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

,e 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. ,e 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.


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][2][3].is 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.e 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][5][6][7].In addition, semirigid materials are sensitive to temperature changes and prone to temperature shrinkage, resulting in transverse cracks [8][9][10][11].e 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][13][14][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][17][18][19].
erefore, 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][21][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.e 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.

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.erefore, it is necessary to test the properties of the raw materials [25][26][27].e porous concrete contains coarse aggregate, cement, and water; besides, there is no admixture in the test.

Coarse Aggregate.
Coarse aggregate is the main component of the skeleton structure of porous concrete and bears a considerable amount of load.erefore, 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.

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 to Test Methods of Cement and Concrete for Highway Engineering [29], all chemical and physical indexes of cement were tested, as shown in Table 2.
After 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.

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.erefore, the control of the water amount in the molding process should be considered specially.e most important features in the composition of porous concrete are a large number of pores and a lack of ller 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.e 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][31][32][33].
To ensure that the porosity of porous concrete can play a su ciently 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 lling of ne 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 e ectiveness between aggregates, the gradation design method of porous concrete is expounded in accordance with the stage lling theory.e test procedure used is as follows.

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.
e test results are shown in Figure 1.
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%. is shows that vibrations can cause coarse aggregates to be squeezed and thereby reach a compact state, forming a more solid skeleton structure and more e ective 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 in uence of the test equipment on the forming e ect of the test piece.erefore, during the process of determining the optimal gradation of the coarse aggregate, the tap density should be used as an index to evaluate the e ects of the aggregate compaction.

First Level Filling.
Aggregate with a maximum nominal diameter of 19-26.5 mm is used as the rst stage, whereas the second stage uses aggregate of 16-19 mm. e second batch of aggregates is gradually placed into the rst batch at di erent proportions.After mixing, the tap density of mixed aggregate at di erent blending ratios is measured, and the maximum ratio of the lling is taken as the optimum lling ratio.e results shown in Figure 2.After mixing, the tap density of the mixed aggregates at di erent blending ratios is measured, and the maximum ratio of the lling is taken as the Optimum lling Rate.e results are shown in Figure 3. e 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.

ird Level Filling.
is is the nal stage, the steps of which are the same as the previous stage.e results are shown in Figure 4.
e purpose of designing a mixture ratio of porous concrete is to e ectively control the postmoulding specimen (connected) based on the known design parameters through calculations.e ratio of porous concrete is calculated using the unit volume method as follows: where m g is the cubic mass of the aggregate in porous concrete, V c+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/cm 3 ), m c is the mass of the concrete, ρ c is the density of the concrete (3.15 g/cm 3 ), m w is the mass of the water, and ρ w is density of the water.e following can then be obtained: erefore, 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.

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].inner coating layers and greater consistency make it di cult to form a comprehensive aggregate package, and thus the bonding action of the slurry will not be adequately developed, resulting in an insu cient 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].us, 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.
e 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.erefore, for porous concrete, the appropriate w/c ratio and mixing and vibration times should be determined through testing.However, considering the comprehensive in uence 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 e ciency, rapid, economical experimental design method.
e level of orthogonal test factors is shown in Table 4.
According to the selected factors and levels, the level of orthogonal testing is determined as follows: 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.e mixture ratio was calculated, and the 7 d compressive strength was applied as the test analysis index, as shown in Figure 5. rough a range analysis, the in uence of each factor on the test results was determined, and the optimum combination scheme was obtained, as shown in Table 5.
In the table, I j -IV j is the sum of the numerical values corresponding to each level in column J, and K j 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, I j /k j -IV j /k j is the average of each level in column J of the test index, and D j is the di erence between the maximum and minimum of the corresponding averages in column J.
rough 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.e optimum combination is A 3 B 3 C 3 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 Table 6.

