research article experimental study of stabilized soil ... · research article experimental study...

Research ArticleExperimental Study of Stabilized Soil Utilizing CirculatingFluidized Bed Combustion Desulfurization Ash with CarbideSlag and Desulfurization Gypsum

Dezhi Shao1 Jinlong Liu2 and Xin Huang1

1School of Transportation Science and Engineering Beihang University Beijing 100191 China2Beijing Zhongyandadi Engineering Technology Co Ltd Beijing 100191 China

Correspondence should be addressed to Dezhi Shao sdzccc126com

Received 30 September 2015 Accepted 1 December 2015

Academic Editor Yuanxin Zhou

Copyright copy 2015 Dezhi Shao et al This 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

This paper discusses the feasibility of preparing soil stabilizer which is circulating fluidized bed combustion ash-basedsupplemented with carbide slag and desulfurization gypsum composed entirely of complete industrial wastes The results showthat CFBC ash has better pozzolanic activity than fly ash When stabilizer total content is 10 and the ratio of CFBC ash carbideslag desulfurization gypsum is 72 18 1 compressive strength of stabilized soil can reach the maximum of 212MPa at the ageof 28 d of curing Stabilizer can meet the strength requirements of cement-soil mixing pile composite foundation and cement-soilmixing pile waterproof curtain

1 Introduction

With the increasing amount of coal mined and gangueheaped countries encourage utilizing the combustion ofgangue and low calorific value coal to generate power andban permanent gangue heap Circulating fluidized bed com-bustion (CFBC) is widely used due to the ability of utilizinglow calorific value coal fully combust and high desulfur-ization efficiency [1] Circulating fluidized bed combustionash (CFBC ash) is the main product of the coal combustionwhich increases year by year But the resource utilization ofCFBC ash is still in infancy Compared with pulverized fuelfly ash (PFA) CFBC ash is various in chemical compositionshigher water requirement richer in anhydrite and free limewhich seriously limits the resource utilization [2] Approxi-mately 50 million tons of CFBC ash is generated annually inChina However large quantity of raw CFBC ash in China ismainly discharged directly towaste dumps [3]With the rapiddevelopment of modern industry production of industrialwastes increases year by year In 2013 the production ofcarbide slag (CS)was 2211million tons the production of fluegas desulfurization gypsum (FGDG) was 7550 million tonsAlthough the comprehensive utilization rate of industrial

wastes is improving gradually in recent years there are stillmasses of industrial wastes that have not been utilized Unuti-lized industrial wastes occupy a great amount of land Solubleharmful elements contained in industrial wastes may alsocause groundwater pollution A long period of air storagecauses lots of dust flow in the air which may generate air pol-lution Problems mentioned above lead to heavy economicand environmental burden to the country [4]

Taking advantage of the hydration characteristic of indus-trial wastes to produce soil stabilizer is one of themost impor-tant ways to recycle industrial wastes Research shows thatstabilizer can be prepared with entirely industrial wastes (likegangue CS and phosphor gypsum) the 28 d compressivestrength of stabilized soil can reach 2MPa and can be 3 timeshigher compared to that stabilized by cement in the samecontent [5]The compressive strength of CFBC ash stabilizingsoil can meet the strength requirement of highway subgrade[6ndash8] But researches and reports on utilizing CFBC ash tostabilize soil under natural water content are rare

Research shows that the structure of clay is formed by soilparticle groups integrated with clay particles and holes inside[9] Some kinds of stabilizers (eg cement) can only producecementitious hydrates like calcium silicate hydrates (CSH)

Hindawi Publishing CorporationJournal of EngineeringVolume 2015 Article ID 459201 5 pageshttpdxdoiorg1011552015459201

2 Journal of Engineering

Table 1 Physical mechanical properties of tested soil

Soil sample Physical properties119882 119866

119878119890 119878

119903120596119871

120596119901

ST 2040 261 066 089 0259 0167Notes119882 water content 119866119878 specific gravity 119890 natural void ratio 119878119903 satu-ration 120596119871 liquid limit 120596119901 plastic limit

which cannot fill pores among the particles efficiently asa result it will limit the increase of strength Soil stabilizerwhich can produce cementitious hydrates and expansiblehydrates has better reinforcement effect than that which canonly produce cementitious hydrates Cementitious hydratescan wrap and bind loose soil particles and expansiblehydrates can squeeze and fill the pores Combining bothcementitious hydrates and expansible hydrates will lead tobetter reinforcement effect CFBC ash has certain pozzolanicactivity to produce cementitious hydrates CSH Free limeactivated Al

