode that is more helpful to the formation of the aggregate skeleton structure. The test results are shown in Figure 1.Figure 1
Summary of coarse aggregate density of test results.As can be seen from the above description, the stacking density of the aggregate can be clearly increased through vibration, with an increase of about 8%. This shows that vibrations can cause coarse aggregates to be squeezed and thereby reach a compact state, forming a more solid skeleton structure and more effective interaggregate contact. In addition, the same standard vibration table can be used in the process of measuring the vibration density of the aggregate to avoid the influence of the test equipment on the forming effect of the test piece. Therefore, during the process of determining the optimal gradation of the coarse aggregate, the tap density should be used as an index to evaluate the effects of the aggregate compaction.


#### 2.2.2. First Level Filling

Aggregate with a maximum nominal diameter of 19–26.5 mm is used as the first stage, whereas the second stage uses aggregate of 16–19 mm. The second batch of aggregates is gradually placed into the first batch at different proportions. After mixing, the tap density of mixed aggregate at different blending ratios is measured, and the maximum ratio of the filling is taken as the optimum filling ratio. The results shown in Figure2.Figure 2
First filling results.


#### 2.2.3. Second Level Filling

Aggregates with a nominal maximum diameter of 19–26.5 mm are mixed with aggregates of 16–19 mm in diameter at a proportion of 25%, and aggregates with a diameter of 13.2–16 mm as the third stage are put into the combined aggregate at different proportions. After mixing, the tap density of the mixed aggregates at different blending ratios is measured, and the maximum ratio of the filling is taken as the Optimum filling Rate. The results are shown in Figure3.Figure 3
Second filling results.The results show that when the ratio of 13.2–16 mm aggregates reaches 20%, the tap density of the third stage aggregates is at the largest level.


#### 2.2.4. Third Level Filling

This is the final stage, the steps of which are the same as the previous stage. The results are shown in Figure4.Figure 4
Third filling results.In summary, the proportion of each aggregate in the fourth block mixture can be obtained. That is, the proportion of aggregates of 19–26.5, 16–19, 13.2–16, and 9.5–13.2 mm in diameter is 58%, 14.5%, 14.5%, and 13%, respectively.


### 2.3. Optimum Design of Mix Proportion of Porous Concrete

#### 2.3.1. Mix Proportion Calculation of Porous Concrete

After mixing the aggregate in different stages based on the above-mentioned description, the density of the aggregate is measured to calculate the porosity according to the “Test Methods of Aggregate for Highway Engineering” (TG E42-2005) [16]. The results are presented in Table 3.Table 3
Characteristics of mixed aggregate of porous concrete.
Apparent density (g/cm3)
Surface dry density (g/cm3)
Bulk volume density (g/cm3)
Void ratio (%)
2.778
2.767
2.760
37.150The purpose of designing a mixture ratio of porous concrete is to effectively control the postmoulding specimen (connected) based on the known design parameters through calculations. The ratio of porous concrete is calculated using the unit volume method as follows:(1)mg=0.98ρ,(2)Vc+w=P′−P,where mg is the cubic mass of the aggregate in porous concrete, Vc+w is the cubic volume of cement slurry in porous concrete, P is the goal porosity, P′ is the void fraction of the aggregate, ρ is the tap density (1.746 g/cm3), mc is the mass of the concrete, ρc is the density of the concrete (3.15 g/cm3), mw is the mass of the water, and ρw is density of the water. The following can then be obtained:(3)mcρc+mwρw=P′−P.Therefore, it is only necessary to determine the ratio of cement to water in the cement slurry, which is called the water-cement, or w/c, ratio. According to (1) and (2), the quality of each component in the unit volume of porous concrete can be calculated.


#### 2.3.2. Determination of w/c Ratio and Mixing and Vibration Times

To ensure that porous concrete has a superior performance and to improve its strength, the thickness and consistency of the cement slurry should be suitable for concrete [34, 35]. Thinner coating layers and greater consistency make it difficult to form a comprehensive aggregate package, and thus the bonding action of the slurry will not be adequately developed, resulting in an insufficient strength of the concrete. A thicker coating and lesser consistency result in a dripping of the excess slurry, which accumulates at the bottom of the concrete, destroying the original pore structure, and lowering the performance of porous concrete drainage [36]. Thus, the amount and consistency of the cement slurry must be controlled strictly during the specimen moulding process to make sure that the specimen achieves a good performance level after formation. Based on the aggregate gradation, the concrete type and specimen formation method are determined, and the moulding quality of the mixture is controlled from three aspects: the w/c ratio and mixing and vibration times.The standard JTG E51-2009 [37] has indicated that the cement-concrete mixing time is generally 2 min and that the vibration time is no more than 90 s, which is typical for ordinary concrete; however, the special structural characteristics of porous concrete were not considered. Therefore, for porous concrete, the appropriate w/c ratio and mixing and vibration times should be determined through testing. However, considering the comprehensive influence of each factor in porous concrete, the factors need to be accurately determined while appropriately reducing the number of tests. An orthogonal test design based on mathematical statistics has been applied [38]. Orthogonal experimental design is a design method to study multiple factors and levels; it is based on the orthogonality from the comprehensive test selected some representative points of the experiment, these representative points with a “uniform dispersion, neat comparable” characteristics, is a high efficiency, rapid, economical experimental design method. The level of orthogonal test factors is shown in Table 4.Table 4
Factor level table of orthogonal test.
Level
Factor
Water-cement ratio A
Mixing time B (s)
Vibration time C (s)
1
0.30
60
10
2
0.28
50
20
3
0.26
40
30
4
0.24
30
40According to the selected factors and levels, the level of orthogonal testing is determined as follows: L16 (34) including A1B1C1, A2B2C2, A3B3C3, A4B4C4, A2B1C2, A2B2C1, A2B3C4, A2B4C3, A3B1C3, A3B2C4, A3B3C1, A3B4C2, A4B1C4, A4B2C3, A4B3C2, A4B4C1, which are applied 16 times. To accurately obtain the experimental control parameters of porous concrete suitable for each goal porosity, porous concrete with the largest amount of cement (15% of the goal porosity) was selected as the test object. The mixture ratio was calculated, and the 7 d compressive strength was applied as the test analysis index, as shown in Figure 5. Through a range analysis, the influence of each factor on the test results was determined, and the optimum combination scheme was obtained, as shown in Table 5.Figure 5
Results of orthogonal test.Table 5
Range analysis of orthogonal test.
Column number
Analysis index
Ij
IIj
IIIj
IVj
k
j
Ij/kj
IIj/kj
IIIj/kj
IVj/kj
D
j
1
21.2
18.8
22.8
14.6
4
5.2
4.7
5.7
3.65
1.55
2
16.6
17.9
21.8
21.1
4
4.15
4.75
5.45
5.275
1.3
3
18.8
18.5
21.8
18.3
4
4.7
4.625
5.45
4.575
0.875In the table, Ij–IVj is the sum of the numerical values corresponding to each level in column J, and Kj is the number of occurrences of column J at the same level and is equal to the number of tests n n=16 divided by the level number. In addition, Ij/kj–IVj/kj is the average of each level in column J of the test index, and Dj is the difference between the maximum and minimum of the corresponding averages in column J.Through a range analysis, the impact level of each factor on the test index is as follows: factor A (w/c ratio) is the largest, factor B (mixing time) is the second largest, and factor C (vibration time) is the smallest. The optimum combination is A3B3C3 when the w/c ratio is 0.26, mixing time is 40 s, and vibration time is 30 s.Based on the results of the orthogonal test, the mass of each component per unit volume of porous concrete can be calculated, as shown in Table6.Table 6
The result of design of mix proportion of porous concrete (per cubic meter).
Goal porosity (%)
Quality of coarse aggregate (kg)
Water quality (kg)
Cement quality (kg)
Water-cement ratio
Mixing time (s)
Vibration time (s)
15
1711
99
380
0.26
40
30
20
76
294
25
54
208
30
32
123


## 2.1. Raw Materials

Raw materials are an integral part of the concrete, and its properties determine the performance of concrete to a great extent. Therefore, it is necessary to test the properties of the raw materials [25–27]. The porous concrete contains coarse aggregate, cement, and water; besides, there is no admixture in the test.


### 2.1.1. Coarse Aggregate

Coarse aggregate is the main component of the skeleton structure of porous concrete and bears a considerable amount of load. Therefore, coarse aggregate should be clean, dry, angular, and close to cube in shape.In accordance with the relevant test procedures of coarse aggregate [28], after the coarse aggregate used by screening for performance testing, the results are shown in Table 1.Table 1
Summary of test results of coarse aggregate.
Aggregate size (mm)
Density (g/cm3)
Mud content (%)
Needle and plate particle content (%)
Crushing value (%)
Apparent density
Surface dry density
Bulk volume density
Test results
Code requirement
Test results
Code requirement
Test results
Code requirement
9.5∼13.2
2.833
2.813
2.802
0.8
≤1
9.3
≤15
8.1
≤28
13.2∼16
2.831
2.819
2.813
0.7
7.4
16∼19
2.835
2.819
2.811
0.5
6.1
19∼26.5
2.784
2.770
2.762
0.4
3.6


### 2.1.2. Cement

Cement is an important binder in porous concrete, which plays the role of bonding the structural skeleton formed by coarse aggregate into a whole. It is very important to test the chemical composition and physical index of cement to ensure the performance of porous concrete after forming. According toTest Methods of Cement and Concrete for Highway Engineering [29], all chemical and physical indexes of cement were tested, as shown in Table 2.Table 2
Summary of test results of cement physical indexes.
Test items
National standard
Measured value
Fineness (%)
≤10.0
0.4
Specific surface area (m2/kg)
≥300
379
Setting time (min)
Initial setting
≥45
204
Final setting
≤600
261
Stability
Qualified
Qualified
3 d flexural strength (MPa)
≥3.5
5.0
3 d compressive strength (MPa)
≥15.0
23.4After inspection, the quality of the cement can meet the national standard and can be used for the preparation and performance test of the porous concrete specimens.


