ResearchonPropertiesofHigh-PerformanceCementMortarfor...

Research ArticleResearch on Properties of High-Performance Cement Mortar forSemiflexible Pavement

Yazhen Sun 1 Yuanyuan Cheng1MinDing2 Xuezhong Yuan 3 and JinchangWang 4

1School of Transportation Engineering Shenyang Jianzhu University Shenyang 110168 China2Zhejiang Scientific Research Institute of Transport Zhejiang Province Hangzhou 310009 China3School of Science Shenyang Jianzhu University Shenyang 110168 China4Institute of Transportation Engineering Zhejiang University Hangzhou 310058 China

Correspondence should be addressed to Yazhen Sun syz16888126com

Received 26 June 2018 Accepted 17 September 2018 Published 16 October 2018

Academic Editor Luigi Nicolais

Copyright copy 2018 Yazhen Sun et al )is is an open access article distributed under the Creative Commons Attribution Licensewhich permits unrestricted use distribution and reproduction in any medium provided the original work is properly cited

Cement mortar is one of the most important components of semiflexible pavement materials however the effects of cementmortar formulation on the performance and the grouting rate are rarely studied )erefore the optimum formulation of high-performance cement mortar (HPCM) for different types and contents was studied and the grouting effect of the cement mortarwas studied by rutting tests )e results show that polycarboxylate superplasticizer expansion admixture and acceleratingadmixture have different influences on the workability the strength and the drying shrinkage of HPCM and the working abilityof HPCM is good by adding these three admixtures )e strength at 7 days is 13 to 4 times that of the existing specifications andthe shrinkage rate is less than 02 )e HPCM has higher early strength and the strength development is stable in the later periodcompared with the other research studies )e semiflexible material has better pavement performance when the grouting rate isgreater than 90

1 Introduction

With the increasing traffic flow and traffic loads earlyproblems like deformation usually appear on traditionalasphalt roads [1] In order to improve pavement perfor-mance and prolong the life of roads semiflexible pavementconcept has been proposed and studied

Semiflexible pavement is a composite pavement made bypouring cement slurry into a porous asphalt mixture withthe porosity between 20 and 28 [2] )e pavement isa new type of pavement which combines the advantages ofrigid cement concrete pavement and flexible asphalt pave-ment [3] )e semiflexible pavements have been applied toroads airfields sea ports and industrial heavy-loading yardson account of their excellent rutting resistance fatigue re-sistance abrasion resistance oil resistance and colorability[4] It was considered to be much stiffer and resistant totraffic-induced damage compared to conventional asphaltpavement [5] )e semiflexible pavement has been selected

to resist deformation thereby reducing the maintenancecosts [6] )erefore the most important part of the tech-nology is the combination of the advantages between theflexible asphalt pavement and the rigid cement concretepavement

Semiflexible material was first studied and applied inFrance [7] Subsequently the semiflexible pavements inBritain the United States and the former Soviet Union werestudied and were confirmed to have high temperature sta-bility [8 9] Many research studies have been performed byresearchers on the performances of the semiflexible mate-rials )e influences of different factors on the damage wereanalyzed and the relational model of loading times anddamage variable was established according to cyclic wheelload tests [10] )e performance differences in the com-pressive strength the indirect tensile stiffness and the dy-namic creep tests of the semiflexible pavement paved bothwith the cool-mixed method and the traditional hot-mixedmethod have been studied [11] )e experience with heavy

HindawiAdvances in Materials Science and EngineeringVolume 2018 Article ID 4613074 10 pageshttpsdoiorg10115520184613074

vehicle simulator (HVS) has been used to study the hazardsof the weak layer of the semiflexible pavement and itsmodeling [12 13]

In China the research on methods of the semiflexiblematerial design has been carried out [14] )e influences ofasphalt mixture types and porosity on the performance ofsemiflexible pavement materials were studied [15 16] )eproportion of compound mortar required to meet theconstruction requirement was researched [17] )e opti-mization design of the ratio of cement mortar to cementinjection was studied [18] )e influence of different factorson the fluidity of cement mortar was also studied [19]

Up to now the research studies of semiflexible pavementmaterials were mainly focused on the differences betweenthe semiflexible pavement and other traditional pavementsin terms of the mixture designs the structures and themechanical performance but the effects of groutingmaterials were less studied So far the studies on cementmortars in China have adopted the technical specificationsin the Technology Guide for Application of Semi-FlexiblePavement [20] and the strengths of cement mortars at7 days and 28 days were studied but no further studies wereconducted on the low-age strength of cement mortar Be-sides the strength of the grouting material was low thecuring was slow and large shrinkage crackings tend to occurresulting in a long construction period and affecting the roadperformance [21]

In this paper three cement additives were selected andmixed into the cement mortar to prepare for different typesof HPCM and the effects of additives on the workability thedrying shrinkage and the strength with different curingtimes of HPCM were analyzed to determine the suitablerange of the mixing ratio Furthermore the properties of theworkability the strengths with different curing times andthe drying shrinkages of HPCM with the optimal formu-lation were verified )en the rut resistance of the bestformulation with different grouting rates was studied

2 Materials and Experimental

21 Cement Mortar In this study the Conch Brand 425Ordinary Portland cement produced in Anhui China wasused which meets the technical requirements in the TestMethods of Cement and Concrete for Highway EngineeringChina (JTG E30-2005) [22] and its major chemical andphysical properties are shown in Table 1 )e standard sandwas produced by Chinese ISO Standard Sand Co Ltd )egrading and SiO2 content meet the relevant domestictechnical requirements and the SiO2 content is greater than980 )e physical properties of the limestone mineralpowder are listed in Table 2

In this study three kinds of admixtures were used tomanufacture the high-performance cement mortar theywere the UEA expansion admixture the high-performancepolycarboxylate water reducer and the accelerating ad-mixture )e UEA expansion admixture is a yellow powderwith a water content of 096 a total alkali of 02a chlorine ion content of 09 a specific surface areaof 327m2kg and a MgO content of 274 )e

polycarboxylate superplasticizer is a light brown liquid witha solid content of 2414 a water reduction rate of 285a density of 109 gcm3 a pH of 75 and a chlorine ioncontent of 1 )e accelerating admixture is a liquid witha solid content of 5714 a density of 1421 gcm3 a pH of134 and a chlorine ion content of 102

22 Porous AsphaltMixture According to the specifications[23] and engineering experience the porous asphalt mixtureis formed by mixing the aggregate of SFAC-13 (Semi-Flexible Asphalt Concrete-13) grading and SBS modifiedbitumen with a designed porosity of 25 and the aggregateis basalt )e aggregate grading is listed in Table 3 and themodified asphalt has a penetration of 505mm (100 g 5 s25degC) a softening point of 756degC and a ductility of 32 cm at5degC )e asphalt content determined by flying test and leakdetection test is 38 the Marshall stability is 501 kN andthe actually measured porosity of the porous asphalt mixtureis 246

