Research ArticleStudy on Strength Variation of Permeable Concrete Based onDifferential Calorimetry Method and Multi-Index Test

Sanqiang Yang,1,2 Meng Guo ,3 Shichao Duan,1 Na Liu,1 Haonan Wu,4 Erxia Du,1

and Meichen Liang3

1Hebei Province Civil Engineering Monitoring and Evaluation Technology Innovation Center,College of Civil Engineering and Architecture, Hebei University, Baoding, Hebei 071002, China2Hebei Institute of Transportation Planning and Design, Shi Jiazhuang, Hebei 050011, China3*e Key Laboratory of Urban Security and Disaster Engineering of Ministry of Education, Beijing University of Technology,Beijing 100124, China4Hebei Construction Group Limited by Share Ltd., Baoding, Hebei 071002, China

Correspondence should be addressed to Meng Guo; mguo@ustb.edu.cn

Received 28 February 2019; Revised 18 July 2019; Accepted 25 July 2019; Published 20 August 2019

Academic Editor: Amit Bandyopadhyay

Copyright © 2019 Sanqiang Yang et al.+is is an open access article distributed under the Creative Commons Attribution License,which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

With the implementation of the Xiongan New Area and the urbanization construction plan surrounding the Beijing-Tianjinsatellite, it is urgent to study and apply the sponge-permeable paving materials to solve the “urban waterlogging and heat islandeffect.” In this paper, the hydration microscopic characteristics of cementitious materials are analyzed by means of the differentialscanning calorimetry (DSC) test. +e test of water-cement ratio, porosity, and gradation structure on the strength and per-meability coefficient is emphasized, and the strength change rule of porous permeable concrete is obtained. +e research resultsare shown as follows: (1)+eDSC test shows that the effect of temperature on the hydration process of cement is obvious.With theincrease of temperature, the two exothermic peaks of cement hydration increase significantly and tend to overlap and theexothermic process is shortened. At 85°C, only one exothermic peak appeared, indicating that C3S hydration and ettringiteformation process were completed at the same time in a relatively short time. (2) +e optimal water-binder ratio of perviousconcrete ranges from 0.24 to 0.30, and the optimal porosity ranges should be controlled within the range of 15%–25%. Moreover,the open gradation of pervious concrete mix ratio design is selected, and the cement content should be within the range of20%–25%. (3) +e mathematical model of permeability coefficient and porosity ratio of permeable concrete is established:k � − 0.0003n2 + 0.0057n − 0.0044; the mathematical model of permeability coefficient and compressive strength of open-gradedpervious concrete: k � 0.99006 − 0.05389c + 8.02 × 10− 4c2. +e research results can provide theoretical support and technicalguidance for the design and construction of permeable materials of sponge cities in Xiongan New Area and surrounding ring newarea, which are of great engineering value.

1. Introduction

In recent years, with the establishment and implementationof the Xiongan New Area construction and the national top-level planning plan for the satellite cities around Beijing andTianjin, the construction of the sponge city in Xiongan NewArea has accelerated [1]. Aiming at the sharp increase inhardened areas such as parks, plazas, and carriageways in thesurrounding areas of the Xiongan New Area, the watercirculation is worsened and the green area is reduced, which

indirectly or directly affects the entire regional ecologicalenvironment [2]. +e specific phenomena include the localhigh temperature, urban water logging, land subsidence, andsevere dust and haze [3]. Under this background, it is urgentto study and apply sponge permeable concrete.

+e performance problem of permeable concretematerials has been the main focus of domestic andoverseas scholar researches, mainly investigating the in-fluence of water glue ratio, aggregate size, porosity andgradation structure on mechanical performance and water

HindawiAdvances in Materials Science and EngineeringVolume 2019, Article ID 7918924, 9 pageshttps://doi.org/10.1155/2019/7918924

permeability of permeable concrete [4]. Kevern et al. fromthe State University of Iowa studied the influence of ag-gregate particle size on pervious concrete and found thatthe use of a single particle size aggregate can significantlyimprove the porosity of permeable concrete but thestrength is relatively low. +e workability and strength ofconcrete can be significantly improved by adding fine sandto the aggregate and latex to the mixing process [5]. Jianget al. from Tongji University found that aggregate particlesize and gradation are the key factors affecting porosity,permeability coefficient, and compressive strength ofpermeable concrete. +e additives such as water-reducingagent, silica fume, and polymer emulsion can effectivelyimprove the compressive strength and workability of thepermeable concrete, but has less influence on the waterpermeability [6]. However, the main research is focused onthe type and size of the aggregates, the structure, and theadditive, and it does not have a systematic understanding ofthe material.