2O3 and anhydrite in CFBC ash can produce

volume expansion Consequently we can take advantage ofthose characters to prepare soil stabilizer with CFBC ashThe aim of this work is to discuss the feasibility of preparingsoil stabilizer which is CFBC ash-based supplemented withCS and FGDG composed of complete industrial wastes

2 Experimental

21 Materials Soil sample the soil sample (ST) was takenfrom Nanhai Park in Taiyuan City Shanxi Province Thephysical properties of the soil sample are presented in Table 1

CFBC fly ash was retrieved from Shanxi thermal powerplant The 80 120583m and 45 120583m sieving residue of CFBC ashprocessed by crushing equipment is 08 and 88 respec-tively The PFA was retrieved from Tangshan thermal powerplantThe 80 120583m and 45 120583m sieving residue of PFA processedby crushing equipment is 01 and 29 respectively TheXRD patterns of the CFBC fly ash is shown in Figure 1 FromFigure 1 it is clear to see that the CFBC fly ash is composedmainly of amorphous substances and a certain amount ofquartz limestone and other crystalline material composi-tions

CS was retrieved from Tianjin acetylene plant the desul-furization gypsum was retrieved from Guizhou HongfuIndustrial Development General Co Ltd Chemical compo-sitions of raw materials are shown in Table 2

22 Experimental Methods and Procedures

(1) Weigh stabilizer and water according to the mix pro-portions then put them into the agitator kettle andmix them by electrical mixing machine for 60 sec-onds

(2) Weight soil according to the proportion put it into theagitator kettle mix it at low speed for 30 seconds andthen mix it at high speed for 60 seconds

80

(1) Anhydrite(2) Limestone

(3) Quartz(4) Hematite

10 20 30 40 50 60 700

11 1 2 2222

3

3

34

4

Figure 1 XRD patterns of CFB ash

Table 2 Chemical compositions of raw materials

Compositions SiO2

Al2O3

CaO SO3

Fe2O3

OthersCFBC ash 5011 2826 885 399 472 407PFA 4818 3788 342 152 422 478CS 284 216 6899 076 015 2510FGDG 361 013 3130 4270 002 2224Notes self-made admixture LLY is a kind of inorganic liquid The LLYcontent is 05 of stabilizer by weight

(3) Use scraper to scrape the stabilized soil pasted onwanes and wall into the agitator kettle continuing tomix for 60 seconds

(4) Compact the soil-admixture samples into steel moldswith 50mm times 50mm times 50mm in three layers thenmolds were vibrated for 60 s on jolting table (ZT-1 times1)

(5) Demold after compaction for 24 hours thenmove thesamples into standard curing chamber with curingtemperature 20∘C plusmn 2 and curing humidity 95

The compressive strength tests of the samples were con-ducted according to Chinese standard test methods of soilsfor highway engineering (JTJ051-93) Three specimens ofeach mixture were tested to investigate the average compres-sive strength

3 Results and Discussion

Table 3 shows the mix proportions and the compressivestrength of stabilized soil samples at 28 d The mixing pro-portion ratios of different materials were relative to the totalweight of stabilized soil Total mixing proportion of stabilizeris 10 The liquidstabilizer ratio is kept at a constant 10Proportions of control groups 2-1 and 2-2 are based on theoptimum proportion from previous studies [10]

31 Comparison of Pozzolanic Activity between CFBC Ashand PFA As shown in Table 3 comparing the compressivestrength of samples 1-2 1-3 and 1-4 and 2-1 and 2-2 usingCFBC ash to prepare stabilizer has better reinforcementeffect than using PFAThe compressive strength of CFBC ashstabilizing soil at 28 d is 3ndash5 times PFA stabilizing soilAlthough the particle size of CFBC ash is larger than PFA the

Journal of Engineering 3

Table 3 Stabilizer components and stabilized soil strength

Mixture CFBC ash()

CS()

PFA()

FGDG()

Compressivestrength (MPa)

1-1 5 5 0691-2 6 4 0751-3 7 3 0871-4 8 2 1041-5 9 1 0662-1 2 8 0222-2 1 9 0213-1 72 18 1 2123-2 64 16 2 1703-3 56 14 3 1453-4 48 12 4 103

compressive strength of CFBC ash stabilizing soil is higherthan PFA ash stabilizing soil indicating that CFBC ash hasbetter pozzolanic activity than fly ash