### 2.1.3. Water

Water is an important lubricant, which plays a role in promoting the formation of porous concrete, and ordinary tap water can be used for the preparation of porous concrete specimens. It should be noted that the structure of porous concrete is different from the dense structure of ordinary concrete, there are more connected pores, the contact area with the external environment is large, and the evaporation rate of water is fast. Therefore, the control of the water amount in the molding process should be considered specially.


## 2.1.1. Coarse Aggregate

Coarse aggregate is the main component of the skeleton structure of porous concrete and bears a considerable amount of load. Therefore, coarse aggregate should be clean, dry, angular, and close to cube in shape.In accordance with the relevant test procedures of coarse aggregate [28], after the coarse aggregate used by screening for performance testing, the results are shown in Table 1.Table 1
Summary of test results of coarse aggregate.
Aggregate size (mm)
Density (g/cm3)
Mud content (%)
Needle and plate particle content (%)
Crushing value (%)
Apparent density
Surface dry density
Bulk volume density
Test results
Code requirement
Test results
Code requirement
Test results
Code requirement
9.5∼13.2
2.833
2.813
2.802
0.8
≤1
9.3
≤15
8.1
≤28
13.2∼16
2.831
2.819
2.813
0.7
7.4
16∼19
2.835
2.819
2.811
0.5
6.1
19∼26.5
2.784
2.770
2.762
0.4
3.6


## 2.1.2. Cement

Cement is an important binder in porous concrete, which plays the role of bonding the structural skeleton formed by coarse aggregate into a whole. It is very important to test the chemical composition and physical index of cement to ensure the performance of porous concrete after forming. According toTest Methods of Cement and Concrete for Highway Engineering [29], all chemical and physical indexes of cement were tested, as shown in Table 2.Table 2
Summary of test results of cement physical indexes.
Test items
National standard
Measured value
Fineness (%)
≤10.0
0.4
Specific surface area (m2/kg)
≥300
379
Setting time (min)
Initial setting
≥45
204
Final setting
≤600
261
Stability
Qualified
Qualified
3 d flexural strength (MPa)
≥3.5
5.0
3 d compressive strength (MPa)
≥15.0
23.4After inspection, the quality of the cement can meet the national standard and can be used for the preparation and performance test of the porous concrete specimens.


## 2.1.3. Water

Water is an important lubricant, which plays a role in promoting the formation of porous concrete, and ordinary tap water can be used for the preparation of porous concrete specimens. It should be noted that the structure of porous concrete is different from the dense structure of ordinary concrete, there are more connected pores, the contact area with the external environment is large, and the evaporation rate of water is fast. Therefore, the control of the water amount in the molding process should be considered specially.


## 2.2. Optimization Design of Mineral Composition

The most important features in the composition of porous concrete are a large number of pores and a lack of filler in the mixture. As the optimal composition, the coarse aggregates are intertwined with each other to form a skeleton structure, whereas the aggregate surface is wrapped with cement slurry in a consistent manner. The aggregate is bonded together into a whole through the hydration of the cement slurry to form a porous material having a certain mechanical strength [30–33].To ensure that the porosity of porous concrete can play a sufficiently important role in the drainage, the nominal maximum size for the coarse aggregates used in the test is 9.5–26.5 mm. Owing to a lack of filling of fine aggregates, the construction of a coarse aggregate skeleton structure and the intercalation friction between aggregate contact points are important guarantees for the formation of the material strength. In this chapter, from the point of view of building aggregate skeleton and improving the contact effectiveness between aggregates, the gradation design method of porous concrete is expounded in accordance with the stage filling theory. The test procedure used is as follows.


### 2.2.1. Ascertain the Evaluation Index

According to the relevant provisions of the “Test Methods of Aggregate for Highway Engineering” (JTG E42-2005) [28], the natural stacking density and tap density of each type of aggregate are measured to determine the packing mode that is more helpful to the formation of the aggregate skeleton structure. The test results are shown in Figure 1.Figure 1
Summary of coarse aggregate density of test results.As can be seen from the above description, the stacking density of the aggregate can be clearly increased through vibration, with an increase of about 8%. This shows that vibrations can cause coarse aggregates to be squeezed and thereby reach a compact state, forming a more solid skeleton structure and more effective interaggregate contact. In addition, the same standard vibration table can be used in the process of measuring the vibration density of the aggregate to avoid the influence of the test equipment on the forming effect of the test piece. Therefore, during the process of determining the optimal gradation of the coarse aggregate, the tap density should be used as an index to evaluate the effects of the aggregate compaction.


### 2.2.2. First Level Filling

Aggregate with a maximum nominal diameter of 19–26.5 mm is used as the first stage, whereas the second stage uses aggregate of 16–19 mm. The second batch of aggregates is gradually placed into the first batch at different proportions. After mixing, the tap density of mixed aggregate at different blending ratios is measured, and the maximum ratio of the filling is taken as the optimum filling ratio. The results shown in Figure2.Figure 2
First filling results.


### 2.2.3. Second Level Filling

Aggregates with a nominal maximum diameter of 19–26.5 mm are mixed with aggregates of 16–19 mm in diameter at a proportion of 25%, and aggregates with a diameter of 13.2–16 mm as the third stage are put into the combined aggregate at different proportions. After mixing, the tap density of the mixed aggregates at different blending ratios is measured, and the maximum ratio of the filling is taken as the Optimum filling Rate. The results are shown in Figure3.Figure 3
Second filling results.The results show that when the ratio of 13.2–16 mm aggregates reaches 20%, the tap density of the third stage aggregates is at the largest level.


### 2.2.4. Third Level Filling

This is the final stage, the steps of which are the same as the previous stage. The results are shown in Figure4.Figure 4
Third filling results.In summary, the proportion of each aggregate in the fourth block mixture can be obtained. That is, the proportion of aggregates of 19–26.5, 16–19, 13.2–16, and 9.5–13.2 mm in diameter is 58%, 14.5%, 14.5%, and 13%, respectively.


## 2.2.1. Ascertain the Evaluation Index

According to the relevant provisions of the “Test Methods of Aggregate for Highway Engineering” (JTG E42-2005) [28], the natural stacking density and tap density of each type of aggregate are measured to determine the packing mode that is more helpful to the formation of the aggregate skeleton structure. The test results are shown in Figure 1.Figure 1
Summary of coarse aggregate density of test results.As can be seen from the above description, the stacking density of the aggregate can be clearly increased through vibration, with an increase of about 8%. This shows that vibrations can cause coarse aggregates to be squeezed and thereby reach a compact state, forming a more solid skeleton structure and more effective interaggregate contact. In addition, the same standard vibration table can be used in the process of measuring the vibration density of the aggregate to avoid the influence of the test equipment on the forming effect of the test piece. Therefore, during the process of determining the optimal gradation of the coarse aggregate, the tap density should be used as an index to evaluate the effects of the aggregate compaction.


## 2.2.2. First Level Filling

Aggregate with a maximum nominal diameter of 19–26.5 mm is used as the first stage, whereas the second stage uses aggregate of 16–19 mm. The second batch of aggregates is gradually placed into the first batch at different proportions. After mixing, the tap density of mixed aggregate at different blending ratios is measured, and the maximum ratio of the filling is taken as the optimum filling ratio. The results shown in Figure2.Figure 2
First filling results.


## 2.2.3. Second Level Filling

Aggregates with a nominal maximum diameter of 19–26.5 mm are mixed with aggregates of 16–19 mm in diameter at a proportion of 25%, and aggregates with a diameter of 13.2–16 mm as the third stage are put into the combined aggregate at different proportions. After mixing, the tap density of the mixed aggregates at different blending ratios is measured, and the maximum ratio of the filling is taken as the Optimum filling Rate. The results are shown in Figure3.Figure 3
Second filling results.The results show that when the ratio of 13.2–16 mm aggregates reaches 20%, the tap density of the third stage aggregates is at the largest level.


## 2.2.4. Third Level Filling

This is the final stage, the steps of which are the same as the previous stage. The results are shown in Figure4.Figure 4
Third filling results.In summary, the proportion of each aggregate in the fourth block mixture can be obtained. That is, the proportion of aggregates of 19–26.5, 16–19, 13.2–16, and 9.5–13.2 mm in diameter is 58%, 14.5%, 14.5%, and 13%, respectively.