As an important factor affecting the performance ofconcrete, porosity has been extensively studied by scholars athome and abroad. Deo and Neithalath, from ClarksonUniversity, USA, studied the influence of pore structure oncompressive behavior of permeable concrete. It is concludedthat the compressive strength of pervious concrete decreasesby about 50% for every 10% increase in porosity [7]. Srir-avindrarajah et al. from the Sydney University of Tech-nology, Australia, studied the mix ratio of permeableconcrete. It is found that the compressive strength of per-vious concrete mainly depends on the porosity, age, andbinder of the aggregate. In case of a fixed porosity, the shapeand size of the test piece also affect the compressive strengthof the permeable concrete [8]. +ese studies may wellsupport our next study, but lack of specificity, if we can studya linear relationship plot, will be a good representation of therelationship between them.

Ibrahim et al. has been studying the effects of differentwater glue on the performance of water concrete, throughpractical experiments. +e researchers give a linear model ofcompressive strength and water permeability: compressivestrength� constant + a∗ unit cement consumption + b∗

water glue ratio + c∗ water consumption+d∗ aggregate(4.5mm)+ e∗ aggregate (9.5mm)+f∗ aggregates (19.5mm);permeability coefficient� constant+a∗ unit cement dosage+b∗

water-binder ratio+ c∗ water consumption+d∗ aggregate(4.5mm)+ e∗ aggregate (9.5mm)+f∗ aggregate (19.5mm).Compressive strength and permeability coefficient are linearwith the influencing factors, but the coefficients are not con-sistent [9]. +ere are not many studies on water-cement ratio,but the size of water-cement ratio affects the rheologicalproperty of slurry and is also the main parameter that de-termines the difference in strength and permeability of perviousconcrete, which needs to be studied in detail [10].

Based on the analysis of foreign and domestic researchstatus, most of the permeable paving materials are con-centrated in the field of grading structure design, lackingsystematic and comprehensive material cognition; Secondly,the testing method is not advanced enough to change thematerial principle; moreover, the analysis of concrete

indicators is single, lacking theoretical models, and it isdifficult to reveal the intrinsic relevance of multi-indextechnical parameters [11]. +erefore, it is necessary toconduct multi-index experimental research on the strengthand permeability coefficient of pervious concrete materialsand analyze the hydration characteristics of cement from themicroscopic perspective. Based on this, this paper relies onthe construction project “Key Technology Research of UrbanRoad and Green Space Sponge Construction” and the BasicResearch Fund of Materials in Hebei Province and analyzesthe variation law of the strength of permeable concretematerials by means of differential heat and multi-index testmethods [12]. Finally, the microscopic characteristics ofcement hydration of permeable concrete are obtained, andthe internal correlation law of multi-index technical pa-rameters of permeable concrete is revealed, and varioustheoretical parameter models based on strength are con-structed [13]. +e research results fill the gap in the researchon the influence strength of the multi-index test on per-meable concrete, fit the mathematical model between dif-ferent parameters by analyzing the experimental data, andformalize the relationship, providing strong support for thesubsequent related research.+e research results can providetheoretical support and technical guidance for the designand construction of permeable materials of sponge cities inXiongan New Area and surrounding ring new area, whichare of great engineering value.

2. Test Plan Design

+e main factors affecting the strength of porous permeableconcrete are the hydration characteristics of cementitiousmaterials and the technical parameters of concrete [14]. Inthis study, the differential scanning calorimetry (DSC) testwas used to analyze the hydration characteristics of ce-mentitious materials; +e parameter analysis of porouspermeable concrete mainly relies on the test of the influenceof water-binder ratio, porosity, and grading structure onstrength and permeability coefficient.

2.1. Experimental Design of Hydration Characteristics of Ce-mentitious Materials. +is test uses PO.42.5 cement-basedcementitious materials. In terms of the conventional cementhydration, the developing analysis of ettringite and thehydration test of C3S cannot show the effect of temperatureon the microproperties of cement hydration [15]. In thisstudy, differential scanning calorimetry (DSC) is used todetermine the thermal analysis of the relationship betweenheat and temperature of PO.42.5 cement under temperaturecontrol procedures (temperature rise, constant temperature,and temperature drop).+e principle is that according to thethermal effect of the PO.42.5 cement sample, a heat flowdifference proportional to the temperature difference isgenerated between the sample end and the reference end, thetemperature difference can be continuously measured by thethermocouple, the DSC spectrum is obtained after beingcorrected to the heat flow difference, and then the hydrationcharacteristics of the cementitious material are analyzed

2 Advances in Materials Science and Engineering

[16]. +e test equipment and program interface of differ-ential scanning calorimetry (DSC) are shown in Figures 1and 2.