Most of PFA particles are dense and smooth By contrastCFBC ash is mainly composed by coarse and irregularparticles which aremore favorable to perform the pozzolanicactivity [11] Based on the character of the reaction products ofactive SiO

2 Al2O3and lime are soluble in low concentration

hydrochloric acid experiments show that the reaction rateconstant of CFBC ash is higher than PFA [12] Mixing CFBCash and PFA into cement clinker respectively the resultsshow that the compressive strength of CFBC ash-cementclinker is distinctly higher than PFA-cement clinker All theresults agree that CFBC ash has better pozzolanic activitythan fly ash

32 The Optimum Proportion between CFBC Ash and CS Asshown in Table 3 there is an optimum proportion utilizingCFBC ash and CS to stabilize soil The highest compressivestrength of CFBC ash stabilizing soil at 28 d is 104MPa andthe optimum proportion is CFBC ash CS = 8 2 by weight

CFBC ash is various in chemical compositions hencelots of experiments would be done to research the optimumproportion between CFBC ash and CS To reduce the work-load in this paper put forward an equation to estimate theoptimum proportion between CFBC ash and CS

Assume that the main hydration product CSH is formedwith CaOSiO2 molar ratio at 12 The reaction is shown asfollows

12CaO + SiO2 + 119899H2O 997888rarr 12CaO sdot SiO2 sdot 119899H2O (1)

Active Al2O3 and Fe2O3 react with CaO to form

C3(AF)H6 which reacts with CaSO4sdot2H2O to form ettringite(AFt)The proportion is calculated by the following equation

Unit mass SiO2 hydration reaction needs unit mass

CaO = 12 times 5660= 112 (2)

Unit mass Al2O3hydration reaction needs unit mass

CaO = 168102= 165 (3)

Unit mass Fe2O3hydration reaction needs unit mass

CaO = 168160= 105 (4)

Unit mass Al2O3combines maximummass

CaSO4 sdot 2H2O =172

102= 169 (5)

Unit mass Fe2O3 combines maximummass


160= 108 (6)

Then unit mass CFBC ash hydration reaction needs unitmass CaO and CaSO4sdot2H2O can be calculated by

119898CaO

= 119886 (112120596SiO2+ 165120596Al2O3

+ 105120596Fe2O3minus 120596CaO)

(7)

119898CaSO4 sdot 2H2O

= 119886 (169120596Al2O3+ 108120596Fe2O3

minus 215120596SO3) 119887

(8)

Notes 120596SiO2 120596Al2O3

120596Fe2O3 120596CaO and 120596SO3

are mass fractionsof all kinds of compounds in CFBC ash119886 is CFBC ash hydration reaction ratio 119887 is CFBC ash

expansion ratio

119886 =reacted CFBC ashtotal CFBC ash

(9)

119887 =Al2O3 Fe2O3 in formation reaction of AFt

Al2O3 Fe2O3 participate in reaction (10)

According to the proportion of all kinds of oxides thetheoretical optimum proportion of CFBC ash and CS can becalculated by (7) According to the results of this experimentthe indexes 119886 and 119887 are proposed to take 025 and 1 respec-tively

33 Effect on CFBC Ash Stabilizing Soil by Mixing FGDGBased on the optimum proportion of CFBC ash CS = 8 2discuss the optimum proportion of FGDG in soil stabilizerThe effect of FGDG on stabilized soil compressive strengthcan be revealed by changing the proportion of FGDG in stabi-lizer As is shown in Table 3 there is an optimum proportionof FGDG in stabilizer and the optimum proportion is 10of stabilizer by weight In this proportion the stabilized soilcompressive strength can increase to 212MPa twice of thatwithout FGDG After that the stabilized soil compressivestrength decreased with the increasing proportion of FGDG


Stabilized soil is usually formed by uniformly mixingloose and porous soil particle groups In order to obtain thehighest strength of stabilized soil stabilizer should not onlybind the loose soil particles but also squeeze and fill the pores[9] Active SiO

2in CFBC ash reacts with Ca(OH)