23 High-Performance Cement Mortar (HPCM) SamplePreparation Cement mortar should be able to penetrate theporous asphalt mixture quickly to improve the strength ofthe composite According to the design ratio each admix-ture was added into the cement slurry and they were mixedto make the cement mortar )e cement mortar was pouredinto the standard test mold for the strength the shrinkageand the workability experiments according to the specifi-cations [22]

It is shown that the optimum water-binder ratio of theprime cementmortar that was used to semiflexible pavementshould be less than 055 [24] the content of mineral powderis generally less than 20 and the sand content is ap-proximately 15ndash30)e factors of the cement mortar arethe water-binder ratio the content of mineral powder thesand-binder the UEA expansion admixture the poly-carboxylate superplasticizer and the accelerating admixturerepresented by A B C D E and F respectively )ree levelswere selected for each of the factors and the effects of whichon the physical and mechanical properties of the cementmortar were analyzed)e orthogonal factors for the cementslurry are listed in Table 4

24 Calculation of Grouting Rate of Cement Mortar )egrouting rate of cement mortar is the percentage ofthe volume of cement mortar grouted divided by thevolume of connected void in the asphalt mixture and theformula is

VV m2 minusm1

ρm VminusV1( 1113857times 100 (1)

where VV is the grouting rate () m1 is the mass of thespecimen before grouting (g) m2 is the mass of the sampleafter grouting (g) ρm is the density of the cement mortar(gcm3) V is the specimen volume (cm3) and V1 is thevolume of mineral aggregate and closed pores (cm3)

2 Advances in Materials Science and Engineering

25 Preparation of Specimens for Grouting CompositeMaterials )e composite grouting is the asphalt mixturefilled with cement mortar and the rutting slab of compositegrouting was formed by filling open porosity asphalt mixturewith cement mortar )e specific pouring processes are asfollows

Firstly 300mmtimes 300mmtimes 50mm rutting slabs wereprepared using the porous asphalt mixture and then theywere cooled down at room temperature Secondly HPCMspecimens were prepared through uniform mixing )irdlythe grouting materials with different masses were groutedinto rutting slabs when the temperature of the rutting slabswas dropped to 60degC Specifically the rutting slabs wereplaced on the concrete vibration table )en the cementmortar was uniformly poured on the surface of the ruttingslabs and the vibration table was opened to vibrate until themortar was no longer infiltrated Finally the excess groutingmaterial was scraped off by using a rubber scraper andbrushed lightly until exposing the uneven surface of theasphalt mixture )e specimen shown in Figure 1 was re-moved from molds after curing for 24 to 48 hours until thegrouting material was hardened and then cured for 7 days inthe room

26 Test Methods

261 Test Methods of the Workability It was determined bythe workability whether the cement mortar could fully

penetrate into the porous asphalt mixture skeleton and fill allthe accessible voids )e workability test was conductedaccording to the Standard Test Method for Flow of Grout forCement MortarmdashFlow Cone Method (JTG E30T 0508-2005 China) [22]

262 Test Methods of the Drying Shrinkage )e dryingshrinkage was conducted according to the Standard TestMethod for Drying Shrinkage of CementMortar (JTG E30T

Table 2 Physical properties of mineral powder

Physical tests Apparent relativedensity

Moisturecontent Appearance Hydrophilic

coefficientPlasticityindex

GradationPassing rate ()

06mm 03mm 015mm 0075mmTest results 2692 023 Ununited particle 046 23 100 969 916 8094

Table 1 Chemical and physical properties of Portland cementChemicalanalysis

Test items SO3 MgO SiO2 A12O3 CaO Loss on ignitionTest results 27 20 254 93 502 22

Physicaltests

Test items Initial settingtime

Final settingtime

3 daysrsquo compressivestrength

3 daysrsquo flexuralstrength



Test results 183 241 249 28 492 79

Table 3 Aggregate grading for porous mix

Mesh size (mm) 100 132 95 475 236 118 06 03 015 0075Passing rate () 100 95 18 12 10 85 8 65 6 4

Table 4 Factor level of HPCM

Factorlevel

A Water-binderratio (WB)

B Content ofmineral powder ()

C Sand-binderratio

D UEA expansionadmixturecontent ()

E polycarboxylatesuperplasticizercontent ()

F acceleratingadmixture content ()

1 045 10 015 0 0 02 05 15 02 4 05 053 055 20 025 8 1 1

Figure 1 Specimens after grouting

Advances in Materials Science and Engineering 3

0511-2005 China) [22] and the drying shrinkage value ofthe specimen at 28 days was used as the evaluation index

263 Test Methods of Strengths )e compressive andflexural strength tests were the most basic strength test ofcement concrete materials which were used as the mainproperty indicator to characterize cement materialsrsquo quality)e strength tests were conducted according to the Methodof Testing Cements for Determination of StrengthmdashISOMethod (JTG E30T 0506-2005 China) [22]

3 Test Results and Analysis of HPCM

)e workability the dry shrinkage and the strengths of thematerials with different curing times are considered asevaluation indexes for grouting materials and the results ofthe range analysis of the HPCM indicators are listed inTable 5

31 Analysis of the Workability on HPCM As shown inTable 4 the factors affecting the workability in the order ofimportance are the polycarboxylate superplasticizer thewater-binder ratio the accelerating admixture the expan-sion admixture the mineral powder and the sand-binderratio and their weight ratios are 2818 2575 17971149 828 and 769 respectively )e results showthat the polycarboxylate superplasticizer content and water-binder ratio are more important compared with otherfactors and the sand-binder ratio is of least importance ofthe factors

32 Analysis of the Drying Shrinkage on HPCM During thehardening process dry shrinkage of the cement mortarwould occur resulting in the emergence of the fine cracksinside the semiflexible pavement )erefore the cementmortar must have certain volume stability

As shown in Table 4 the factors affecting the dryshrinkage in the order of importance are the expansionadmixture the sand-binder ratio the mineral powder theaccelerating admixture the polycarboxylate superplasticizerand the water-binder ratio and their weight ratios are3683 1925 1595 1345 737 and 714 re-spectively )e results show that the expansion admixturecontent is the most important compared with other ad-mixture contents and the polycarboxylate superplasticizerand the water-binder ratio are of least importance of thefactors

33 Analysis of Strengths on HPCM As shown in Table 4the factors affecting the 1 day flexural strength in the orderof importance are the expansion admixture content theaccelerating admixture content the water-binder ratio thepolycarboxylate superplasticizer content the content of themineral powder and the sand-binder ratio and theirweight ratios are 2252 1945 1895 1507 1408and 993 respectively )e factors affecting the 1 daycompressive strength in the order of importance are the

water-binder ratio the polycarboxylate superplasticizercontent the expansion admixture content the acceleratingadmixture content the sand-binder ratio and the mineralpowder content and their weight ratios are 2252 19451895 1507 1408 and 993 respectively

)e results suggest that the water-binder ratio the ex-pansion admixture and the polycarboxylate superplasticizerhave great effects on the 1 day strength of HPCM and theirimportance is nearly the same However the sand-binderratio and the mineral powder content have the least effectson the 1 day strength of HPCM