PO.42.5 cement-based cementitious material differentialscanning calorimetry (DSC) test program design is as fol-lows: +e test sample is controlled at 5mg± 1mg. +e testtemperature control program is to increase the cement to80°C at a rate of 20K/min at room temperature of 25°C.

+en, the temperature is lowered for 5min, the tem-perature is lowered to − 60°C at a rate of 20K/min, and thenthe temperature is raised to room temperature of 25°C at arate of 10K/min. At the end of the test, the Tg was directlyobtained by a program or manually adjusted to obtain a Tg.+e DSC test sample is shown in Figure 3.

2.2. Design of Technical Parameter Test Scheme for PerviousConcrete. +e design of the test scheme for porous per-meable concrete is mainly divided into the test scheme ofwater-binder ratio and strength, the test scheme of porosityand strength, and the test scheme of grading structure andstrength. +is is shown in Table 1.

3. Test Data Analysis

3.1. Analysis of Differential Scanning Calorimetry Test Data.Figures 4 and 5 show the hydration process curves of cementover time at different temperatures. By comparing andanalyzing the exothermic characteristics of the hydrationprocess, it can be seen that at 15°C, the hydration reactionexotherm of the cement starts from about 200minutes,reaches a peak at 533minutes, and lasts for about800minutes. At higher temperatures, only 1-2minutes isrequired for the cement-water mix to start releasing heat,reaching a peak in about 8minutes, only lasting for about20minutes.

Figure 6 shows a 15°C–85°C temperature range, theinfluence of temperature on the hydration process of ce-ment. With the increase of temperature, the second stage ofcement hydration is continuously advanced and it is close tothe exothermic peak of the first stage. +e two exothermicpeaks tend to overlap each other, and with the increase oftemperature, the exothermic peak is greatly improved. +eexothermic process is rapidly shortened. When the tem-perature reaches 85°C, the C3S hydration and ettringiteformation process are completed simultaneously in a shortperiod of time, and only an exothermic peak is exhibited onthe exothermic curve.

It can be seen from Figure 7 that the cement hydrationcuring temperature is increased. During the hydrationprocess of the cement, the reaction activation degree of thereactants increases, the probability of collision and actionincreases and the hydration speed increases remarkably.

3.2. Effect ofWater-to-Gel Ratio on Strength and PermeabilityCoefficient. +e size of the water-to-binder ratio affects therheological properties of the slurry and is also the mainparameter determining the difference in strength and waterpermeability of the permeable concrete [17]. +e water-

binder ratio is changed, and the strength and water per-meability coefficient of the permeable concrete are testedand analyzed. +e results are shown in Figures 8 and 9.

It can be seen from Figures 8–10 that with the increase ofwater-binder ratio, the strength of the permeable concretegradually increases and the permeability coefficient of thepermeable concrete gradually decreases. When the water-binder ratio is greater than 0.22, the strength growth trend issignificant; when the water-binder ratio is greater than 0.32,

Figure 1: DSC200F3-type instrument.

Figure 2: DSC software program interface.

Figure 3: DSC test sample.

Advances in Materials Science and Engineering 3

Tabl

e1:

Test

plan

desig

n.

Program

Water-

cement

ratio

Ratio

ofset

Cem

ent

dosage

(kg/m

3 )Dosageof

water-reducing

agent(kg/m

3 )Dosageof

reinforcing

agent(kg/m

3 )

Aggregate

dosage

(kg)

Perm

eable

coeffi

cient(cm

/s)

7dcompressiv

estreng

th(M

Pa)

28dcompressiv

estreng

th(M

Pa)