## 2.3. Optimum Design of Mix Proportion of Porous Concrete

### 2.3.1. Mix Proportion Calculation of Porous Concrete

After mixing the aggregate in different stages based on the above-mentioned description, the density of the aggregate is measured to calculate the porosity according to the “Test Methods of Aggregate for Highway Engineering” (TG E42-2005) [16]. The results are presented in Table 3.Table 3
Characteristics of mixed aggregate of porous concrete.
Apparent density (g/cm3)
Surface dry density (g/cm3)
Bulk volume density (g/cm3)
Void ratio (%)
2.778
2.767
2.760
37.150The purpose of designing a mixture ratio of porous concrete is to effectively control the postmoulding specimen (connected) based on the known design parameters through calculations. The ratio of porous concrete is calculated using the unit volume method as follows:(1)mg=0.98ρ,(2)Vc+w=P′−P,where mg is the cubic mass of the aggregate in porous concrete, Vc+w is the cubic volume of cement slurry in porous concrete, P is the goal porosity, P′ is the void fraction of the aggregate, ρ is the tap density (1.746 g/cm3), mc is the mass of the concrete, ρc is the density of the concrete (3.15 g/cm3), mw is the mass of the water, and ρw is density of the water. The following can then be obtained:(3)mcρc+mwρw=P′−P.Therefore, it is only necessary to determine the ratio of cement to water in the cement slurry, which is called the water-cement, or w/c, ratio. According to (1) and (2), the quality of each component in the unit volume of porous concrete can be calculated.


### 2.3.2. Determination of w/c Ratio and Mixing and Vibration Times

To ensure that porous concrete has a superior performance and to improve its strength, the thickness and consistency of the cement slurry should be suitable for concrete [34, 35]. Thinner coating layers and greater consistency make it difficult to form a comprehensive aggregate package, and thus the bonding action of the slurry will not be adequately developed, resulting in an insufficient strength of the concrete. A thicker coating and lesser consistency result in a dripping of the excess slurry, which accumulates at the bottom of the concrete, destroying the original pore structure, and lowering the performance of porous concrete drainage [36]. Thus, the amount and consistency of the cement slurry must be controlled strictly during the specimen moulding process to make sure that the specimen achieves a good performance level after formation. Based on the aggregate gradation, the concrete type and specimen formation method are determined, and the moulding quality of the mixture is controlled from three aspects: the w/c ratio and mixing and vibration times.The standard JTG E51-2009 [37] has indicated that the cement-concrete mixing time is generally 2 min and that the vibration time is no more than 90 s, which is typical for ordinary concrete; however, the special structural characteristics of porous concrete were not considered. Therefore, for porous concrete, the appropriate w/c ratio and mixing and vibration times should be determined through testing. However, considering the comprehensive influence of each factor in porous concrete, the factors need to be accurately determined while appropriately reducing the number of tests. An orthogonal test design based on mathematical statistics has been applied [38]. Orthogonal experimental design is a design method to study multiple factors and levels; it is based on the orthogonality from the comprehensive test selected some representative points of the experiment, these representative points with a “uniform dispersion, neat comparable” characteristics, is a high efficiency, rapid, economical experimental design method. The level of orthogonal test factors is shown in Table 4.Table 4
Factor level table of orthogonal test.
Level
Factor
Water-cement ratio A
Mixing time B (s)
Vibration time C (s)
1
0.30
60
10
2
0.28
50
20
3
0.26
40
30
4
0.24
30
40According to the selected factors and levels, the level of orthogonal testing is determined as follows: L16 (34) including A1B1C1, A2B2C2, A3B3C3, A4B4C4, A2B1C2, A2B2C1, A2B3C4, A2B4C3, A3B1C3, A3B2C4, A3B3C1, A3B4C2, A4B1C4, A4B2C3, A4B3C2, A4B4C1, which are applied 16 times. To accurately obtain the experimental control parameters of porous concrete suitable for each goal porosity, porous concrete with the largest amount of cement (15% of the goal porosity) was selected as the test object. The mixture ratio was calculated, and the 7 d compressive strength was applied as the test analysis index, as shown in Figure 5. Through a range analysis, the influence of each factor on the test results was determined, and the optimum combination scheme was obtained, as shown in Table 5.Figure 5
Results of orthogonal test.Table 5
Range analysis of orthogonal test.
Column number
Analysis index
Ij
IIj
IIIj
IVj
k
j
Ij/kj
IIj/kj
IIIj/kj
IVj/kj
D
j
1
21.2
18.8
22.8
14.6
4
5.2
4.7
5.7
3.65
1.55
2
16.6
17.9
21.8
21.1
4
4.15
4.75
5.45
5.275
1.3
3
18.8
18.5
21.8
18.3
4
4.7
4.625
5.45
4.575
0.875In the table, Ij–IVj is the sum of the numerical values corresponding to each level in column J, and Kj is the number of occurrences of column J at the same level and is equal to the number of tests n n=16 divided by the level number. In addition, Ij/kj–IVj/kj is the average of each level in column J of the test index, and Dj is the difference between the maximum and minimum of the corresponding averages in column J.Through a range analysis, the impact level of each factor on the test index is as follows: factor A (w/c ratio) is the largest, factor B (mixing time) is the second largest, and factor C (vibration time) is the smallest. The optimum combination is A3B3C3 when the w/c ratio is 0.26, mixing time is 40 s, and vibration time is 30 s.Based on the results of the orthogonal test, the mass of each component per unit volume of porous concrete can be calculated, as shown in Table6.Table 6
The result of design of mix proportion of porous concrete (per cubic meter).
Goal porosity (%)
Quality of coarse aggregate (kg)
Water quality (kg)
Cement quality (kg)
Water-cement ratio
Mixing time (s)
Vibration time (s)
15
1711
99
380
0.26
40
30
20
76
294
25
54
208
30
32
123


## 2.3.1. Mix Proportion Calculation of Porous Concrete

After mixing the aggregate in different stages based on the above-mentioned description, the density of the aggregate is measured to calculate the porosity according to the “Test Methods of Aggregate for Highway Engineering” (TG E42-2005) [16]. The results are presented in Table 3.Table 3
Characteristics of mixed aggregate of porous concrete.
Apparent density (g/cm3)
Surface dry density (g/cm3)
Bulk volume density (g/cm3)
Void ratio (%)
2.778
2.767
2.760
37.150The purpose of designing a mixture ratio of porous concrete is to effectively control the postmoulding specimen (connected) based on the known design parameters through calculations. The ratio of porous concrete is calculated using the unit volume method as follows:(1)mg=0.98ρ,(2)Vc+w=P′−P,where mg is the cubic mass of the aggregate in porous concrete, Vc+w is the cubic volume of cement slurry in porous concrete, P is the goal porosity, P′ is the void fraction of the aggregate, ρ is the tap density (1.746 g/cm3), mc is the mass of the concrete, ρc is the density of the concrete (3.15 g/cm3), mw is the mass of the water, and ρw is density of the water. The following can then be obtained:(3)mcρc+mwρw=P′−P.Therefore, it is only necessary to determine the ratio of cement to water in the cement slurry, which is called the water-cement, or w/c, ratio. According to (1) and (2), the quality of each component in the unit volume of porous concrete can be calculated.


## 2.3.2. Determination of w/c Ratio and Mixing and Vibration Times

To ensure that porous concrete has a superior performance and to improve its strength, the thickness and consistency of the cement slurry should be suitable for concrete [34, 35]. Thinner coating layers and greater consistency make it difficult to form a comprehensive aggregate package, and thus the bonding action of the slurry will not be adequately developed, resulting in an insufficient strength of the concrete. A thicker coating and lesser consistency result in a dripping of the excess slurry, which accumulates at the bottom of the concrete, destroying the original pore structure, and lowering the performance of porous concrete drainage [36]. Thus, the amount and consistency of the cement slurry must be controlled strictly during the specimen moulding process to make sure that the specimen achieves a good performance level after formation. Based on the aggregate gradation, the concrete type and specimen formation method are determined, and the moulding quality of the mixture is controlled from three aspects: the w/c ratio and mixing and vibration times.The standard JTG E51-2009 [37] has indicated that the cement-concrete mixing time is generally 2 min and that the vibration time is no more than 90 s, which is typical for ordinary concrete; however, the special structural characteristics of porous concrete were not considered. Therefore, for porous concrete, the appropriate w/c ratio and mixing and vibration times should be determined through testing. However, considering the comprehensive influence of each factor in porous concrete, the factors need to be accurately determined while appropriately reducing the number of tests. An orthogonal test design based on mathematical statistics has been applied [38]. Orthogonal experimental design is a design method to study multiple factors and levels; it is based on the orthogonality from the comprehensive test selected some representative points of the experiment, these representative points with a “uniform dispersion, neat comparable” characteristics, is a high efficiency, rapid, economical experimental design method. The level of orthogonal test factors is shown in Table 4.Table 4
Factor level table of orthogonal test.
Level
Factor
Water-cement ratio A
Mixing time B (s)
Vibration time C (s)
1
0.30
60
10
2
0.28
50
20
3
0.26
40
30
4
0.24
30
40According to the selected factors and levels, the level of orthogonal testing is determined as follows: L16 (34) including A1B1C1, A2B2C2, A3B3C3, A4B4C4, A2B1C2, A2B2C1, A2B3C4, A2B4C3, A3B1C3, A3B2C4, A3B3C1, A3B4C2, A4B1C4, A4B2C3, A4B3C2, A4B4C1, which are applied 16 times. To accurately obtain the experimental control parameters of porous concrete suitable for each goal porosity, porous concrete with the largest amount of cement (15% of the goal porosity) was selected as the test object. The mixture ratio was calculated, and the 7 d compressive strength was applied as the test analysis index, as shown in Figure 5. Through a range analysis, the influence of each factor on the test results was determined, and the optimum combination scheme was obtained, as shown in Table 5.Figure 5
Results of orthogonal test.Table 5
Range analysis of orthogonal test.
Column number
Analysis index
Ij
IIj
IIIj
IVj
k
j
Ij/kj
IIj/kj
IIIj/kj
IVj/kj
D
j
1
21.2
18.8
22.8
14.6
4
5.2
4.7
5.7
3.65
1.55
2
16.6
17.9
21.8
21.1
4
4.15
4.75
5.45
5.275
1.3
3
18.8
18.5
21.8
18.3
4
4.7
4.625
5.45
4.575
0.875In the table, Ij–IVj is the sum of the numerical values corresponding to each level in column J, and Kj is the number of occurrences of column J at the same level and is equal to the number of tests n n=16 divided by the level number. In addition, Ij/kj–IVj/kj is the average of each level in column J of the test index, and Dj is the difference between the maximum and minimum of the corresponding averages in column J.Through a range analysis, the impact level of each factor on the test index is as follows: factor A (w/c ratio) is the largest, factor B (mixing time) is the second largest, and factor C (vibration time) is the smallest. The optimum combination is A3B3C3 when the w/c ratio is 0.26, mixing time is 40 s, and vibration time is 30 s.Based on the results of the orthogonal test, the mass of each component per unit volume of porous concrete can be calculated, as shown in Table6.Table 6
The result of design of mix proportion of porous concrete (per cubic meter).
Goal porosity (%)
Quality of coarse aggregate (kg)
Water quality (kg)
Cement quality (kg)
Water-cement ratio
Mixing time (s)
Vibration time (s)
15
1711
99
380
0.26
40
30
20
76
294
25
54
208
30
32
123