)e factors affecting the 3 daysrsquo flexural strength in theorder of importance are the expansion admixture contentthe polycarboxylate superplasticizer content the accelerat-ing admixture content the water-binder ratio the sand-binder ratio and the mineral powder content and theirweight ratios are 2663 2642 1335 1274 1117and 970 respectively )e factors affecting the 3 daysrsquocompressive strength in the order of importance are thepolycarboxylate superplasticizer content the water-binderratio the sand-binder ratio the expansion admixture con-tent the mineral powder content and the accelerating ad-mixture content and their weight ratios are 388819911290 1271 1171 and 389 respectively

)e above results show that the expansion admixtureand the polycarboxylate superplasticizer have a great in-fluence on the 3 daysrsquo strength of HPCM the water-binderratio and the sand-binder ratio have a slight influence andthe mineral powder content and the accelerating admixturecontent have a weak influence on the 3 daysrsquo strength ofHPCM

)e factors affecting the 7 daysrsquo flexural strength in theorder of importance are the polycarboxylate superplasticizercontent the expansion admixture content the water-binderratio the accelerating admixture content the sand-binderratio and the mineral powder content and their weightratios are 2444 2226 1824 1360 1132 and1014 respectively )e factors affecting the 7 daysrsquo com-pressive strength in the order of importance are the pol-ycarboxylate superplasticizer content the water-binderratio the sand-binder ratio the mineral powder content theexpansion admixture content and the accelerating admix-ture content and their weight ratios are 4141 26671678 760 460 and 294 respectively

)e above results show that the polycarboxylate super-plasticizer content has the greatest effects on the 7 daysrsquostrength of HPCM and the mineral powder content and theaccelerating admixture content have a weak influence on the7 daysrsquo strength of HPCM

)e factors affecting the 28 daysrsquo flexural strength in theorder of importance are the polycarboxylate superplasticizercontent the water-binder ratio the expansion admixturecontent the sand-binder ratio the mineral powder contentand the accelerating admixture content and their weightratios are 2246 2229 2068 1815 927 and715 respectively )e factors affecting the 28 daysrsquocompressive strength in the order of importance are thepolycarboxylate superplasticizer content the water-binderratio the sand-binder ratio the expansion admixture


content the mineral powder content and the acceleratingadmixture content and their weight ratio are 36462918 2115 551 466 and 303 respectively

)e above results show that the polycarboxylatesuperplasticizer and the water-binder ratio possess a greatinfluence on the 28 daysrsquo strength of HPCM the sand-binderratio and the expansion admixture have a slight influenceand the mineral powder and the accelerating admixture havethe worst influence on the 28 daysrsquo strength of HPCM

)e flexural strength of HPCM is mainly affected by theexpansion admixture content and the accelerating admix-ture content followed by the polycarboxylate super-plasticizer content and the water-binder ratio After thereaction of the accelerating admixture and the expansionadmixture is completed their influence on the flexuralstrength is weakened while the polycarboxylate super-plasticizer content and the water-binder ratio begin to in-fluence the flexural strength with the increase of curing time)e water-binder ratio and the polycarboxylate super-plasticizer content are the main factors influencing thecompressive strength of HPCM and the influences of theexpansion admixture content and the accelerating admix-ture content on the compressive strength of HPCM grad-ually weakened with the reaction when the curing time isincreasing )e effect of the sand-binder ratio on thestrength gradually increased in the later stage of curing

)e above analysis shows that the polycarboxylatesuperplasticizer content and the water-binder ratio have thegreatest influence on strength of HPCM )e expansion andthe accelerating admixture have a greater influence on thelow-age strength and the sand-binder ratio has a greaterinfluence on the strength at the later stage of curing )emineral powder has the least effect on the strength of HPCM

4 Influence Tendencies of Factors onProperties of HPCM

41 Influence Tendencies of Factors onWorkability of HPCMAccording to the experimental results the influence ten-dencies of all factors on workability are shown in Figure 2

It can be seen that the fluidity decreases with the increaseof the water-binder ratio)e fluidity drops rapidly when thewater-binder ratio varies from 045 to 050 and the work-ability performance is better when the water-binder ratiovaries from 050 to 055)e fluidity at the 045 water-binder

ratio is 28s and the fluidity decreases by 53 when thewater-binder ratio is 055 )erefore the optimum range ofthe water-binder ratio is 05ndash055)e fluidity increases withthe mineral powder content and it reduces by 24 com-pared with the content of 02 when the content of themineral powder is 01 )e fluidity increases first and thendecreases with the increase of the sand-binder ratio and theworkability is the optimum when the sand-binder ratio is02

)e fluidity increases first and then decreases with theincrease of the expansion admixture content )e fluidity ofthe cement mortar is larger than that of the pure cementmortar as the expansion admixture is added and this in-dicates that the workability can be reduced to a certain extentby adding the expansion admixture However the influenceof the expansion admixture on the workability decreaseswith the increase of the expansion admixture content andthe fluidity starts to decrease

)e fluidity increases first and then decreases with theincrease of the polycarboxylate superplasticizer content andthe fluidity is the optimum when there is no polycarboxylatesuperplasticizer )e reason is that the unit water con-sumption decreases after the addition of the polycarboxylatesuperplasticizer resulting in the increase of the fluidity [25])e cement particles are completely dispersed when thesuperplasticizer content exceeds a certain value reducing thefluidity of the cement mortar )erefore the optimumpolycarboxylate superplasticizer content is greater than 001

)e fluidity decreases first and then increases with theincrease of the content of the accelerating admixture )efluidity of the cement mortar is smaller than that of the purecement mortar as the expansion admixture is added and thisindicates that the workability can be reduced to a certainextent by adding the accelerating admixture However theinfluence of the accelerating admixture content on theworkability decreases with the increase of the content )ereason is that the cement mortar cannot be hardened quicklywhen the content of the accelerating admixture is low andthe water-binder ratio increases with the water content in theaccelerating admixture resulting in the increase of theworkability However the mortar can hydrate and hardenquickly when the accelerating admixture content is higherand the workability of the cement mortar will decrease)erefore the optimum the accelerating admixture contentis 0005

Table 5 )e range result of HPCM

A B C D E FFluidity (s) 1528 492 457 682 1710 1067Dry shrinkage(0001) 0160 0358 0432 0826 0165 0302

1 day strength (MPa) Flexural strength 158 118 083 188 126 163Compressive strength 1175 289 364 1018 1139 589

3 daysrsquo strength (MPa) Flexural strength 170 130 149 356 353 178Compressive strength 875 515 567 559 1709 171




42 Influence Tendencies of Factors on Drying Shrinkage ofHPCM According to the experimental results the influencetendencies of the factors on drying shrinkage are shown inFigure 3