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.ese 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 e ect on the strength of the material, and the pores lose the function of draining.erefore, closed pores are useless for drainage purposes.(2) Open pores.
ese pores are interlinked with the external environment.e results indicate that such porosity has no substantive e ect on the drainage of porous concrete.
ese 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 e ective drainage channel within porous concrete.us, to verify the drainage performance of porous concrete materials, the connected porosity is simply measured.e 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 Figures 6 and 7.
A standard specimen of 100 mm × 100 mm × 400 mm in size was also designed for the antifreezing test to meet the 7 d    7-9.e 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 gure that the di erence between the individual porosity data and the goal porosity is about 3%, which is larger than those in other specimens.e reason for such a di erence is that, with an increase in the size of the specimen, the di culty 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.

Study on Pavement Performance of
Porous Concrete e 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 di erent from ordinary compact concrete because of a large number of connected pores that are spread throughout the inside of the material [41,42].e existence of these connected pores is bene cial to the drainage and also restricts the strength of the material.erefore, 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].To solve the above problems, porous concrete drainage and frost resistance test methods were determined using proprietary patents based on the standard provisions.e tests were carried out using a self-made tester that applies road materials to test the drainage performance (shown in Figures 8 and 9). is 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.
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.
e permeable coefficient of porous concrete is calculated as follows: where K is the coefficient of porous concrete (cm/s); Q is the amount of water seeping out at time t (cm 3 ); L is the seepage length, which is the length of the specimen (cm); A is the seepage area (cm 2 ) and, considering the capacity of the maximum drainage capacity, is the cross-sectional area of  Advances in Materials Science and Engineering the specimen; and h 1 − h 2 is the di erence 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.e results of the drainage performance test of each specimen are shown in Figure 10.
It can be seen that the permeability coe cient of porous concrete is positively related to the cross slope of the pavement.With the increase in slope, the permeability coe cient increases linearly.Based on the distance between curves, the spacing between the two adjacent curves increases gradually, indicating that the permeability coe cient 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 signi cantly.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.

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 rst 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 nished, and the test case is loaded into the rubber test box and lled with water.e 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.
e 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 Figure 12.
e 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 speci cation, and the relationship between the cycle time of freeze-thawing and the rate of mass change is not plotted.e result is shown in Figure 13.
e 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 Figure 13, 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   Advances in Materials Science and Engineering was more gentle initially, but then rapidly increased.e reason for this phenomenon is that during an early antifreeze cycle, the e ective 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 freezethawing 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 freezethawing damage of concrete is an on-going physical process.e 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 freezethawing cycles, the microcracks increase and are eventually found throughout the entire structural system, resulting in a cracking of the concrete.

Mechanical Property Test
As a road material, porous concrete should have su cient strength and sti ness, and its mechanical properties must be tested [46].According to the requirements of the specication, combined with the structural characteristics of porous concrete, the compressive strength test, exural tensile strength test, and compressive modulus test were carried out to obtain the e ect of the porous concrete connected porosity on its mechanical properties [47].

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 speci ed age, the compressive strength was determined, as shown in Figures 14 and 15.
e 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.us, 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.

Analysis of Relation between Connected Porosity and Flexural Tensile Strength.
e exural tensile strength, an important parameter in a pavement structure design, is the maximum exural load that concrete can bear before breaking, representing the ability of the material to resist

Frost-thawing cycle times
The connected porosity with 15% The connected porosity with 20% The connected porosity with 25%  Advances in Materials Science and Engineering bending.e connected porosity and exural tensile strength of standard specimens (100 mm × 100 mm × 400 mm) were measured.As shown in Figures 16 and 17.
According to the analysis data, the exural tensile strength of porous concrete is sharply lower than its compressive strength, and the 7 d exural tensile strength is 0.2-0.9MPa and the 28 d exural tensile strength is 0.3-1.7 MPa.Similar to the compressive strength, the exural 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][49][50][51].Furthermore, the connected porosity is a signi cant factor a ecting the exural tensile strength of porous concrete, and the exural tensile strength decreases with an increase in this porosity.