## 3. Relationship and Comparison between Porosity and Connected Porosity

In appearance, porous concrete has numerous pores and a large aperture size. In fact, it is similar to other highway materials [39, 40] and has three types of porosities.(1)
Closed pores. These pores do not connect with the external environment, mainly owing to the internal closed pores in the aggregate and the bubbles produced through an uneven mixing during the sample formation. A large number of closed pores will have an adverse effect on the strength of the material, and the pores lose the function of draining. Therefore, closed pores are useless for drainage purposes.(2)
Open pores. These pores are interlinked with the external environment. The results indicate that such porosity has no substantive effect on the drainage of porous concrete.(3)
Connected pores. These pores penetrate the inner material, and a skeleton structure is formed with mutual friction between the aggregates. Both ends of the connected pores are in contact with the external environment and become an effective drainage channel within porous concrete. Thus, to verify the drainage performance of porous concrete materials, the connected porosity is simply measured.The connected porosity of the specimen is controllable after moulding, which is not only the requirement of the mixture design, but also the premise for porous concrete in providing a full range of performance advantages. According to the porous concrete specimens required for the experiment, standard specimens with dimensions of 150 mm × 150 mm × 150 mm were made to meet the 7 d curing period and 28 d of anticompression strength testing, and the experimental results were plotted into a histogram with error bars, as shown in Figures6 and 7.Figure 6
Test results of 150 mm × 150 mm × 150 mm (7 d).Figure 7
Test results of 150 mm × 150 mm × 150 mm (28 d).A standard specimen of 100 mm × 100 mm × 400 mm in size was also designed for the antifreezing test to meet the 7 d curing period and 28 d of flexural tensile strength testing. Standard specimens of 150 mm × 150 mm × 300 mm were also created to meet the curing period for the 90 d anticompression elasticity testing. Finally, standard specimens of 150 mm × 150 mm × 550 mm were generated made to meet the curing period for the 28 d permeability performance testing of porous concrete. The results are shown in Tables7–9.Table 7
Test results of specimen with 150 mm × 150 mm × 400 mm.
Goal porosity (%)
Flexural tension experiment
Antifreeze experiment
Curing period (d)
Connected porosity (%)
Curing period (d)
Connected porosity (%)
Connected porosity (%)
15
7
17.3
28
16.4
14.8
15.8
17.0
15.8
14.4
14.9
18.3
20
7
23.3
28
21.9
21.2
21.5
21.7
22.8
19.1
23.5
23.1
25
7
26.1
28
26.4
27.3
26.4
27.8
25.3
25.6
24.9
24.9
30
7
30.6
28
31.9
31.3
29.0
31.3
29.5
32.0
32.0
32.0Table 8
Test results of specimen with 150 mm × 150 mm × 300 mm.
Goal porosity (%)
Connected porosity 1 (%)
Connected porosity 2 (%)
15
17.1
16.4
16.8
14.6
18.1
13.4
20
20.6
22.7
22.1
21.3
19.3
18.9
25
23.7
23.6
27.4
27.6
25.1
26.2
30
31.8
30.9
31.5
32.4
33.2
31.6Table 9
Test results of specimen with 150 mm × 150 mm × 550 mm.
Goal porosity (%)
Connected porosity 1 (%)
15
17.0
13.9
16.8
20
20.9
22.2
21.7
25
26.6
23.9
25.8
30
28.8
23.2
32.8The size and period of the specimens suitable for each test were determined, the relationship between the connected porosity and goal porosity was analysed, and the feasibility of predicting the porosity was determined based on the goal porosity. It can be seen from the figure that the difference between the individual porosity data and the goal porosity is about 3%, which is larger than those in other specimens. The reason for such a difference is that, with an increase in the size of the specimen, the difficulty in controlling the formation process also increases. However, for the arithmetic average of each set of data, the measured porosity is close to the goal porosity. In other words, the connected porosity and goal porosity of porous concrete have a good linear relationship unrelated to the size and period of the specimens. According to this result, connected pores can be predicted based on the goal porosity in the mixture ratio design.


## 4. Study on Pavement Performance of Porous Concrete

The road performance depends on whether the material can withstand the external environment such as the load, temperature, and precipitation while maintaining the original characteristics. A good road performance means that the materials can prolong the road service life and improve the ride comfort and safety. Porous concrete is different from ordinary compact concrete because of a large number of connected pores that are spread throughout the inside of the material [41, 42]. The existence of these connected pores is beneficial to the drainage and also restricts the strength of the material. Therefore, if the connected porosity is maintained, the pavement performance of porous concrete can be guaranteed. Meanwhile, the relationship between the connected porosity and road performance was also analysed, and an effective prediction of the road performance was realised, which will be of great benefit to the popularization and application of this type of material [8, 43].


### 4.1. Drainage Performance Test

At present, a constant water head or varying head test usually applies Darcy’s law to test the drainage performance of a pavement material. However, these two methods have three shortcomings: (1) a difficulty with test control, (2) a small specimen size and discrete test results, and (3) a lack of consideration regarding the influence of the transverse slope on the drainage performance of porous concrete.To solve the above problems, porous concrete drainage and frost resistance test methods were determined using proprietary patents based on the standard provisions. The tests were carried out using a self-made tester that applies road materials to test the drainage performance (shown in Figures8 and 9). This tester is an analogue device for testing pavement and can simulate different types of cross slopes based on the test requirements. In addition, it uses the antibending strength of the larger sized standard specimen (150 mm × 150 mm × 55 mm) for the testing to ensure an adequate seepage path.Figure 8
Schematic diagram of water permeability of porous concrete.Figure 9
Device diagram of testing water permeability of porous concrete.Before testing, four sides of the test piece should be sealed to ensure that the pervious sections to be tested are only the front and back and that the drainage path has only a horizontal path. The permeable coefficient of porous concrete is calculated as follows:(4)K=QLAth2−h1,where K is the coefficient of porous concrete (cm/s); Q is the amount of water seeping out at time t (cm3); L is the seepage length, which is the length of the specimen (cm); A is the seepage area (cm2) and, considering the capacity of the maximum drainage capacity, is the cross-sectional area of the specimen; and h1−h2 is the difference between the water head (cm). Because the road surface slope in the simulation is relatively small, the calculation of the specimen height is approximately 15 cm. Finally, t is the permeation time. The results of the drainage performance test of each specimen are shown in Figure 10.Figure 10
Test results of drainage performance.It can be seen that the permeability coefficient of porous concrete is positively related to the cross slope of the pavement. With the increase in slope, the permeability coefficient increases linearly. Based on the distance between curves, the spacing between the two adjacent curves increases gradually, indicating that the permeability coefficient of porous concrete increases gradually with the increase in the connected porosity. With the increase in connected porosity, the drainage performance of porous concrete can improve significantly. Because connected pores play a limited role in the strength and frost resistance of porous concrete, these factors should be taken into consideration when determining the connected porosity.