As shown in the figure the drying shrinkage increaseswith the water-binder ratio and the shrinkage rate is lowerthan 018 )e drying shrinkage decreases first and thenincreases with the mineral powder content and theshrinkage rate of HPCM is the lowest when the mineralpowder content is 015 )erefore the optimum mineralpowder content is 015

)e drying shrinkage decreases with the increase of thesand-binder ratio and the shrinkage rate changes little as thesand-binder ratio varies from 015 to 020 and decreasesrapidly as the sand-binder ratio varies from 020 to 025 Sothe optimum sand-binder ratio is 025

)e drying shrinkage of HPCM is in an overall de-creasing trend with the increasing of the content of ex-pansion admixture )e drying shrinkage rate is theminimum when the expansion admixture content is 008a decrease of 3965 compared to pure cement mortar)erefore the optimum expansion admixture content is008

)e drying shrinkage increases first and then decreaseswith the increase of the content of polycarboxylate super-plasticizer content the fluctuation is small and the shrinkagerate does not exceed 018)e drying shrinkage decreases firstand then increases with the accelerating admixture contentand the shrinkage rate is the lowest when the acceleratingadmixture content is 0005

43 Influence Tendencies of Factors on Strength of HPCMAccording to the experimental results the influence ten-dencies of all factors on the strength of different curing timesare shown in Figures 4 and 5

As shown in the figures the compressive strength of thecement mortar increases with the curing time while theflexural strength at 28 days is slightly lower than that at7 days )is is because that the adding of the accelerating

admixture to the mortar results in a slight decrease in theflexural strength of the cement mortar in the later curingstage

)e effects of water-binder ratio on the strength of thecement mortar at different curing times are similar )eydecrease with the increase of the water-binder ratio )egrowth range of the strength of the cement mortar under thesame water-binder ratio decreases with the increase ofcuring time )erefore the optimum range of the water-binder ratio is 045ndash050

)e flexural strength of the cement mortar at differentcuring times decreases first and then increases with theincrease of the content of the mineral powder and thecompressive strength changes slowly )e flexural strengthof the mortar is the lowest and the compressive strength ishigh when the content of the mineral powder is 015

)e strength of the cement mortar increases graduallywith the increase of the sand-binder ratio)e rangeability ofthe strength increases with curing time as the sand-binderratio varies from 020 to 025 and this indicates that thestandard sand can increase the later strength of the cementmortar in the range )erefore the optimum range of thesand-binder ratio is 020ndash025

)e increasing range of the flexural strength is muchgreater than that of the compressive strength after adding theexpansion admixture )e rangeability of strength of thecement mortar is more stable when the expansion admixturecontent varies from 0004 to 0008 However the increase inthe flexural strength in the later curing stage is inhibited

)e compressive and flexural strengths of the cementmortar are greatly improved by adding the polycarboxylatesuperplasticizer)e effects of the superplasticizer content inthe range of 0ndash001 on the strengths in the later curing stageare similar )e strength of the cement mortar at 1 daydecreases first and then increases slowly with the curing timeas the polycarboxylate superplasticizer content varies from0005 to 001 )is indicates that the strength of the cementmortar in short curing time is lower and in the later curingstage the strength increases with the polycarboxylate

Factors level

011

012

013

014

015

016

017

018

019

020

021

022

Shrin

gkag

e rat

e (

)

A1 B1 B2 B3 C1 D1D2D3C2 C3A2 A3 E1 E2 E3 F1 F2 F3

Figure 3 Influence tendencies of factors on drying shrinkage ofHPCM

10

15

20

25

30

Factors level

Flui

dity

(s)


Figure 2 Influence tendencies of factors on fluidity of HPCM


superplasticizer content )erefore the optimum poly-carboxylate superplasticizer content is 001

)e strength of the mortar in short curing time can beincreased by adding the accelerating admixture Howeverthe strengths at 3 days and 7 days of the cement mortardecrease first and then increase with the content )erangeability of the mortar strength is smaller as the accel-erating admixture content varies from 0 to 0005 and thestrength increases greatly as the content of the acceleratingadmixture varies from 0005 to 001)erefore the optimumrange of the accelerating admixture content is 0005ndash001

44 Optimal Formulations of HPCM )e recommendedvalue of the factors were obtained and are listed in Table 6

taking into account the influence tendencies of all factors onthe properties of HPCM

)e cement mortar was remixed and its performancewas tested according to the recommended ratios for HPCMand the results are shown in Table 7 )e research results ofcement mortar in China and abroad are summarized and areshown in Table 7 [18] Table 7 shows that HPCM has higherearly strength and the strength at 1 day reaches about17MPa the strength development is stable in the laterperiod and strength at 7 days reaches 13 to 4 times of thecurrent results the volume stability far outperforms theexisting specifications and the dry shrinkage rates are lessthan 02

5 Research on Grouting Effect of HPCM

)e high-temperature performance of the specimen aftergrouting was used as the evaluation index to study the re-lationship between the grouting rates and the dynamicstability so as to determine the grouting rate of high-performance cement mortar In addition the propertiesof the semiflexible material were verified by the low-temperature bending test and freeze-thaw splitting test

51 High-Temperature Rutting Test of HPCM )e groutingrates of three kinds of cement mortar with different masseswere calculated by Equation (1) )e semiflexible materialspecimens were manufactured according to the method inSection 22 the dynamic stabilities of the semiflexible ma-terials with different grouting rates were measured by therutting tests and the results are listed in Table 8

Table 8 shows that the dynamic stability of the semi-flexible material M1 at each grouting rate is greater than thatof M2 and M3 while the rutting depth of M1 is smaller andthis indicates that M1 has the best rutting resistance )edynamic stabilities of the three grouting materials are morethan 10000 timesmm as the grouting rate is greater than90 meeting the specification requirements

Figure 6 shows the dynamic stabilities of the groutingmaterials at different grouting rates As can be seen thedynamic stabilities of the three grouting materials have thesame growth tendency )e increasing rate of the dynamicstabilities gradually increases with the grouting rates

)e above results show that the rutting resistance ofsemiflexible materials increases with the increase of thegrouting rate )e dynamic stability of the semiflexiblematerial is more than 10000 timesmm as the grouting rate isgreater than 90

52 Low-Temperature Bending Test of HPCM )e low-temperature bending properties of three kinds of groutingmaterials with different grouting rates are measured basedon the results of high-temperature rutting test and the low-temperature properties of these three semiflexible materialsare verified )e experimental results are listed in Table 9

Table 9 shows that the flexural tensile strength and thestiffness modulus of semiflexible materials increase regularlyand the strain decreases regularly with the increase of

10

20

30

40

50

60

Com

pres

sive s

tren

gth

(MPa

)

1d 3d

7d 28d

Factors levelA1 B1 B2 B3 C1 D1D2D3C2 C3A2 A3 E1 E2 E3 F1 F2 F3

Figure 4 Influence tendencies of factors on compressive strengthof different curing times of HPCM

2

3

4

5

6

7

8

9

10

Flex

ural

stre

ngth

(MPa

)