2.36–4

.75

4.75–9

.5

Program

AWBR

1CR1

C1

WR1

F1—

CA1

PC1

7-CS1

28-C

S1WR1

F2FA

1CA2

PC2

7-CS2

28-C

S2

C2

WR2

F3—

CA3

PC3

7-CS3

28-C

S3WR2

F4FA

2CA4

PC4

7-CS4

28-C

S4

C3

WR3

F5FA

3—

PC5

7-CS5

28-C

S5WR3

F6FA

4CA5

PC6

7-CS6

28-C

S6

Program

BWBR

2CR2

C1

WR4

F1—

CA1

PC7

7-CS7

28-C

S7WR4

F2FA

1CA2

PC8

7-CS8

28-C

S8

C2

WR5

F3—

CA3

PC9

7-CS9

28-C

S9WR5

F4FA

2CA4

PC10

7-CS10

28-C

S10

C3

WR6

F5FA

3—

PC11

7-CS11

28-C

S11

WR6

F6FA

4CA5

PC12

7-CS12

28-C

S12

Program

CWBR

3CR3

C1

WR7

F1—

CA1

PC13

7-CS13

28-C

S13

WR7

F2FA

1CA2

PC14

7-CS14

28-C

S14

C2

WR8

F3—

CA3

PC15

7-CS15

28-C

S15

WR8

F4FA

2CA4

PC16

7-CS16

28-C

S16

C3

WR9

F5FA

3—

PC17

7-CS17

28-C

S17

WR9

F6FA

4CA5

PC18

7-CS18

28-C

S18

4 Advances in Materials Science and Engineering

the permeability coefficient of the permeable concrete issignificantly reduced. +e analysis shows that when thewater-binder ratio is too large, the fluidity of the cementslurry is enhanced, causing the gelled slurry to permeate, andthe strength and the water permeability coefficient are bothdeteriorated. Considering the performance of both strengthand permeability coefficient, it is recommended that theoptimal water-binder ratio of pervious concrete should bewithin the range of 0.24–0.30 within w/c, and the strengthcan meet the requirements of CJJ/T135-2009 that the

225

200

175

150

125

100

75

50

25

00

5 10 15 20

85°C

65°C

45°C25°C

Hea

t ene

rgy

(mw

)

Hydration time (h)

Figure 6: Influence of temperature on hydration process.

0 200 400 600 800 1000–0.7

–0.6

–0.5

–0.4

–0.3

–0.2

–0.1H

eat f

low

(mw

)

Time(min)

Peak 533.71minx (25B3) H –56.32J/gx () x ()

Figure 4: Cement protoplasmic DSC curve under the condition of25°C.

0 5 10 15 20 25 3047

48

49

50

51

52

Hea

t flo

w (m

w)

Time (min)

X1X2PeakArea

2.040min27.000min8.160min–315.070mJ

Figure 5: Cement protoplasmic DSC curve under the condition of35°C.

0 5 10 15 20 25 30 35 40 450

1

2

Hea

t flo

w (m

w)

Time (min)

Figure 7: Cement protoplasmic DSC curve under the condition of85°C.

10

15

20

25

30

35

Com

pres

sive s

treng

th (M

Pa)

0.18 0.20 0.22 0.24 0.26 0.28 0.30 0.32 0.34 0.36 0.38Water-binder ratio (w/c)

Compressive strength

Figure 8: Relationship between water-binder ratio and com-pressive strength.

0.00

0.05

0.10

0.15

0.20

0.25

Wat

er p

erm

eabi

lity

coef

ficie

nt (c

m/s

)

0.18 0.20 0.22 0.24 0.26 0.28 0.30 0.32 0.34 0.36 0.38Water-binder ratio (w/c)

Water permeability coefficient

Figure 9: Relationship between water-binder ratio and waterpermeability coefficient.

Advances in Materials Science and Engineering 5

strength of pervious concrete should be greater than or equalto 20.0MPa.

Some researchers studied the influence of water-binder ratio on compressive strength and permeabilitycoefficient and the effect of interfacial behavior oncomposites performance [18]. +e trend of compressivestrength change of pervious concrete from 7 d to 28 dunder the four water-binder ratios of 0.23, 0.25, 0.27, and0.3 was tested and analyzed. +e research results showedthat the compressive strength of pervious concrete with awater-binder ratio of 0.25 was the best in the test, and itscompressive strength increased by 35.2% from 7 d to 28 d,and its maximum compressive strength reached 30MPa[19]. At the same time, the paper also points out that, withthe same number of vibration times, the plastic-bone ratioincreases with the increase of the water-binder ratio,which is likely to lead to excessive cementing materials atthe bottom of the specimen, thus plugging up the bottomgaps, and the water permeability decreases correspond-ingly, and the water permeability coefficient decreases. Inthe case of 10 times of vibration consolidation, the per-meability coefficient of permeable concrete with water-binder ratio of 0.25 is 0.4.