### 4.2. Frost Resistance Test

According to the requirements of the specimen formations [37], experiments were carried out when the regimen reached the prescribed age using an automatic freeze-thawing device. In the first 4 d of the prescribed age, the specimen is soaked into the 20°C ± 2°C saturated lime water, the specimen surface is dried after soaking is finished, and the test case is loaded into the rubber test box and filled with water. The device is shown in Figure 11. In the experiment, each freeze-thaw cycle should be completed in 2 h∼5 h, and the central temperature of the specimen during freezing and thawing should be kept in −18°C ± 2°C and 5°C ± 2°C. In this experiment, only weighing, but not calculating the relative dynamic modulus of the specimen, was done. When the quality loss of the specimen is over 5%, the cycle times of the specimen with the last weighing are taken as the maximum antifreeze cycle times.Figure 11
Frost resistance test.The relationship between the maximum cycle time of freeze-thawing and the porosity of the porous concrete was determined based on the test results, as shown in Figure12.Figure 12
Relationship between the maximum cycle time of freeze-thawing and the porosity of the porous concrete.The results indicate that the frost resistance of porous concrete is negatively correlated with its connected porosity. When the connected porosity of the specimen increased from 16.3% to 29.5%, the maximum number of frost resistance cycles decreased from 65 to 10, which is a decrease of about 85%, thereby showing a clear downward trend. To further analyse the change in quality of each porosity specimen during the test process, the quality of each specimen before the freeze-thawing cycles was compared with the quality after the freeze-thawing cycles. In addition, after ten freeze-thawing cycles, the change in porosity of the specimen with a goal porosity of 30% exceeded 5%, the test is over by specification, and the relationship between the cycle time of freeze-thawing and the rate of mass change is not plotted. The result is shown in Figure13.Figure 13
Relationship between quality and maximum frost-thawing cycle times.The results indicate that with an increase in the number of freeze-thawing cycles, the rate of mass loss of the porous concrete specimens accelerated. As shown in Figure13, when the number of freeze-thawing cycles increased from 10 to 40, the adjacent slope between them increased continuously, whereas when the number of freeze-thawing cycles increased from 40 to 60, the adjacent slope between them was more gentle initially, but then rapidly increased. The reason for this phenomenon is that during an early antifreeze cycle, the effective connection between the cement stone is destroyed and microcracks are produced, and thus the mass loss of the specimen is mainly caused by the spalling of the hardened cement slurry. As the freeze-thawing cycles continue, the microcracks in the porous concrete develop rapidly. At this stage, the destruction of the porous concrete is mainly due to the development of cracks. Finally, the cracks extend throughout the entire specimen, causing the specimen to be quickly destroyed.A microscopic study [44] has shown that the freeze-thawing damage of concrete is an on-going physical process. The freeze-thawing cycle gradually makes the structure of the hydration products in concrete become increasingly loose, accompanied by the generation and development of microcracks [45]. With an increase in the number of freeze-thawing cycles, the microcracks increase and are eventually found throughout the entire structural system, resulting in a cracking of the concrete.


## 4.1. Drainage Performance Test

At present, a constant water head or varying head test usually applies Darcy’s law to test the drainage performance of a pavement material. However, these two methods have three shortcomings: (1) a difficulty with test control, (2) a small specimen size and discrete test results, and (3) a lack of consideration regarding the influence of the transverse slope on the drainage performance of porous concrete.To solve the above problems, porous concrete drainage and frost resistance test methods were determined using proprietary patents based on the standard provisions. The tests were carried out using a self-made tester that applies road materials to test the drainage performance (shown in Figures8 and 9). This tester is an analogue device for testing pavement and can simulate different types of cross slopes based on the test requirements. In addition, it uses the antibending strength of the larger sized standard specimen (150 mm × 150 mm × 55 mm) for the testing to ensure an adequate seepage path.Figure 8
Schematic diagram of water permeability of porous concrete.Figure 9
Device diagram of testing water permeability of porous concrete.Before testing, four sides of the test piece should be sealed to ensure that the pervious sections to be tested are only the front and back and that the drainage path has only a horizontal path. The permeable coefficient of porous concrete is calculated as follows:(4)K=QLAth2−h1,where K is the coefficient of porous concrete (cm/s); Q is the amount of water seeping out at time t (cm3); L is the seepage length, which is the length of the specimen (cm); A is the seepage area (cm2) and, considering the capacity of the maximum drainage capacity, is the cross-sectional area of the specimen; and h1−h2 is the difference between the water head (cm). Because the road surface slope in the simulation is relatively small, the calculation of the specimen height is approximately 15 cm. Finally, t is the permeation time. The results of the drainage performance test of each specimen are shown in Figure 10.Figure 10
Test results of drainage performance.It can be seen that the permeability coefficient of porous concrete is positively related to the cross slope of the pavement. With the increase in slope, the permeability coefficient increases linearly. Based on the distance between curves, the spacing between the two adjacent curves increases gradually, indicating that the permeability coefficient of porous concrete increases gradually with the increase in the connected porosity. With the increase in connected porosity, the drainage performance of porous concrete can improve significantly. Because connected pores play a limited role in the strength and frost resistance of porous concrete, these factors should be taken into consideration when determining the connected porosity.


## 4.2. Frost Resistance Test

According to the requirements of the specimen formations [37], experiments were carried out when the regimen reached the prescribed age using an automatic freeze-thawing device. In the first 4 d of the prescribed age, the specimen is soaked into the 20°C ± 2°C saturated lime water, the specimen surface is dried after soaking is finished, and the test case is loaded into the rubber test box and filled with water. The device is shown in Figure 11. In the experiment, each freeze-thaw cycle should be completed in 2 h∼5 h, and the central temperature of the specimen during freezing and thawing should be kept in −18°C ± 2°C and 5°C ± 2°C. In this experiment, only weighing, but not calculating the relative dynamic modulus of the specimen, was done. When the quality loss of the specimen is over 5%, the cycle times of the specimen with the last weighing are taken as the maximum antifreeze cycle times.Figure 11
Frost resistance test.The relationship between the maximum cycle time of freeze-thawing and the porosity of the porous concrete was determined based on the test results, as shown in Figure12.Figure 12
Relationship between the maximum cycle time of freeze-thawing and the porosity of the porous concrete.The results indicate that the frost resistance of porous concrete is negatively correlated with its connected porosity. When the connected porosity of the specimen increased from 16.3% to 29.5%, the maximum number of frost resistance cycles decreased from 65 to 10, which is a decrease of about 85%, thereby showing a clear downward trend. To further analyse the change in quality of each porosity specimen during the test process, the quality of each specimen before the freeze-thawing cycles was compared with the quality after the freeze-thawing cycles. In addition, after ten freeze-thawing cycles, the change in porosity of the specimen with a goal porosity of 30% exceeded 5%, the test is over by specification, and the relationship between the cycle time of freeze-thawing and the rate of mass change is not plotted. The result is shown in Figure13.Figure 13
Relationship between quality and maximum frost-thawing cycle times.The results indicate that with an increase in the number of freeze-thawing cycles, the rate of mass loss of the porous concrete specimens accelerated. As shown in Figure13, when the number of freeze-thawing cycles increased from 10 to 40, the adjacent slope between them increased continuously, whereas when the number of freeze-thawing cycles increased from 40 to 60, the adjacent slope between them was more gentle initially, but then rapidly increased. The reason for this phenomenon is that during an early antifreeze cycle, the effective connection between the cement stone is destroyed and microcracks are produced, and thus the mass loss of the specimen is mainly caused by the spalling of the hardened cement slurry. As the freeze-thawing cycles continue, the microcracks in the porous concrete develop rapidly. At this stage, the destruction of the porous concrete is mainly due to the development of cracks. Finally, the cracks extend throughout the entire specimen, causing the specimen to be quickly destroyed.A microscopic study [44] has shown that the freeze-thawing damage of concrete is an on-going physical process. The freeze-thawing cycle gradually makes the structure of the hydration products in concrete become increasingly loose, accompanied by the generation and development of microcracks [45]. With an increase in the number of freeze-thawing cycles, the microcracks increase and are eventually found throughout the entire structural system, resulting in a cracking of the concrete.


## 5. Mechanical Property Test

As a road material, porous concrete should have sufficient strength and stiffness, and its mechanical properties must be tested [46]. According to the requirements of the specification, combined with the structural characteristics of porous concrete, the compressive strength test, flexural tensile strength test, and compressive modulus test were carried out to obtain the effect of the porous concrete connected porosity on its mechanical properties [47].


### 5.1. Analysis of Relation between Connected Porosity and Compressive Strength

In accordance with the provisions of the standard 150 mm × 150 mm × 150 mm specimens and curing until a specified age, the compressive strength was determined, as shown in Figures14 and 15.Figure 14
Compressive strength test.Figure 15
Relationship between connected porosity and compressive strength.The results show that the 7 d compressive strength of porous concrete is 2–8 MPa, and its 28 d compressive strength is 3–12 MPa. Additionally, the compressive strength of the porous concrete basically forms during the 7 d period, reaching about 70% of the strength at 28 d. Thus, when the conditions are limited, this relationship can be used to predict the compressive strength at 28 d based on the compressive strength at 7 d. Meanwhile, 7 d is the major stage of the formation of the compressive strength of porous concrete, and thus the stability of the environment for preserving the health of the material should be guaranteed.