1d 3d

7d 28d


Figure 5 Influence tendencies of factors on flexural strength ofdifferent curing times of HPCM


grouting rates )e increase of grouting rates increases thestiffness of the semiflexible material so that the deformationis reduced and the bending strength is increased

With the increase of grouting rates the content of ce-ment mortar in semiflexible material increases which makes

the overall stiffness of the material increase)e ability of thematerial to resist loads increases and brittle fracture occurseasily when failure occurs as the stiffness of the semiflexiblematerial increases )erefore the flexural strength and theflexural stiffness modulus of semiflexible materials increasewith the increase of the grouting rate

53 Freeze-aw Splitting Test of HPCM Water damage isone of the main problems of the road surface and one of theimportant causes of early pavement damage )e tensilestrength ratio (TSR) was used to characterize the waterdamage resistance of pavement )e freeze-thaw splittingtest results are listed in Table 10

Table 10 shows that the splitting strength of the semi-flexible material is increased by 10 when the grouting rateis 90 the splitting strength of the semiflexible material isincreased by 17 when the grouting rate is 100 )e in-direct tensile strength and the TSR of the semiflexiblematerial increase regularly with the increase of the groutingrates )e tensile strength ratio is greater than 85 when thegrouting rate is greater than 90 which meets the technicalrequirements of the current standard for pavement moisturesusceptibility

With the increase of the grouting rates the content ofcement mortar in semiflexible materials increases )estrength of the semiflexible material is composed of asphaltconcrete and cement mortar With the increase of the

Table 6 Results of the recommended value and selected ratios of HPCM

A B C D E FFluidity 05ndash055 01 02 ge008 ge001 0005Drying shrinkage le055 01ndash015 02ndash025 004ndash008 ge001 0005Strength 045ndash05 015 02ndash025 004ndash008 001 0005ndash001Recommended value range 05ndash055 01ndash015 02ndash025 0008 001 0005

Recommend ratios of HPCMM1 05 01 02 008 001 0005M2 055 01 025 008 001 0005M3 055 015 025 008 001 0005

Table 7 Test results of HPCM with the recommend ratio

Results Fluidity (s)1 day strength (MPa) 3 daysrsquo strength (MPa) 7 daysrsquo strength (MPa) 28 daysrsquo strength (MPa) 60 daysrsquo

shrinkageratio ()

Flexuralstrength

Compressivestrength

Flexuralstrength

Compressivestrength

Flexuralstrength

Compressivestrength

Flexuralstrength

Compressivestrength

M1 134 155 1733 490 3120 550 4483 835 6159 01919M2 119 185 2128 520 3460 570 4188 782 5593 01883M3 127 130 1703 510 3263 58 4298 751 5453 01845Range 10sim14 mdash mdash mdash mdash ge2 10sim30 ge4 20sim50 minus05sim05

Table 8 Rutting test results with different grouting rates

Groutingrates ()

M1 M2 M3Dynamic stability

(Timesmm)Rutting

depth (mm)Dynamic stability

(Timesmm)Rutting


(Timesmm)Rutting

depth (mm)70 9448 192 8034 216 9072 19480 12058 147 9393 189 10488 16290 19481 128 14024 149 16918 141100 28984 114 23821 141 26624 127

70 75 80 85 90 95 1005000

10000

15000

20000

25000

30000

Dyn

amic

stab

ility

(tim

em

m)

Grouting rates ()

M1M2M3

Figure 6 Relationships between dynamic stabilities and groutingrates


cement mortar content the proportion of cement mortarstrength in the semiflexible material is increased and thestability of the material is improved )erefore the TSR ofthe semiflexible material increases with the increase of thegrouting rate

)e above results show that the semiflexible material hasbetter high-temperature performance when the groutingrate is greater than 90 And the low-temperature bendingtest and the freeze-thaw splitting test are carried out to verifythat the semiflexible material has good pavement perfor-mance when the grouting rate is greater than 90

6 Conclusions

)e high-performance cement mortar was used as thegrouting material for semiflexible pavement in this paper)e influences of the factors on the performance of HPCMwere analyzed the optimum formulas were determined andthe best formulas for grouting rate were obtained throughrutting experiments )e main conclusions drawn are asfollows

(1) )e water-binder ratio the mineral powder contentthe sand-binder ratio the expansion admixturecontent the polycarboxylate superplasticizer con-tent and the accelerating admixture content havequite different effects on the performance of thegrouting materials )e polycarboxylate super-plasticizer content and the water-binder ratio havethe most significant effects on the workabilities andthe strengths )e expansion admixture content hasthe most significant effects on the dry shrinkage andthe strengths in the early curing stages )e accel-erating admixture content has a greater impact onthe strength in the early curing stages and the sand-binder ratio has a greater effect on the strength in thelater curing stage

(2) )e recommended water-binder ratio the content ofthe mineral powder the sand-binder ratio the

content of the expansion admixture the content ofthe polycarboxylate superplasticizer and the contentof the accelerating admixture are 05ndash055 01ndash01502ndash025 0008 001 and 0005 respectively in theresearch

(3) )ree optimal formulations of HPCM were designedand compared to the existing specifications )ematerials M1 M2 and M3 have good workabilitiesand higher early strengths the dry shrinkage ratesare less than 02 and the strengths at 7 days are 13 to4 times that of existing specifications

(4) )ree kinds of designed grouting materials werepoured into the porous asphalt mixture to study therutting resistance of the semiflexible materials withdifferent grouting rates )e grouting rate of thesemiflexible material was determined by the high-temperature rutting test and then verified by the low-temperature bending test and freeze-thaw splittingtest )e results show that the semiflexible materialhas better pavement performance when the groutingrate is more than 90

Data Availability

)e data used to support the findings of this study areavailable from the corresponding author upon request

Conflicts of Interest

)e authors declare no conflict of interest

Authorsrsquo Contributions

Yazhen Sun organized the research Min Ding andYuanyuan Cheng performed the cement mortar testsYazhen Sun and Yuanyuan Cheng wrote the manuscriptand Xuezhong Yuan and Jinchang Wang checked themanuscript

Table 9 Low-temperature bending test results

Groutingrates

M1 M2 M3

Strain (με) Stress(MPa)

Stiffnessmodulus (MPa) Strain (με) Stress

(MPa)Stiffness

modulus (MPa) Strain (με) Stress(MPa)

Stiffnessmodulus (MPa)

80 219555 742 337956 210649 706 335155 207028 653 31541690 205253 767 373659 202345 748 369666 204655 734 358652100 198746 865 435229 196492 845 430043 192783 802 416012

Table 10 Freeze-thaw splitting test results

Groutingrates

M1 M2 M3

Strength beforefreeze-thawcycle (MPa)

Strength afterfreeze-thawcycle (MPa)

TSR ()

Strengthbefore

freeze-thawcycle (MPa)


TSR ()

Strengthbefore



TSR ()

80 1784 1407 789 1721 1376 800 1684 1331 79090 1843 1595 865 1793 1563 872 1738 1485 854100 1985 1874 944 1936 1839 950 1873 1739 928