Analysis of Relation between Connected Porosity and Compressive Elastic Modulus.
e connection porosity and the compressive elastic modulus test are shown in Figure 18.
e 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.
where E c is the compressive elastic modulus of concrete (MPa); F a is the nal load (N), F 0 indicates the initial load, L is the distance between specimens (mm), A is the bearing area of a specimen (mm 2 ), and Δn is the average di erential deformation of a specimen during the last loading under the actions of F a and F 0 .e 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.e 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 The compressive strength (MPa) The connecting porosity (%) The compressive strength of 7 d The compressive strength of 28 d   is study relied on the rst-class highway engineering project located in Hulun Buir city of the Inner Mongolia Autonomous Region, which belongs to the VI 1 natural highway zoning.ere 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 the road tra c 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.e de ection value, allowable tensile stress, and bottom tensile stress of various structural surfaces of the pavement were designed.Finally, the designed de ection value, bottom layer tensile stress, and the minimum frost layer thickness were used as the checking indexes.e results of calculation and checking are shown in Table 10.

Rationality and Veri cation of Porous Concrete Structure
Base.Although all pavement structures above can meet the requirements of the designed de ection 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.erefore, through an analysis of the mechanics and road performance of porous concrete, the proper connected porosity was chosen, with the appropriate modi cations 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.

Choices of Porosity of Porous Concrete under Pouring Rain Conditions.
e east-west linear distance of the Inner Mongolia Autonomous Region is over 2,400 km, and thus the amount of rainfall di ers remarkably based on the topography, latitude, and other varying factors.ere 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 a ected by monsoons with signi cant rainfall of more than 500 mm annually.e 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.
e rainwater in ltration is a top-to-bottom process.Natural precipitation is collected on the surface layer rst, and apart from any natural loss, some of the rain ows 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 coe cient can be expressed through the following formulae: where W is the extreme rainfall intensity (cm/min); K is the horizontal permeability coe cient 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 i z and i h are the longitudinal and transverse gradients of the road surface, with 2% chosen for the calculations.e design requirements can be satis ed only when the transverse permeability coe cient of the drainage layer is larger than the transverse permeability coe cient of the extreme rainfall intensity.us, changing the formula above can allow the relation between the transverse permeability coe cient and the extreme rainfall intensity to be obtained, as shown in the following: e calculation results show that smooth drainage under extreme conditions can be ensured when the horizontal permeability coe cient 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%.us, in the pavement design, the connected porosity of the porous concrete can be 15%, 20%, 25%, or 30% under the natural local conditions.

Selection of Porosity of Porous Concrete under Cold
Conditions.
e 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.
e 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.e 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.e 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 freezethawing cycles in a concrete environment is closely related to the average temperature difference of the working environment.
e ratio of indoor-to-outdoor freezethawing 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 freezethawing 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 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.erefore, porous concrete with a goal porosity of 15% can be chosen as the pavement base.

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.e 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.
Considering 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][62][63][64].

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) e 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.e 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.us, porous concrete as an asphalt pavement base can meet the requirements of heavyload traffic regions under heavy shower conditions.

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.

Figure 8 :
Figure 8: Schematic diagram of water permeability of porous concrete.

Figure 9 :Figure 10 :
Figure 9: Device diagram of testing water permeability of porous concrete.

Figure 12 :
Figure 12: Relationship between the maximum cycle time of freeze-thawing and the porosity of the porous concrete.

Figure 13 :
Figure 13: Relationship between quality and maximum frostthawing cycle times.

Figure 15 :
Figure 15: Relationship between connected porosity and compressive strength.

Figure 19 :
Figure 19: Relationship between connected porosity and compressive elastic modulus.

Table 1 :
Summary of test results of coarse aggregate.

Table 2 :
Summary of test results of cement physical indexes.

Table 4 :
Factor level table of orthogonal test.

Table 3 :
Characteristics of mixed aggregate of porous concrete.

Table 6 :
e result of design of mix proportion of porous concrete (per cubic meter).

Table 5 :
Range analysis of orthogonal test.

Table 10 :
Summary of structural calculation and checking results of cement stabilized macadam base asphalt pavement.

Table 11 :
e possible frost-thawing cycle times of porous concrete in working environment.

Table 12 :
Summary table of average strength of porous concrete.