2to pro-

duce cementitious hydrates CSH which can bind the loosesoil particles together producing a certain strength in thisprocess Active Al2O3 and Ca(OH)2 react with CaSO4sdot2H2Oto form expansible hydrates AFt The solid volume doublesduring the formation of AFt so that the volume expansionsqueezes and fills the pores efficiently making the stabilizedsoil more compact and enhancing the strength further Ifmore proportion of expansible hydrates is added the cemen-titious structure provided by CSH would be insufficienttherefore AFt will produce greater expansion destroyingthe links between particles formed by CSH leading to thedecrease of stabilized soil strength

34 Engineering Application Feasibility of CFBC Ash Stabiliz-ing Soil As is shown in Table 3 in sample 3-1 when stabilizertotal content is 10 and the ratio of CFBC ash CS FGDG= 72 18 1 compressive strength of stabilized soil can reachthe maximum of 212MPa at the age of 28 d of curingPreliminary test results indicate that the hydration rate ofCFBC ash is quite low and the hydration ratio of CFBC ashat 90 d is two or three times that at 28 d It can be inferredthat compressive strength of stabilized soil at 90 days willhave greatly increased compared with that at 28 d Researches[13 14] show that in cement-soil mixing pile compositefoundation and cement-soil mixing pile waterproof curtainthe compressive strength at 90 d is 05 to 15MPa Thisexperiment shows that it is feasible to prepare soil stabilizerwhich is CFBC ash-based supplementedwith CS and FGDGcomposed of complete industrial wastes

CFBC ash hydration requires high water demand and lowstrength at early age in particular the free lime and anhydritecontained in CFBC ash can produce volume expansion dur-ing hydration which severely limits the resource utilizationof CFBC ash in concrete However all these characters willnot be disadvantages if the CFBC ash is used in preparing soilstabilizer The usage of soil stabilizer is mixing dry stabilizerpowder or stabilizer mortar with soil For mixing dry stabi-lizer powder with soil high water requirement is beneficialto construction and increases strength For mixing stabilizermortar with soil increment on water requirement which willnot bring significant effect on the compressive strength ofstabilized soil is quite little compared to soilrsquos water contentaccording to the national technology standard the standardcompressive strength of stabilized soil should be taken at90 d therefore the low compressive strength of CFBC ash atearly age is not a disadvantageThe volume expansion duringhydration can just fill the pores in stabilized soil which isbeneficial to increase the compressive strength

According to the preliminary test results obtained fromthis experiment and the analysis of the characteristics of CFBabove it is completely feasible to utilize CFBC ash to makethe stabilizer Stabilizer with better technical performanceis expected to be made which is CFBC ash-based and

composed of complete industrial wastes with further opti-mization

4 Conclusions

(1) In this paper stabilizers which are prepared bymixingCS with CFBC ash and PFA respectively are used tostabilize soil The compressive strength of CFBC ashstabilizing soil is 3ndash5 times that of PFA stabilizing soilin the strength test at 28 d which shows that CFBCash has better pozzolanic activity than fly ash

(2) There is an optimum proportion of the ratio betweenCFBC ash and CS and the FGDG content The com-pressive strength of stabilized soil peaks at 2 12MPa atthe age of 28 d when total mixing proportion of stabi-lizer was 10 and CFBC ash CS FGDG= 7 2 1 8 1Using stabilizer which is CFBC ash-based supple-mented with CS and FGDG composed of completeindustrial wastes can meet the engineering strengthrequirements

Conflict of Interests

The authors declare that there is no conflict of interestsregarding the publication of this paper

References

[1] N T Dung T-P Chang and C-T Chen ldquoEngineering andsulfate resistance properties of slag-CFBCfly ash paste andmor-tarrdquo Construction and Building Materials vol 63 pp 40ndash482014

[2] T Sebok J Simonık and K Kulısek ldquoThe compressive strengthof samples containing fly ash with high content of calciumsulfate and calcium oxiderdquo Cement and Concrete Research vol31 no 7 pp 1101ndash1107 2001

[3] Y Shen J Qian and Z Zhang ldquoInvestigations of anhydrite inCFBC fly ash as cement retardersrdquo Construction and BuildingMaterials vol 40 pp 672ndash678 2013

[4] D C Adriano A L Page A A Elseewi A C Chang and IStraughan ldquoUtilization and disposal of fly ash and other coalresidues in terrestrial ecosystems a reviewrdquo Journal of Enviro-nmental Quality vol 9 no 3 pp 333ndash344 1980