Acknowledgments

)is research was performed at the Shenyang Jianzhu Uni-versity Institute of Transportation Engineering of ZhejiangUniversity and Zhejiang Scientific Research Institute ofTransport )e research is funded by the National NaturalScience Foundation(51478276) the Natural ScienceFoundation of Liaoning Province(20170540770) and theZhejiang Provincial Highway Bureau Project (2018H25)

References

[1] F M Nejad A Azarhoosh G H Hamedi and H RoshanildquoRutting performance prediction of warm mix asphalt con-taining reclaimed asphalt pavementsrdquo Road Materials andPavement Design vol 15 no 1 pp 207ndash219 2014

[2] J Zhang J Cai J Pei R Li and X Chen ldquoFormulation andperformance comparison of grouting materials for semi-flexible pavementrdquo Construction and Building Materialsvol 115 pp 582ndash592 2016

[3] S Koting M R Karim H B Mahmud and N A A HamidldquoMechanical properties of cement-bitumen composites forsemi-flexible pavement surfacingrdquo Baltic Journal of Road andBridge Engineering vol 9 no 2 pp 191ndash199 2014

[4] P Chiara B Giacomo G Tullio and M Alessandro ldquoPre-liminary in-situ evaluation of an innovative semi-flexiblepavement wearing course mixture using fast falling weightdeflectometerrdquo Materials vol 11 no 4 p 611 2018

[5] A Setyawana ldquoAssessing the compressive strength propertiesof semi-flexible pavementsrdquo Procedia Engineering vol 54pp 863ndash874 2013

[6] N M Husain M R Karim H B Mahmud et al ldquoEffects ofaggregate gradation on the physical properties of semiflexiblepavementrdquo Advances in Materials Science and Engineeringvol 2014 Article ID 529305 8 pages 2014

[7] B Christian H Anders and T Finn ldquoEstablishing a mech-anisticincremental design method for semi-rigid pavementsthrough HVS testingrdquo in Proceedings of Pavement Mechanicsand Performance Shanghai China January 2006

[8] R J Pelland J S Gould and R B Mallick ldquoSelecting a rutresistant hot mix asphalt for Boston-Logan internationalairportrdquo in Proceedings of Airfield Pavements Challenges andNew Technologies pp 390ndash408 Las Vegas NV USA Sep-tember 2004

[9] I J Huddleston H Zhou and R G Hicks ldquoEvaluation ofopen-graded asphalt concrete mixtures used in oregonrdquoTransportation Research Record vol 60 1993

[10] B Yang and X Weng ldquo)e influence on the durability ofsemi-flexible airport pavement materials to cyclic wheel loadtestrdquo Construction and Building Materials vol 98 pp 171ndash175 2015

[11] S E Zoorob K E Hassan and A Setyawan ldquoCold mix coldlaid semi-flexible grouted macadams mix design and prop-ertiesrdquo in Proceedings of 4th European Symposium on Per-formance of Bituminous and Hydraulic Materials in PavementBitmat pp 105ndash112 Nottingham UK 2002

[12] M D Beer and F Netterberg ldquoWeak interlayers inflexible andsemi-flexible road pavements part 1 technical paperrdquoJournal of the South African Institution of Civil Engineeringvol 54 pp 32ndash42 2012

[13] M D Beer J W Maina and F Netterberg ldquoMechanisticmodelling of weak interlayers in flexible and semi-flexibleroad pavements part 2rdquo Journal of the South African

Institution of Civil Engineering vol 54 no 1 pp 43ndash542012

[14] P Dalin Z Xiaoning and W Shulin Design Method ofAsphalt Mixture Based on Semi-flexible Pavement vol 1pp 22ndash23 Central South Highway Engineering ChangshaChina 2000

[15] L Tianqing Z Xiaowei and L Meng ldquoResearch on perfor-mance of water-retention and temperature-fall semi-flexiblepavement materialrdquo China Journal of Highway and Transportvol 23 no 2 pp 7ndash11 2010

[16] W Weiming G Dan and W Kuanghuai ldquo)e research ofperformance on semi flexible pavement materialsrdquo HighwayEngineering China vol 39 no 1 pp 78ndash82 2014

[17] T Feng ldquoResearch on perfusion composite mortar of cementgrouting semiflexible pavement mixturesrdquo Concrete Chinavol 6 pp 97ndash102 2016

[18] W Wei H Huiming W Ruxi L Meidan and W WeildquoOptimization design principle of poured cement slurry ratiofor semi-flexible pavementrdquo Journal of Highway and Trans-portation Research and Development China vol 34 no 5pp 35ndash41 2017

[19] G Xiaoyan L Lingxi and C Zhiqiang ldquoStudy on flowperformance of cement based grouting material for semi-flexible pavementrdquo Highway China vol 62 no 7 pp 280ndash285 2017

[20] W Dongqing Daud and Z Yanli ldquo)e semi-rigid pavementwith higher performances for roads and parking apronsrdquoSustainable Urbanization-Engineering Challenges and Op-portunities vol 9 pp 27ndash30 2011

[21] L Tianqing Z Jie Z Zhijie L Changzhu and D YingyingldquoStudy on optimization of polymermodified cement slurry forpoured semi-flexible pavementrdquo Journal of Highway andTransportation Research and Development China vol 26no 6 pp 24ndash28 2009

[22] Z Fu Q Liu and K M Niu Test Method of Cement andConcrete for Highway Engineering (JTG E30-2005) ChinaCommunications Press Beijing China 2005

[23] L Tianqing Z Zhijie L Changzhu and D Qiang Tech-nology Guide for Application of Semi-Flexible PavementChina Academy of TransportationSciences Beijing China2009

[24] C Zhiqiang K Fansheng and J Rongrong ldquoStudy on thebleeding performance of cement grouting material on semi-flexible pavementrdquo Journal of China and Foreign Highwayvol 36 no 4 pp 276ndash279 2016

[25] S Koting M R Karim H Mahmud et al ldquoEffects of usingsilica fume and polycarboxylate-type superplasticizer onphysical properties of cementitious grout mixtures forsemiflexible pavement surfacingrdquo Scientific World Journalvol 2014 no 2 Article ID 596364 7 pages 2014


CorrosionInternational Journal of

Hindawiwwwhindawicom Volume 2018

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Hindawi Publishing Corporation httpwwwhindawicom Volume 2013Hindawiwwwhindawicom

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TribologyAdvances in



ChemistryAdvances in


Advances inPhysical Chemistry


BioMed Research InternationalMaterials

Journal of


Na

nom

ate

ria

ls


Journal ofNanomaterials

Submit your manuscripts atwwwhindawicom

vehicle simulator (HVS) has been used to study the hazardsof the weak layer of the semiflexible pavement and itsmodeling [12 13]