By comparing the experimental data analysis with theexperimental data of Jiao, it can be concluded that theoptimal water-binder ratio w/c range of 0.24–0.30 forpervious concrete is reliable when both strength and per-meability are taken into account [20, 21].

3.3. Effect of Porosity on Strength and Permeability Coefficient.Porosity plays a decisive role in the strength of permeableconcrete. Concrete materials are not uniform linear mate-rials, so the strength and porosity of concrete is also difficultto characterize as a simple linear relationship. +e studyanalyzed the effect of porosity on the strength and per-meability coefficient through experiments, as shown inFigures 11–13.

0

5

10

15

20

25

30

35

0.05

0.00

0.10

0.15

0.20

0.25

Com

pres

sive s

treng

th (M

Pa)

0.18 0.20 0.22 0.24 0.26 0.28 0.30 0.32 0.34 0.36 0.38Water-binder ratio (w/c)

Compressive strengthWater permeability coefficient

Wat

er p

erm

eabi

lity

coef

ficie

nt (c

m/s

)Figure 10: Comprehensive relationship between water-binderratio residual strength and water permeability coefficient.

0 5 10 15 20 25 30 35Porosity (%)

0.00

0.05

0.10

0.15

0.20

0.25W

ater

per

mea

bilit

y co

effic

ient

(cm

/s)

Figure 12: Relationship between porosity and permeability.

10

15

20

25

30

35

Com

pres

sive s

treng

th (M

Pa)

0 5 10 15 20 25 30 35Porosity (%)

Compressive strengthWater permeability coefficient

Wat

er p

erm

eabi

lity

coef

ficie

nt (c

m/s

)

0.00

0.05

0.10

0.15

0.20

0.25

Figure 13: Comprehensive relationship between porosity,strength, and permeability.

10

15

20

25

30

35

Com

pres

sive s

treng

th (M

Pa)

0 5 10 15 20 25 30 35Porosity (%)

Figure 11: Relationship between porosity and compressivestrength.

6 Advances in Materials Science and Engineering

It can be seen from Figures 11–13 that with the increaseof porosity, the strength of pervious concrete decreasesgradually and the permeability coefficient of perviousconcrete increases gradually. When the porosity is morethan 25%, its strength does not meet the specifications; whenthe porosity is more than 11.3%, the permeability coefficientof pervious concrete increases significantly. +e analysisshows that when the porosity is too large, the space accu-mulation structure of pervious concrete becomes worse, thefunction of granular material embedding becomes weaker,and increasing pore distribution significantly affects theeffective formation of aggregate skeleton strength. Consid-ering both strength and permeability coefficient, it is sug-gested that the optimum porosity range of pervious concreteshould be controlled in the range of 15%–25%. +e scatterplots of permeability coefficient and porosity of perviousconcrete are constructed, and by fitting analysis, the func-tional relation can be obtained: k � − 0.0003n2 + 0.0057n −

0.0044.

3.4. Effect of Grading Type on Strength and PermeabilityCoefficient. Using the fractal dimension mathematicaltheory model, the grading design of the permeable concreteis carried out, and the three schemes of typical open-graded,semiopen-graded, and dense-graded are, respectively, for-mulated. In the laboratory test, the mixture test pieces of thethree schemes are prepared and the strength test and thewater permeability coefficient test are carried out. +e testdata are shown in Figure 14–16.

It can be seen from Figures 14–16 that the three gradingdesigns selected in this test can meet the requirements of thespecification, and the open gradation has the best waterpermeability coefficient and the semiopen gradation issecond. Under the same compressive strength, the thicknessof the mixture has a significant influence on the waterpermeability coefficient. Under the same water permeabilitycoefficient, the amount of cement has a significant influenceon the compressive strength.

Sonebi and Bassuoni’s research demonstrated that underthe same porosity of the test group, the volume method isadopted to design the mix ratio of different aggregate-gra-dation pervious concrete [22].+e 28 d compressive strengthof pervious concrete was tested, and the failure character-istics of the specimens were combined. +e analysis showsthat the compressive strength increases with the increase ofsmall particle size aggregate content and the compressivestrength of 5∼10mm aggregate content of 75% is 34.06%higher than that of 25%. With the increase of fine aggregatecontent, the stress concentration at the end or corner ofpervious concrete decreases when it is compressed, and thearea of the bearing surface of the test block tends to be stableand increase, so that the compressive strength of perviousconcrete can be improved.