[5] X Huang Z Li J Ning and S Xu ldquoPrinciple and methodof optimization design for soft soil stabilizerrdquo Journal WuhanUniversity of TechnologymdashMaterials Science Edition vol 24 no1 pp 154ndash160 2009

[6] E Mulder ldquoA mixture of fly ashes as road base constructionmaterialrdquoWaste Management vol 16 no 1ndash3 pp 15ndash20 1996

[7] G Thenoux F Halles A Vargas J P Bellolio and H CarrilloldquoLaboratory and field evaluation of fluid bed combustion fly ashas granular road stabilizerrdquo Transportation Research Record vol2 no 1989 pp 36ndash41 2007

[8] N M Jackson R Mack S Schultz and M Malek ldquoPavementsubgrade stabilization and construction using bed and fly ashrdquoin Proceedings of theWorld of Coal Ash Conference (WOCA rsquo07)pp 7ndash10 Lexington Ky USA May 2007

[9] H Xin N Jianguo and X Sheng ldquoStructure formation modelof stabilized soilrdquo Industrial Construction vol 36 no 7 pp 1ndash62006


[10] D-W Zhang and Z-G Cao ldquoStrength characteristics of stabi-lized soils using industrial by-product bindersrdquo Rock and SoilMechanics vol 34 no 1 pp 54ndash59 2013

[11] P Chindaprasirt and U Rattanasak ldquoUtilization of blendedfluidized bed combustion (FBC) ash and pulverized coal com-bustion (PCC) fly ash in geopolymerrdquoWaste Management vol30 no 4 pp 667ndash672 2010

[12] Y Song J Qian and Z Wang ldquoPozzolanic reactivity of coalashesrdquo Journal of the Chinese Ceramic Society vol 34 no 8 pp962ndash965 2006

[13] Engineering Project of Foundation Treatment China Architec-ture amp Building Press 1998

[14] G Xiaonan Foundation TreatmentManual China Architectureamp Building Press Beijing China 2008

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Table 1 Physical mechanical properties of tested soil

Soil sample Physical properties119882 119866

119878119890 119878

119903120596119871

120596119901

ST 2040 261 066 089 0259 0167Notes119882 water content 119866119878 specific gravity 119890 natural void ratio 119878119903 satu-ration 120596119871 liquid limit 120596119901 plastic limit

which cannot fill pores among the particles efficiently asa result it will limit the increase of strength Soil stabilizerwhich can produce cementitious hydrates and expansiblehydrates has better reinforcement effect than that which canonly produce cementitious hydrates Cementitious hydratescan wrap and bind loose soil particles and expansiblehydrates can squeeze and fill the pores Combining bothcementitious hydrates and expansible hydrates will lead tobetter reinforcement effect CFBC ash has certain pozzolanicactivity to produce cementitious hydrates CSH Free limeactivated Al

2O3 and anhydrite in CFBC ash can produce

volume expansion Consequently we can take advantage ofthose characters to prepare soil stabilizer with CFBC ashThe aim of this work is to discuss the feasibility of preparingsoil stabilizer which is CFBC ash-based supplemented withCS and FGDG composed of complete industrial wastes

2 Experimental

21 Materials Soil sample the soil sample (ST) was takenfrom Nanhai Park in Taiyuan City Shanxi Province Thephysical properties of the soil sample are presented in Table 1

CFBC fly ash was retrieved from Shanxi thermal powerplant The 80 120583m and 45 120583m sieving residue of CFBC ashprocessed by crushing equipment is 08 and 88 respec-tively The PFA was retrieved from Tangshan thermal powerplantThe 80 120583m and 45 120583m sieving residue of PFA processedby crushing equipment is 01 and 29 respectively TheXRD patterns of the CFBC fly ash is shown in Figure 1 FromFigure 1 it is clear to see that the CFBC fly ash is composedmainly of amorphous substances and a certain amount ofquartz limestone and other crystalline material composi-tions

CS was retrieved from Tianjin acetylene plant the desul-furization gypsum was retrieved from Guizhou HongfuIndustrial Development General Co Ltd Chemical compo-sitions of raw materials are shown in Table 2

22 Experimental Methods and Procedures

(1) Weigh stabilizer and water according to the mix pro-portions then put them into the agitator kettle andmix them by electrical mixing machine for 60 sec-onds

(2) Weight soil according to the proportion put it into theagitator kettle mix it at low speed for 30 seconds andthen mix it at high speed for 60 seconds