In China the research on methods of the semiflexiblematerial design has been carried out [14] )e influences ofasphalt mixture types and porosity on the performance ofsemiflexible pavement materials were studied [15 16] )eproportion of compound mortar required to meet theconstruction requirement was researched [17] )e opti-mization design of the ratio of cement mortar to cementinjection was studied [18] )e influence of different factorson the fluidity of cement mortar was also studied [19]

Up to now the research studies of semiflexible pavementmaterials were mainly focused on the differences betweenthe semiflexible pavement and other traditional pavementsin terms of the mixture designs the structures and themechanical performance but the effects of groutingmaterials were less studied So far the studies on cementmortars in China have adopted the technical specificationsin the Technology Guide for Application of Semi-FlexiblePavement [20] and the strengths of cement mortars at7 days and 28 days were studied but no further studies wereconducted on the low-age strength of cement mortar Be-sides the strength of the grouting material was low thecuring was slow and large shrinkage crackings tend to occurresulting in a long construction period and affecting the roadperformance [21]

In this paper three cement additives were selected andmixed into the cement mortar to prepare for different typesof HPCM and the effects of additives on the workability thedrying shrinkage and the strength with different curingtimes of HPCM were analyzed to determine the suitablerange of the mixing ratio Furthermore the properties of theworkability the strengths with different curing times andthe drying shrinkages of HPCM with the optimal formu-lation were verified )en the rut resistance of the bestformulation with different grouting rates was studied

2 Materials and Experimental

21 Cement Mortar In this study the Conch Brand 425Ordinary Portland cement produced in Anhui China wasused which meets the technical requirements in the TestMethods of Cement and Concrete for Highway EngineeringChina (JTG E30-2005) [22] and its major chemical andphysical properties are shown in Table 1 )e standard sandwas produced by Chinese ISO Standard Sand Co Ltd )egrading and SiO2 content meet the relevant domestictechnical requirements and the SiO2 content is greater than980 )e physical properties of the limestone mineralpowder are listed in Table 2

In this study three kinds of admixtures were used tomanufacture the high-performance cement mortar theywere the UEA expansion admixture the high-performancepolycarboxylate water reducer and the accelerating ad-mixture )e UEA expansion admixture is a yellow powderwith a water content of 096 a total alkali of 02a chlorine ion content of 09 a specific surface areaof 327m2kg and a MgO content of 274 )e

polycarboxylate superplasticizer is a light brown liquid witha solid content of 2414 a water reduction rate of 285a density of 109 gcm3 a pH of 75 and a chlorine ioncontent of 1 )e accelerating admixture is a liquid witha solid content of 5714 a density of 1421 gcm3 a pH of134 and a chlorine ion content of 102

22 Porous AsphaltMixture According to the specifications[23] and engineering experience the porous asphalt mixtureis formed by mixing the aggregate of SFAC-13 (Semi-Flexible Asphalt Concrete-13) grading and SBS modifiedbitumen with a designed porosity of 25 and the aggregateis basalt )e aggregate grading is listed in Table 3 and themodified asphalt has a penetration of 505mm (100 g 5 s25degC) a softening point of 756degC and a ductility of 32 cm at5degC )e asphalt content determined by flying test and leakdetection test is 38 the Marshall stability is 501 kN andthe actually measured porosity of the porous asphalt mixtureis 246

23 High-Performance Cement Mortar (HPCM) SamplePreparation Cement mortar should be able to penetrate theporous asphalt mixture quickly to improve the strength ofthe composite According to the design ratio each admix-ture was added into the cement slurry and they were mixedto make the cement mortar )e cement mortar was pouredinto the standard test mold for the strength the shrinkageand the workability experiments according to the specifi-cations [22]

It is shown that the optimum water-binder ratio of theprime cementmortar that was used to semiflexible pavementshould be less than 055 [24] the content of mineral powderis generally less than 20 and the sand content is ap-proximately 15ndash30)e factors of the cement mortar arethe water-binder ratio the content of mineral powder thesand-binder the UEA expansion admixture the poly-carboxylate superplasticizer and the accelerating admixturerepresented by A B C D E and F respectively )ree levelswere selected for each of the factors and the effects of whichon the physical and mechanical properties of the cementmortar were analyzed)e orthogonal factors for the cementslurry are listed in Table 4

24 Calculation of Grouting Rate of Cement Mortar )egrouting rate of cement mortar is the percentage ofthe volume of cement mortar grouted divided by thevolume of connected void in the asphalt mixture and theformula is

VV m2 minusm1

ρm VminusV1( 1113857times 100 (1)

where VV is the grouting rate () m1 is the mass of thespecimen before grouting (g) m2 is the mass of the sampleafter grouting (g) ρm is the density of the cement mortar(gcm3) V is the specimen volume (cm3) and V1 is thevolume of mineral aggregate and closed pores (cm3)




26 Test Methods












Physicaltests


Final settingtime





Test results 183 241 249 28 492 79




Factorlevel



C Sand-binderratio




1 045 10 015 0 0 02 05 15 02 4 05 053 055 20 025 8 1 1


















































Factors level

011

012

013

014

015

016

017

018

019

020

021

022

Shrin

gkag

e rat

e (

)



10

15

20

25

30

Factors level

Flui

dity

(s)

















10

20

30

40

50

60

Com

pres

sive s

tren

gth

(MPa

)

1d 3d

7d 28d



2

3

4

5

6

7

8

9

10

Flex

ural

stre

ngth

(MPa

)

1d 3d

7d 28d















shrinkageratio ()

Flexuralstrength

Compressivestrength

Flexuralstrength

Compressivestrength

Flexuralstrength

Compressivestrength

Flexuralstrength

Compressivestrength



Groutingrates ()


(Timesmm)Rutting


(Timesmm)Rutting


(Timesmm)Rutting

depth (mm)70 9448 192 8034 216 9072 19480 12058 147 9393 189 10488 16290 19481 128 14024 149 16918 141100 28984 114 23821 141 26624 127

70 75 80 85 90 95 1005000

10000

15000

20000

25000

30000

Dyn

amic

stab

ility

(tim

em

m)

Grouting rates ()

M1M2M3





6 Conclusions







Data Availability







Groutingrates

M1 M2 M3



(MPa)Stiffness



80 219555 742 337956 210649 706 335155 207028 653 31541690 205253 767 373659 202345 748 369666 204655 734 358652100 198746 865 435229 196492 845 430043 192783 802 416012


Groutingrates

M1 M2 M3



TSR ()

Strengthbefore



TSR ()

Strengthbefore



TSR ()

80 1784 1407 789 1721 1376 800 1684 1331 79090 1843 1595 865 1793 1563 872 1738 1485 854100 1985 1874 944 1936 1839 950 1873 1739 928


Acknowledgments


References






























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls






26 Test Methods












Physicaltests


Final settingtime





Test results 183 241 249 28 492 79




Factorlevel



C Sand-binderratio




1 045 10 015 0 0 02 05 15 02 4 05 053 055 20 025 8 1 1


















































Factors level

011

012

013

014

015

016

017

018

019

020

021

022

Shrin

gkag

e rat

e (

)