### 5.2. Analysis of Relation between Connected Porosity and Flexural Tensile Strength

The flexural tensile strength, an important parameter in a pavement structure design, is the maximum flexural load that concrete can bear before breaking, representing the ability of the material to resist bending. The connected porosity and flexural tensile strength of standard specimens (100 mm × 100 mm × 400 mm) were measured. As shown in Figures16 and 17.Figure 16
Flexural tensile strength tests.Figure 17
Relationship between connected porosity and flexural tensile strength.According to the analysis data, the flexural tensile strength of porous concrete is sharply lower than its compressive strength, and the 7 d flexural tensile strength is 0.2–0.9 MPa and the 28 d flexural tensile strength is 0.3–1.7 MPa. Similar to the compressive strength, the flexural tensile strength of porous concrete is mainly formed during the 7 d period, reaching about 70% of the strength at 28 d, as already reported by other authors [48–51]. Furthermore, the connected porosity is a significant factor affecting the flexural tensile strength of porous concrete, and the flexural tensile strength decreases with an increase in this porosity.


### 5.3. Analysis of Relation between Connected Porosity and Compressive Elastic Modulus

The connection porosity and the compressive elastic modulus test are shown in Figure18. The experiment results of the compressive elastic modulus of porous concrete were calculated using the following formula, and the test results are summarized in Figure 19.(5)Ec=Fa−F0A×LΔn,where Ec is the compressive elastic modulus of concrete (MPa); Fa is the final load (N), F0 indicates the initial load, L is the distance between specimens (mm), A is the bearing area of a specimen (mm2), and Δn is the average differential deformation of a specimen during the last loading under the actions of Fa and F0.Figure 18
Test of compressive elastic modulus.Figure 19
Relationship between connected porosity and compressive elastic modulus.The experiment data show that the compressive elastic modulus of porous concrete is mainly between 7,500 and 16,000 MPa, which indicates a clear rigidity. The compressive elastic modulus of porous concrete decreases with the increase in connected porosity, which is mainly related to the amount of cement. In addition, with the increase in connected porosity and the decrease in cement content, the thickness of the cement paste wrapped over the aggregate surface will decrease, and the stiffness of the specimen and the compressive modulus of the resilience will decrease.


## 5.1. Analysis of Relation between Connected Porosity and Compressive Strength

In accordance with the provisions of the standard 150 mm × 150 mm × 150 mm specimens and curing until a specified age, the compressive strength was determined, as shown in Figures14 and 15.Figure 14
Compressive strength test.Figure 15
Relationship between connected porosity and compressive strength.The results show that the 7 d compressive strength of porous concrete is 2–8 MPa, and its 28 d compressive strength is 3–12 MPa. Additionally, the compressive strength of the porous concrete basically forms during the 7 d period, reaching about 70% of the strength at 28 d. Thus, when the conditions are limited, this relationship can be used to predict the compressive strength at 28 d based on the compressive strength at 7 d. Meanwhile, 7 d is the major stage of the formation of the compressive strength of porous concrete, and thus the stability of the environment for preserving the health of the material should be guaranteed.


## 5.2. Analysis of Relation between Connected Porosity and Flexural Tensile Strength

The flexural tensile strength, an important parameter in a pavement structure design, is the maximum flexural load that concrete can bear before breaking, representing the ability of the material to resist bending. The connected porosity and flexural tensile strength of standard specimens (100 mm × 100 mm × 400 mm) were measured. As shown in Figures16 and 17.Figure 16
Flexural tensile strength tests.Figure 17
Relationship between connected porosity and flexural tensile strength.According to the analysis data, the flexural tensile strength of porous concrete is sharply lower than its compressive strength, and the 7 d flexural tensile strength is 0.2–0.9 MPa and the 28 d flexural tensile strength is 0.3–1.7 MPa. Similar to the compressive strength, the flexural tensile strength of porous concrete is mainly formed during the 7 d period, reaching about 70% of the strength at 28 d, as already reported by other authors [48–51]. Furthermore, the connected porosity is a significant factor affecting the flexural tensile strength of porous concrete, and the flexural tensile strength decreases with an increase in this porosity.


## 5.3. Analysis of Relation between Connected Porosity and Compressive Elastic Modulus

The connection porosity and the compressive elastic modulus test are shown in Figure18. The experiment results of the compressive elastic modulus of porous concrete were calculated using the following formula, and the test results are summarized in Figure 19.(5)Ec=Fa−F0A×LΔn,where Ec is the compressive elastic modulus of concrete (MPa); Fa is the final load (N), F0 indicates the initial load, L is the distance between specimens (mm), A is the bearing area of a specimen (mm2), and Δn is the average differential deformation of a specimen during the last loading under the actions of Fa and F0.Figure 18
Test of compressive elastic modulus.Figure 19
Relationship between connected porosity and compressive elastic modulus.The experiment data show that the compressive elastic modulus of porous concrete is mainly between 7,500 and 16,000 MPa, which indicates a clear rigidity. The compressive elastic modulus of porous concrete decreases with the increase in connected porosity, which is mainly related to the amount of cement. In addition, with the increase in connected porosity and the decrease in cement content, the thickness of the cement paste wrapped over the aggregate surface will decrease, and the stiffness of the specimen and the compressive modulus of the resilience will decrease.


## 6. Application of Porous Concrete Base in Heavy-Load Traffic Pavement in Cold and Heavy Shower Regions

### 6.1. Original Pavement Structure

This study relied on the first-class highway engineering project located in Hulun Buir city of the Inner Mongolia Autonomous Region, which belongs to the VI1 natural highway zoning. There are large reserves of crushed stone in the route area, and the subgrade is dry and wet. Hulun Buir is located in a continental temperate zone with a monsoon climate, with long, freezing winters; frequent cold air motion; deep snow; and long snow cover periods. Additionally, the average temperature annually is 0.1°C, the standard freezing depth is 2.8 m, and the minimum thickness of the frost protection layer is 70 cm.Depending on the road traffic load and the topography, geology, meteorology, and hydrology, to determine the design parameters of each structural layer, the local design adopted a semirigid base asphalt pavement structure. The deflection value, allowable tensile stress, and bottom tensile stress of various structural surfaces of the pavement were designed. Finally, the designed deflection value, bottom layer tensile stress, and the minimum frost layer thickness were used as the checking indexes. The results of calculation and checking are shown in Table10.Table 10
Summary of structural calculation and checking results of cement stabilized macadam base asphalt pavement.
Design deflection value (0.01 mm)
Computed-deflection values (0.01 mm)
Structure layer appellation
Allowable tensile stress (MPa)
Bottom tensile stress (MPa)
21.7
21.1
Coarse-graded bituminous concrete (8 cm)
0.21
−0.0561
Cement-stabilized macadam (18 cm)
0.23
0.1377
Cement-stabilized gravel mixed with crushed stone (32 cm)
0.18
0.126


### 6.2. Rationality and Verification of Porous Concrete Structure Base

Although all pavement structures above can meet the requirements of the designed deflection value, allowable tensile stress calculation, and minimum frost layer thickness, a traditional pavement structure cannot be used to solve the water damage problem of asphalt pavement. According to the experiment analysis, the mechanical properties of porous concrete are excellent, and the material shows a superior drainage performance and frost resistance, which are helpful to solve the water damage problem [52, 53] and improve the service life of the pavement if the porous concrete is used as a pavement structure layer. Therefore, through an analysis of the mechanics and road performance of porous concrete, the proper connected porosity was chosen, with the appropriate modifications made based on the original design. Meanwhile, the feasibility of porous concrete used for the structural layer of asphalt pavement was analysed to provide help for the same types of projects.


#### 6.2.1. Choices of Porosity of Porous Concrete under Pouring Rain Conditions

The east-west linear distance of the Inner Mongolia Autonomous Region is over 2,400 km, and thus the amount of rainfall differs remarkably based on the topography, latitude, and other varying factors. There is a large amount of desert area with little rainfall, that is, less than 50 mm, in the western area; the central area is mainly grassland with an annual rainfall of between 50 and 450 mm; and the eastern part is affected by monsoons with significant rainfall of more than 500 mm annually. The precipitation in the area is mainly concentrated within the mideastern region with a maximum instantaneous rainfall of 33.7 mm/h, which is calculated as the ultimate rainfall intensity; thus, this region was regarded as the object of the present design study.The rainwater infiltration is a top-to-bottom process. Natural precipitation is collected on the surface layer first, and apart from any natural loss, some of the rain flows away by road arching and other drainage facilities, and some seeps into the pavement structure through tiny openings or gaps.Zhao [54] pointed out that the relationship between extreme rainfall intensity and the permeability coefficient can be expressed through the following formulae:(6)W=4Khi2+l,l=B1+iz2ih2,where W is the extreme rainfall intensity (cm/min); K is the horizontal permeability coefficient of the drainage layer (cm/s); h is the drainage layer thickness (cm), with 10 cm chosen as the minimum design thickness; l is the length of the drainage (cm); B is the width of the one-way slope pavement (cm), considering one-half of the road, where B is 7.5 and m is 750 cm; and iz and ih are the longitudinal and transverse gradients of the road surface, with 2% chosen for the calculations.The design requirements can be satisfied only when the transverse permeability coefficient of the drainage layer is larger than the transverse permeability coefficient of the extreme rainfall intensity. Thus, changing the formula above can allow the relation between the transverse permeability coefficient and the extreme rainfall intensity to be obtained, as shown in the following:(7)K≥2+lW4hi.The calculation results show that smooth drainage under extreme conditions can be ensured when the horizontal permeability coefficient of the drainage layer is greater than 0.28 cm/min, which is clearly less than the measured permeability coefficient of porous concrete with a pavement cross slope of 2%. Thus, in the pavement design, the connected porosity of the porous concrete can be 15%, 20%, 25%, or 30% under the natural local conditions.