80

(1) Anhydrite(2) Limestone

(3) Quartz(4) Hematite

10 20 30 40 50 60 700

11 1 2 2222

3

3

34

4

Figure 1 XRD patterns of CFB ash

Table 2 Chemical compositions of raw materials

Compositions SiO2

Al2O3

CaO SO3

Fe2O3

OthersCFBC ash 5011 2826 885 399 472 407PFA 4818 3788 342 152 422 478CS 284 216 6899 076 015 2510FGDG 361 013 3130 4270 002 2224Notes self-made admixture LLY is a kind of inorganic liquid The LLYcontent is 05 of stabilizer by weight

(3) Use scraper to scrape the stabilized soil pasted onwanes and wall into the agitator kettle continuing tomix for 60 seconds

(4) Compact the soil-admixture samples into steel moldswith 50mm times 50mm times 50mm in three layers thenmolds were vibrated for 60 s on jolting table (ZT-1 times1)

(5) Demold after compaction for 24 hours thenmove thesamples into standard curing chamber with curingtemperature 20∘C plusmn 2 and curing humidity 95

The compressive strength tests of the samples were con-ducted according to Chinese standard test methods of soilsfor highway engineering (JTJ051-93) Three specimens ofeach mixture were tested to investigate the average compres-sive strength

3 Results and Discussion

Table 3 shows the mix proportions and the compressivestrength of stabilized soil samples at 28 d The mixing pro-portion ratios of different materials were relative to the totalweight of stabilized soil Total mixing proportion of stabilizeris 10 The liquidstabilizer ratio is kept at a constant 10Proportions of control groups 2-1 and 2-2 are based on theoptimum proportion from previous studies [10]

31 Comparison of Pozzolanic Activity between CFBC Ashand PFA As shown in Table 3 comparing the compressivestrength of samples 1-2 1-3 and 1-4 and 2-1 and 2-2 usingCFBC ash to prepare stabilizer has better reinforcementeffect than using PFAThe compressive strength of CFBC ashstabilizing soil at 28 d is 3ndash5 times PFA stabilizing soilAlthough the particle size of CFBC ash is larger than PFA the



Mixture CFBC ash()

CS()

PFA()

FGDG()


1-1 5 5 0691-2 6 4 0751-3 7 3 0871-4 8 2 1041-5 9 1 0662-1 2 8 0222-2 1 9 0213-1 72 18 1 2123-2 64 16 2 1703-3 56 14 3 1453-4 48 12 4 103












CaO = 12 times 5660= 112 (2)


CaO = 168102= 165 (3)


CaO = 168160= 105 (4)



102= 169 (5)



160= 108 (6)


119898CaO

= 119886 (112120596SiO2+ 165120596Al2O3

+ 105120596Fe2O3minus 120596CaO)

(7)


= 119886 (169120596Al2O3+ 108120596Fe2O3

minus 215120596SO3) 119887

(8)

Notes 120596SiO2 120596Al2O3

120596Fe2O3 120596CaO and 120596SO3


expansion ratio


(9)








2to pro-






4 Conclusions





References


















RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation











Mixture CFBC ash()

CS()

PFA()

FGDG()


1-1 5 5 0691-2 6 4 0751-3 7 3 0871-4 8 2 1041-5 9 1 0662-1 2 8 0222-2 1 9 0213-1 72 18 1 2123-2 64 16 2 1703-3 56 14 3 1453-4 48 12 4 103












CaO = 12 times 5660= 112 (2)


CaO = 168102= 165 (3)


CaO = 168160= 105 (4)



102= 169 (5)



160= 108 (6)


119898CaO

= 119886 (112120596SiO2+ 165120596Al2O3

+ 105120596Fe2O3minus 120596CaO)

(7)


= 119886 (169120596Al2O3+ 108120596Fe2O3

minus 215120596SO3) 119887

(8)

Notes 120596SiO2 120596Al2O3

120596Fe2O3 120596CaO and 120596SO3


expansion ratio


(9)








2to pro-






4 Conclusions





References


















RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation












2to pro-






4 Conclusions





References


















RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation

















RoboticsJournal of





Journal of



RotatingMachinery





VLSI Design



Shock and Vibration







Journal of



Volume 2014


SensorsJournal of





Propagation









research article experimental study of stabilized soil ... · research article experimental study...

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