10

15

20

25

30

Factors level

Flui

dity

(s)

















10

20

30

40

50

60

Com

pres

sive s

tren

gth

(MPa

)

1d 3d

7d 28d



2

3

4

5

6

7

8

9

10

Flex

ural

stre

ngth

(MPa

)

1d 3d

7d 28d















shrinkageratio ()

Flexuralstrength

Compressivestrength

Flexuralstrength

Compressivestrength

Flexuralstrength

Compressivestrength

Flexuralstrength

Compressivestrength



Groutingrates ()


(Timesmm)Rutting


(Timesmm)Rutting


(Timesmm)Rutting

depth (mm)70 9448 192 8034 216 9072 19480 12058 147 9393 189 10488 16290 19481 128 14024 149 16918 141100 28984 114 23821 141 26624 127

70 75 80 85 90 95 1005000

10000

15000

20000

25000

30000

Dyn

amic

stab

ility

(tim

em

m)

Grouting rates ()

M1M2M3





6 Conclusions







Data Availability







Groutingrates

M1 M2 M3



(MPa)Stiffness



80 219555 742 337956 210649 706 335155 207028 653 31541690 205253 767 373659 202345 748 369666 204655 734 358652100 198746 865 435229 196492 845 430043 192783 802 416012


Groutingrates

M1 M2 M3



TSR ()

Strengthbefore



TSR ()

Strengthbefore



TSR ()

80 1784 1407 789 1721 1376 800 1684 1331 79090 1843 1595 865 1793 1563 872 1738 1485 854100 1985 1874 944 1936 1839 950 1873 1739 928


Acknowledgments


References






























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls



















































Factors level

011

012

013

014

015

016

017

018

019

020

021

022

Shrin

gkag

e rat

e (

)



10

15

20

25

30

Factors level

Flui

dity

(s)

















10

20

30

40

50

60

Com

pres

sive s

tren

gth

(MPa

)

1d 3d

7d 28d



2

3

4

5

6

7

8

9

10

Flex

ural

stre

ngth

(MPa

)

1d 3d

7d 28d















shrinkageratio ()

Flexuralstrength

Compressivestrength

Flexuralstrength

Compressivestrength

Flexuralstrength

Compressivestrength

Flexuralstrength

Compressivestrength



Groutingrates ()


(Timesmm)Rutting


(Timesmm)Rutting


(Timesmm)Rutting

depth (mm)70 9448 192 8034 216 9072 19480 12058 147 9393 189 10488 16290 19481 128 14024 149 16918 141100 28984 114 23821 141 26624 127

70 75 80 85 90 95 1005000

10000

15000

20000

25000

30000

Dyn

amic

stab

ility

(tim

em

m)

Grouting rates ()

M1M2M3





6 Conclusions







Data Availability







Groutingrates

M1 M2 M3



(MPa)Stiffness



80 219555 742 337956 210649 706 335155 207028 653 31541690 205253 767 373659 202345 748 369666 204655 734 358652100 198746 865 435229 196492 845 430043 192783 802 416012


Groutingrates

M1 M2 M3



TSR ()

Strengthbefore



TSR ()

Strengthbefore



TSR ()

80 1784 1407 789 1721 1376 800 1684 1331 79090 1843 1595 865 1793 1563 872 1738 1485 854100 1985 1874 944 1936 1839 950 1873 1739 928


Acknowledgments


References






























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls

















10

20

30

40

50

60

Com

pres

sive s

tren

gth

(MPa

)

1d 3d

7d 28d



2

3

4

5

6

7

8

9

10

Flex

ural

stre

ngth

(MPa

)

1d 3d

7d 28d















shrinkageratio ()

Flexuralstrength

Compressivestrength

Flexuralstrength

Compressivestrength

Flexuralstrength

Compressivestrength

Flexuralstrength

Compressivestrength



Groutingrates ()


(Timesmm)Rutting


(Timesmm)Rutting


(Timesmm)Rutting

depth (mm)70 9448 192 8034 216 9072 19480 12058 147 9393 189 10488 16290 19481 128 14024 149 16918 141100 28984 114 23821 141 26624 127

70 75 80 85 90 95 1005000

10000

15000

20000

25000

30000

Dyn

amic

stab

ility

(tim

em

m)

Grouting rates ()

M1M2M3





6 Conclusions







Data Availability







Groutingrates

M1 M2 M3



(MPa)Stiffness



80 219555 742 337956 210649 706 335155 207028 653 31541690 205253 767 373659 202345 748 369666 204655 734 358652100 198746 865 435229 196492 845 430043 192783 802 416012


Groutingrates

M1 M2 M3



TSR ()

Strengthbefore



TSR ()

Strengthbefore



TSR ()

80 1784 1407 789 1721 1376 800 1684 1331 79090 1843 1595 865 1793 1563 872 1738 1485 854100 1985 1874 944 1936 1839 950 1873 1739 928


Acknowledgments


References






























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls















shrinkageratio ()

Flexuralstrength

Compressivestrength

Flexuralstrength

Compressivestrength

Flexuralstrength

Compressivestrength

Flexuralstrength

Compressivestrength



Groutingrates ()


(Timesmm)Rutting


(Timesmm)Rutting


(Timesmm)Rutting

depth (mm)70 9448 192 8034 216 9072 19480 12058 147 9393 189 10488 16290 19481 128 14024 149 16918 141100 28984 114 23821 141 26624 127

70 75 80 85 90 95 1005000

10000

15000

20000

25000

30000

Dyn

amic

stab

ility

(tim

em

m)

Grouting rates ()

M1M2M3





6 Conclusions







Data Availability







Groutingrates

M1 M2 M3



(MPa)Stiffness



80 219555 742 337956 210649 706 335155 207028 653 31541690 205253 767 373659 202345 748 369666 204655 734 358652100 198746 865 435229 196492 845 430043 192783 802 416012


Groutingrates

M1 M2 M3



TSR ()

Strengthbefore



TSR ()

Strengthbefore



TSR ()

80 1784 1407 789 1721 1376 800 1684 1331 79090 1843 1595 865 1793 1563 872 1738 1485 854100 1985 1874 944 1936 1839 950 1873 1739 928


Acknowledgments


References






























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls






6 Conclusions







Data Availability







Groutingrates

M1 M2 M3



(MPa)Stiffness



80 219555 742 337956 210649 706 335155 207028 653 31541690 205253 767 373659 202345 748 369666 204655 734 358652100 198746 865 435229 196492 845 430043 192783 802 416012


Groutingrates

M1 M2 M3



TSR ()

Strengthbefore



TSR ()

Strengthbefore



TSR ()

80 1784 1407 789 1721 1376 800 1684 1331 79090 1843 1595 865 1793 1563 872 1738 1485 854100 1985 1874 944 1936 1839 950 1873 1739 928


Acknowledgments


References






























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls




Acknowledgments


References






























Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls






Advances in



Journal of

Chemistry















Journal of





Volume 2018









Journal of


Na

nom

ate

ria

ls




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