Considering the permeability coefficient of perviousconcrete, it is suggested to choose the mix ratio design ofopen-graded pervious concrete through comprehensiveanalysis, and the cement content should be within the rangeof 20%–25%.

3.5. Relationship between Compressive Strength and Perme-ability Coefficient of Open-Graded Structure. According tothe excellent characteristics of the open-graded obtainedfrom the previous section test, the test of the compressivestrength and permeability coefficient of the permeableconcrete based on the open-graded type is studied. +e dataare shown in Figure 17.

It can be seen from Figure 17, with the increase ofcompressive strength of pervious concrete, the waterpermeability coefficient decreases gradually. When thecompressive strength increases from 18MPa to 25MPa,the water permeability coefficient decreases remarkably;when the compressive strength increases further, the de-creasing trend of permeation coefficient slows down. +escatter plot of the permeability coefficient and compressivestrength of the permeable concrete is constructed, and thefitting function of the permeability coefficient and thecompressive strength is obtained as follows: k � 0.99006 −

0.05389c + 8.02 × 10− 4c2.

10

15

20

25

30

Com

pres

sive s

treng

th (M

Pa)

Open graded Semiopen gradation Dense gradedGrading type

Figure 14: Relationship between grading type and strength.

Open graded Semiopen gradation Dense gradedGrading type

0.29

0.30

0.31

0.32

0.33

0.34

0.35

0.36

Wat

er p

erm

eabi

lity

coef

ficie

nt (c

m/s

)

Figure 15: Relationship between grading type and permeabilitycoefficient.

Advances in Materials Science and Engineering 7

4. Conclusions

Bymeans of the differential scanning calorimetry (DSC) test,the hydration microscopic characteristics of cementitiousmaterials are analyzed. By testing the influence of water-binder ratio, porosity, and grading structure on the strengthand permeability coefficient, the strength change rule ofporous permeable concrete is obtained.

Finally, the microscopic characteristics of porouspermeable concrete hydration are revealed, and the internalcorrelation mechanism of multi-index technical parame-ters of permeable concrete is proposed, and various the-oretical parameter models based on strength areconstructed. +e following research conclusions areobtained:

(i) By means of differential scanning calorimetry(DSC) test analysis, the effect of temperature on thehydration process of cement is obvious. With theincrease of temperature, the two exothermic peaksof cement hydration increase significantly and tendto overlap and the exothermic process is shortened.At 85°C, only one exothermic peak appeared, in-dicating that C3S hydration and ettringite forma-tion process were completed at the same time in arelatively short time.

(ii) According to the research, the optimal water-binderratio of pervious concrete ranges from 0.24 to 0.30and the optimal porosity ranges should be con-trolled within the range of 15%–25%. Moreover, theopen gradation of pervious concrete mix ratio de-sign is selected, and the cement content should bewithin the range of 20%–25%.

(iii) A mathematical model of the permeability co-efficient and porosity of permeable concrete ma-terials is constructed: k � − 0.0003n2 + 0.0057n −

0.0044; the mathematical model of permeabilitycoefficient and compressive strength of open-graded permeable concrete materials: k � 0.99006 −

0.05389c + 8.02 × 10− 4c2.

Data Availability

All data used to support the findings of this study are in-cluded within the article.

Conflicts of Interest

+e authors declare that there are no conflicts of interestregarding the publication of this paper.

Acknowledgments

+is research was supported by Hebei Provincial NaturalScience Foundation Funded Project (E2018201106), HebeiProvincial Department of Transportation Science andTechnology Project, Hebei Province High-Level TalentsFunding Project (B2017005024), and the National NaturalScience Foundation of China (51808016).

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0

0.00

0.05

0.10

0.15

0.20

0.25

0.30

0.35

0.40

5 10 15 20 25 30 35Compressive strength (MPa)

Wat

er p

erm

eabi

lity

coef

ficie

nt (c

m/s

)

Open gradedSemiopen gradationDense graded

20 Book1_Bement content23 Book1_Bement content25 Book1_Bement content

Figure 16: Comprehensive relationship between grading type,strength and permeability coefficient.

0.00

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0.40

Wat

er p

erm

eabi

lity

coef

ficie

nt (c

m/s

)

15 20 25 30 35 40Compressive strength (MPa)

Strength-permeability scatter diagramTrend line

Figure 17: Relationship between permeability and strength ofopen-graded structures.

8 Advances in Materials Science and Engineering

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