#### 6.2.2. Selection of Porosity of Porous Concrete under Cold Conditions

The average local temperature in winter annually is −9°C to −14°C, and the average temperature in summer is 22°C to 26.4°C. The altitude in eastern Inner Mongolia is high, and the varying temperature in the winter is generally low, which conforms to the characteristics of a cold climate. The average annual lowest temperature of about −40°C appears in January, and the average annual highest temperature of about 30°C appears in July, which indicates that higher frost resistance of the porous concrete is required. Porous concrete is generally used as the base under the covering of the surface layer, the temperature shift of which is smaller and the working environment is better. A temperature field analysis [55, 56] indicated that in winter, when the air temperature is −40°C, the temperature of base is about −27°C, and in summer, when the air temperature is 30°C, the base temperature is approximately 20°C. The difference in yearly road surface temperature reaches 70°C, and the yearly base temperature is 47°C.At present, the key to evaluating the frost resistance of concrete is to establish the relationship between the frost resistance testing and the actual work conditions. Based on an investigation of a typical city, the frost resistance of concrete has been quantitatively analysed [57, 58], and it was pointed out that the number of annual average freeze-thawing cycles in a concrete environment is closely related to the average temperature difference of the working environment. The ratio of indoor-to-outdoor freeze-thawing cycles is about 1 : 12, which indicates that the damage caused by the rapid freezing and thawing cycle in a room is equivalent to the damage caused by 12 freeze-thawing cycles in a natural environment. According to the above conclusions, the number of freeze-thawing cycles that may be experienced during the design period (15 years) of porous concrete can be calculated, as is shown in Table 11.Table 11
The possible frost-thawing cycle times of porous concrete in working environment.
Goal porosity (%)
Annual average temperature difference of base (°C)
The number of annual freeze-thawing cycles that may be experienced (times)
The number of freeze-thawing cycles that may be experienced during the design period (times)
The maximum number of freeze-thawing cycles that a porous concrete can stand in design period (times)
15
45
51
765
780
20
480
25
420
30
120Table11 shows that in the eastern region of Inner Mongolia, the annual mean temperature difference is large, and the number of freeze-thawing cycles that porous concrete may experience during the design period is 765. According to the freezing and thawing cycle ratio of 1 : 12, the maximum frost resistance cycles of the porous concrete measured during laboratory testing should reach at least 63.7 to meet the actual requirements. Therefore, porous concrete with a goal porosity of 15% can be chosen as the pavement base.


#### 6.2.3. Selection of Porous Concrete under Heavy Traffic Conditions

Based on laboratory testing and calculations, Zheng et al. [59] and Qiu et al. [60] pointed out the standard resistance compression and flexural tensile strength of a designed porous concrete base. The author’s experiment data indicate that a 15% goal porosity of porous concrete can be used as pavement base under severely heavy traffic conditions; the average strength of porous concrete with each goal porosity is summarized in Table 12.Table 12
Summary table of average strength of porous concrete.
Goal porosity (%)
7 d compressive strength (MPa)
28 d flexural tensile strength (MPa)
15
8.3
1.60
20
5.8
1.06
25
3.5
0.64
30
2.2
0.37Considering all the factors above, it is entirely reasonable to use porous concrete with a porosity of 15% as the base under heavy-load traffic in cold conditions, which can reduce the harm from water damage and ensure the safe operation of the pavement structure [61–64].


## 6.1. Original Pavement Structure

This study relied on the first-class highway engineering project located in Hulun Buir city of the Inner Mongolia Autonomous Region, which belongs to the VI1 natural highway zoning. There are large reserves of crushed stone in the route area, and the subgrade is dry and wet. Hulun Buir is located in a continental temperate zone with a monsoon climate, with long, freezing winters; frequent cold air motion; deep snow; and long snow cover periods. Additionally, the average temperature annually is 0.1°C, the standard freezing depth is 2.8 m, and the minimum thickness of the frost protection layer is 70 cm.Depending on the road traffic load and the topography, geology, meteorology, and hydrology, to determine the design parameters of each structural layer, the local design adopted a semirigid base asphalt pavement structure. The deflection value, allowable tensile stress, and bottom tensile stress of various structural surfaces of the pavement were designed. Finally, the designed deflection value, bottom layer tensile stress, and the minimum frost layer thickness were used as the checking indexes. The results of calculation and checking are shown in Table10.Table 10
Summary of structural calculation and checking results of cement stabilized macadam base asphalt pavement.
Design deflection value (0.01 mm)
Computed-deflection values (0.01 mm)
Structure layer appellation
Allowable tensile stress (MPa)
Bottom tensile stress (MPa)
21.7
21.1
Coarse-graded bituminous concrete (8 cm)
0.21
−0.0561
Cement-stabilized macadam (18 cm)
0.23
0.1377
Cement-stabilized gravel mixed with crushed stone (32 cm)
0.18
0.126


## 6.2. Rationality and Verification of Porous Concrete Structure Base

Although all pavement structures above can meet the requirements of the designed deflection value, allowable tensile stress calculation, and minimum frost layer thickness, a traditional pavement structure cannot be used to solve the water damage problem of asphalt pavement. According to the experiment analysis, the mechanical properties of porous concrete are excellent, and the material shows a superior drainage performance and frost resistance, which are helpful to solve the water damage problem [52, 53] and improve the service life of the pavement if the porous concrete is used as a pavement structure layer. Therefore, through an analysis of the mechanics and road performance of porous concrete, the proper connected porosity was chosen, with the appropriate modifications made based on the original design. Meanwhile, the feasibility of porous concrete used for the structural layer of asphalt pavement was analysed to provide help for the same types of projects.


### 6.2.1. Choices of Porosity of Porous Concrete under Pouring Rain Conditions

The east-west linear distance of the Inner Mongolia Autonomous Region is over 2,400 km, and thus the amount of rainfall differs remarkably based on the topography, latitude, and other varying factors. There is a large amount of desert area with little rainfall, that is, less than 50 mm, in the western area; the central area is mainly grassland with an annual rainfall of between 50 and 450 mm; and the eastern part is affected by monsoons with significant rainfall of more than 500 mm annually. The precipitation in the area is mainly concentrated within the mideastern region with a maximum instantaneous rainfall of 33.7 mm/h, which is calculated as the ultimate rainfall intensity; thus, this region was regarded as the object of the present design study.The rainwater infiltration is a top-to-bottom process. Natural precipitation is collected on the surface layer first, and apart from any natural loss, some of the rain flows away by road arching and other drainage facilities, and some seeps into the pavement structure through tiny openings or gaps.Zhao [54] pointed out that the relationship between extreme rainfall intensity and the permeability coefficient can be expressed through the following formulae:(6)W=4Khi2+l,l=B1+iz2ih2,where W is the extreme rainfall intensity (cm/min); K is the horizontal permeability coefficient of the drainage layer (cm/s); h is the drainage layer thickness (cm), with 10 cm chosen as the minimum design thickness; l is the length of the drainage (cm); B is the width of the one-way slope pavement (cm), considering one-half of the road, where B is 7.5 and m is 750 cm; and iz and ih are the longitudinal and transverse gradients of the road surface, with 2% chosen for the calculations.The design requirements can be satisfied only when the transverse permeability coefficient of the drainage layer is larger than the transverse permeability coefficient of the extreme rainfall intensity. Thus, changing the formula above can allow the relation between the transverse permeability coefficient and the extreme rainfall intensity to be obtained, as shown in the following:(7)K≥2+lW4hi.The calculation results show that smooth drainage under extreme conditions can be ensured when the horizontal permeability coefficient of the drainage layer is greater than 0.28 cm/min, which is clearly less than the measured permeability coefficient of porous concrete with a pavement cross slope of 2%. Thus, in the pavement design, the connected porosity of the porous concrete can be 15%, 20%, 25%, or 30% under the natural local conditions.


### 6.2.2. Selection of Porosity of Porous Concrete under Cold Conditions

The average local temperature in winter annually is −9°C to −14°C, and the average temperature in summer is 22°C to 26.4°C. The altitude in eastern Inner Mongolia is high, and the varying temperature in the winter is generally low, which conforms to the characteristics of a cold climate. The average annual lowest temperature of about −40°C appears in January, and the average annual highest temperature of about 30°C appears in July, which indicates that higher frost resistance of the porous concrete is required. Porous concrete is generally used as the base under the covering of the surface layer, the temperature shift of which is smaller and the working environment is better. A temperature field analysis [55, 56] indicated that in winter, when the air temperature is −40°C, the temperature of base is about −27°C, and in summer, when the air temperature is 30°C, the base temperature is approximately 20°C. The difference in yearly road surface temperature reaches 70°C, and the yearly base temperature is 47°C.At present, the key to evaluating the frost resistance of concrete is to establish the relationship between the frost resistance testing and the actual work conditions. Based on an investigation of a typical city, the frost resistance of concrete has been quantitatively analysed [57, 58], and it was pointed out that the number of annual average freeze-thawing cycles in a concrete environment is closely related to the average temperature difference of the working environment. The ratio of indoor-to-outdoor freeze-thawing cycles is about 1 : 12, which indicates that the damage caused by the rapid freezing and thawing cycle in a room is equivalent to the damage caused by 12 freeze-thawing cycles in a natural environment. According to the above conclusions, the number of freeze-thawing cycles that may be experienced during the design period (15 years) of porous concrete can be calculated, as is shown in Table 11.Table 11
The possible frost-thawing cycle times of porous concrete in working environment.
Goal porosity (%)
Annual average temperature difference of base (°C)
The number of annual freeze-thawing cycles that may be experienced (times)
The number of freeze-thawing cycles that may be experienced during the design period (times)
The maximum number of freeze-thawing cycles that a porous concrete can stand in design period (times)
15
45
51
765
780
20
480
25
420
30
120Table11 shows that in the eastern region of Inner Mongolia, the annual mean temperature difference is large, and the number of freeze-thawing cycles that porous concrete may experience during the design period is 765. According to the freezing and thawing cycle ratio of 1 : 12, the maximum frost resistance cycles of the porous concrete measured during laboratory testing should reach at least 63.7 to meet the actual requirements. Therefore, porous concrete with a goal porosity of 15% can be chosen as the pavement base.


### 6.2.3. Selection of Porous Concrete under Heavy Traffic Conditions

Based on laboratory testing and calculations, Zheng et al. [59] and Qiu et al. [60] pointed out the standard resistance compression and flexural tensile strength of a designed porous concrete base. The author’s experiment data indicate that a 15% goal porosity of porous concrete can be used as pavement base under severely heavy traffic conditions; the average strength of porous concrete with each goal porosity is summarized in Table 12.Table 12
Summary table of average strength of porous concrete.
Goal porosity (%)
7 d compressive strength (MPa)
28 d flexural tensile strength (MPa)
15
8.3
1.60
20
5.8
1.06
25
3.5
0.64
30
2.2
0.37Considering all the factors above, it is entirely reasonable to use porous concrete with a porosity of 15% as the base under heavy-load traffic in cold conditions, which can reduce the harm from water damage and ensure the safe operation of the pavement structure [61–64].


## 6.2.1. Choices of Porosity of Porous Concrete under Pouring Rain Conditions

The east-west linear distance of the Inner Mongolia Autonomous Region is over 2,400 km, and thus the amount of rainfall differs remarkably based on the topography, latitude, and other varying factors. There is a large amount of desert area with little rainfall, that is, less than 50 mm, in the western area; the central area is mainly grassland with an annual rainfall of between 50 and 450 mm; and the eastern part is affected by monsoons with significant rainfall of more than 500 mm annually. The precipitation in the area is mainly concentrated within the mideastern region with a maximum instantaneous rainfall of 33.7 mm/h, which is calculated as the ultimate rainfall intensity; thus, this region was regarded as the object of the present design study.The rainwater infiltration is a top-to-bottom process. Natural precipitation is collected on the surface layer first, and apart from any natural loss, some of the rain flows away by road arching and other drainage facilities, and some seeps into the pavement structure through tiny openings or gaps.Zhao [54] pointed out that the relationship between extreme rainfall intensity and the permeability coefficient can be expressed through the following formulae:(6)W=4Khi2+l,l=B1+iz2ih2,where W is the extreme rainfall intensity (cm/min); K is the horizontal permeability coefficient of the drainage layer (cm/s); h is the drainage layer thickness (cm), with 10 cm chosen as the minimum design thickness; l is the length of the drainage (cm); B is the width of the one-way slope pavement (cm), considering one-half of the road, where B is 7.5 and m is 750 cm; and iz and ih are the longitudinal and transverse gradients of the road surface, with 2% chosen for the calculations.The design requirements can be satisfied only when the transverse permeability coefficient of the drainage layer is larger than the transverse permeability coefficient of the extreme rainfall intensity. Thus, changing the formula above can allow the relation between the transverse permeability coefficient and the extreme rainfall intensity to be obtained, as shown in the following:(7)K≥2+lW4hi.The calculation results show that smooth drainage under extreme conditions can be ensured when the horizontal permeability coefficient of the drainage layer is greater than 0.28 cm/min, which is clearly less than the measured permeability coefficient of porous concrete with a pavement cross slope of 2%. Thus, in the pavement design, the connected porosity of the porous concrete can be 15%, 20%, 25%, or 30% under the natural local conditions.


## 6.2.2. Selection of Porosity of Porous Concrete under Cold Conditions

The average local temperature in winter annually is −9°C to −14°C, and the average temperature in summer is 22°C to 26.4°C. The altitude in eastern Inner Mongolia is high, and the varying temperature in the winter is generally low, which conforms to the characteristics of a cold climate. The average annual lowest temperature of about −40°C appears in January, and the average annual highest temperature of about 30°C appears in July, which indicates that higher frost resistance of the porous concrete is required. Porous concrete is generally used as the base under the covering of the surface layer, the temperature shift of which is smaller and the working environment is better. A temperature field analysis [55, 56] indicated that in winter, when the air temperature is −40°C, the temperature of base is about −27°C, and in summer, when the air temperature is 30°C, the base temperature is approximately 20°C. The difference in yearly road surface temperature reaches 70°C, and the yearly base temperature is 47°C.At present, the key to evaluating the frost resistance of concrete is to establish the relationship between the frost resistance testing and the actual work conditions. Based on an investigation of a typical city, the frost resistance of concrete has been quantitatively analysed [57, 58], and it was pointed out that the number of annual average freeze-thawing cycles in a concrete environment is closely related to the average temperature difference of the working environment. The ratio of indoor-to-outdoor freeze-thawing cycles is about 1 : 12, which indicates that the damage caused by the rapid freezing and thawing cycle in a room is equivalent to the damage caused by 12 freeze-thawing cycles in a natural environment. According to the above conclusions, the number of freeze-thawing cycles that may be experienced during the design period (15 years) of porous concrete can be calculated, as is shown in Table 11.Table 11
The possible frost-thawing cycle times of porous concrete in working environment.
Goal porosity (%)
Annual average temperature difference of base (°C)
The number of annual freeze-thawing cycles that may be experienced (times)
The number of freeze-thawing cycles that may be experienced during the design period (times)
The maximum number of freeze-thawing cycles that a porous concrete can stand in design period (times)
15
45
51
765
780
20
480
25
420
30
120Table11 shows that in the eastern region of Inner Mongolia, the annual mean temperature difference is large, and the number of freeze-thawing cycles that porous concrete may experience during the design period is 765. According to the freezing and thawing cycle ratio of 1 : 12, the maximum frost resistance cycles of the porous concrete measured during laboratory testing should reach at least 63.7 to meet the actual requirements. Therefore, porous concrete with a goal porosity of 15% can be chosen as the pavement base.


## 6.2.3. Selection of Porous Concrete under Heavy Traffic Conditions

Based on laboratory testing and calculations, Zheng et al. [59] and Qiu et al. [60] pointed out the standard resistance compression and flexural tensile strength of a designed porous concrete base. The author’s experiment data indicate that a 15% goal porosity of porous concrete can be used as pavement base under severely heavy traffic conditions; the average strength of porous concrete with each goal porosity is summarized in Table 12.Table 12
Summary table of average strength of porous concrete.
Goal porosity (%)
7 d compressive strength (MPa)
28 d flexural tensile strength (MPa)
15
8.3
1.60
20
5.8
1.06
25
3.5
0.64
30
2.2
0.37Considering all the factors above, it is entirely reasonable to use porous concrete with a porosity of 15% as the base under heavy-load traffic in cold conditions, which can reduce the harm from water damage and ensure the safe operation of the pavement structure [61–64].


## 7. Conclusion

(1)
Taking the aggregate tap density as an evaluation index, the gradation of porous concrete was determined using a stepwise filling method. Orthogonal testing was used to optimize the gradation of porous concrete, and the optimal combination scheme was determined based on the determination that the w/c ratio has the largest effect on its performance. Moreover, the experiment results indicate that the linear relationship, independent of the age and specimen size, between the connected porosity and the goal porosity of porous concrete is excellent.
(2)
In view of heavy-load traffic pavement in cold and heavy shower regions, the experiment analysed the drainage, the frost resistance, and shrinkage characteristics of porous concrete, and the results show that there is a certain function relationship between porous concrete’s drainage, frost resistance, and connectivity porosity. In addition, porous concrete with a fine road performance has a better shrinkage characteristic than semirigid materials.
(3)
The mechanical indexes of porous concrete, such as the compressive strength, flexural tensile strength, and compressive elastic modulus, were studied through mechanical tests, and the relation between the connected pores and mechanical indexes of porous concrete was analysed. The results indicate that there is a good linear relationship between the compressive strength, flexural tensile strength, compressive elastic modulus, and connected porosity.
(4)
Considering the characteristics of the Inner Mongolian climate, the feasibility of using porous concrete in cold and heavy shower regions was analysed. By comparing the performance with the mechanics of porous concrete, a goal porosity of 15% in porous concrete pavement can be used for heavy traffic conditions. Thus, porous concrete as an asphalt pavement base can meet the requirements of heavy-load traffic regions under heavy shower conditions.



---

*Source: 7082897-2018-04-01.xml*