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Research ArticleIsolatedEffect andSensitivity ofAgricultural and IndustrialWasteCa-Based Stabilizer Materials (CSMs) in Evaluating Swell ShrinkNature of Palygorskite-Rich Clays

Fazal E Jalal1 Babak Jamhiri 1 Ahsan Naseem 2 Muhammad Hussain 3

Mudassir Iqbal 1 and Kennedy Onyelowe 4

1Department of Civil Engineering Shanghai Jiao Tong University Shanghai 200240 China2Civil Engineering Department University of Ghent Technologiepark Zwijnaarde Ghent Belgium3Department of Civil Engineering Tsinghua University Beijing China4Department of Civil and Mechanical Engineering Kampala International University Kampala Uganda

Correspondence should be addressed to Kennedy Onyelowe kennedychibuzorkiuacug

Received 1 July 2021 Accepted 20 October 2021 Published 1 November 2021

Academic Editor Zhuang-Zhuang Liu

Copyright copy 2021 Fazal E Jalal 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

is paper evaluates the suitability of sugarcane bagasse ash (SCBA) and waste marble dust (WMD) on the geotechnical propertiesof Palygorskite-rich expansive clays located in northwest Pakistan ese problematic soils exhibit undesirable characteristicswhich greatly affect the pavements boundary walls slab-on-grade members and other civil engineering infrastructures A seriesof geotechnical tests were performed on soil specimens using prescribed percentages of the aforementioned Ca-based stabilizermaterials (CSMs) e investigation includes X-Ray Diffraction (XRD) Analysis Scanning Electron Microscopy (SEM) X-RayFluorescence (XRF) tests and physicomechanical properties such as moisture-density relationship Atterbergrsquos limits swellpressure and an ANN-based sensitivity analyses of overall swell pressure development e outcomes of these experimentalinvestigations showed that the addition of CSMs into the expansive soils increased to 4 SCBA and 10 WMD the plasticityindex reduced by 30 and 49 the volumetric swell decreased from approximately 49 to 86 and 63 and the swellingpressure reduction was from 189 kPa to 120 kPa and 160 kPa (about 15 and 36) respectively It is interesting to note thatreplacement with specified CSM accelerated the strength of soil at extended curing periods and the optimum improvement in thestrength behavior of the soil was also recorded Moreover with addition of the respective CSMs the compactability and strengthcharacteristics were ameliorated while plasticity was significantly lowered Given the amount of SCBA and WMD producedannually their utilization for the stabilization of problematic soils even in relatively low concentrations could potentially have asubstantial impact on the sustainable reuse of these waste materials

1 Introduction

e expansive soils (also known as swelling soils swell-shrink soils soft soils) exhibit complex behavior due toseasonal variation and presence of strong hydrophilic clayminerals in the form of smectites (having a 2 1 structurecomposed of aluminosilicate layers) such as Montmoril-lonite (Mt) Kaolinite Illite and Palygorskite Mt is regardedas the only component in highly expansive clays that isresponsible for water uptake and swelling processes [1 2]e swelling of these soils in lieu with modern

representations is associated with the absorption of moistureby the surface of clay particles which increases the water foilsthickness present between clay particles in addition toosmotic and capillary processes taking place simultaneously[3ndash7] e five main tests used for the identification of mainminerals of expansive soil are X-Ray Diffraction (XRD)Analysis Differential ermal Analysis (DTA) Dye Ad-sorption Chemical Analysis and Scanning Electron Mi-croscopy (SEM) [8] e DDL theory was proposed topredict the swelling stress and is usually used to calculate theswelling pressure through quantification of the repulsive and

HindawiAdvances in Civil EngineeringVolume 2021 Article ID 7752007 17 pageshttpsdoiorg10115520217752007

attractive forces caused by physicochemical effects at theparticle scale level [9ndash12] e clay minerals (smectites) havelarge specific surface area (SSA) plate-like minerals andvery high adsorptive capacity for water When the SSA andcation exchange capacity (CEC) are high the swellingpressure (Ps) and free swell (FS) in expansive clay basedmaterials are also greater [13] e influence of pore fluidcomposition on clay behavior has been the subject ofconsiderable interest in clay mineralogy In addition thereare several visual indicators which corroborate the presenceof water-sensitive expansive clays having low inherent shearstrength [14] e water uptake is mainly due to mineral-ogical composition of these calamitous clays which dependson the electric charge over the surface of clay mineral CECand the interlayer bonding [15 16] e geological condi-tions engineering characteristics and local environmentalconditions also govern the expansivity of such soils eentry of moisture in these clay minerals causes extensivedamage to foundations of buildings cracking of roadpavements upheaval and breakup of building foundationspavements slopes and linings of the reservoirs as well aschannels especially the light civil engineering structures areadversely damaged [17ndash22] e lightly loaded structuresexperience comparatively more settlement andor heaving asa result of swell-shrink nature of the expansive soils [23]Expansive soils are causing substantial damage to roadsbuildings and various underground utilities in the north-western part of Pakistan as shown in Figure 1 eir im-portance can further be explained by cost of resultingdamages which exceed approximately 10 billion US dollarsannually in the United States e residential areas affectedby the expansive soil lie over 10 million square meter landwhich causes an approximate damage of one billion USdollar annually in China [24 25]

Today the developmental works in society are flour-ishing but the environment is also deteriorating due to rapidindustrialization which leads to both pollution and gener-ation of solid wastes thus causing hazardous conditions[26] According to the Global Waste GenerationmdashStatisticsand Facts 2019 the global waste generation is forecasted toincrease by 70 by 2050 implying that almost 8 billionpopulation today is responsible for production of 25 billiontons of waste [22] e incorporation of waste products andfibers blended with other chemical agents amelioratesstiffness and strength properties of expansive soils [27] Suchsoils are stabilized by incorporating multiple additives in-cluding traditional and nontraditional stabilizers [28] whichare well documented in literature lime [14 29] cement[30ndash32] fly ash [33ndash36] rice husk ash [37ndash40] waste ce-ramic dust [41ndash43] nanosilica [44ndash48] calcium carbideresidue [49ndash51] and so on Furthermore the chemicalstabilization of expansive soil has been focused by number ofresearchers [52ndash56] and it was revealed that fly ash limecement and CaCl2 are useful additives and have significantlyimproved the engineering properties of problematic soils[57ndash59] It is pertinent to mention that when sulphate richsoils are stabilized using the Ca-based stabilizer materials(CSMs) ldquoSO4-induced heaverdquo occurs due to formation ofettringite which arises from the reactive nature of sulphates

in the expansive clays Of the available CSMs lime andcement are more commonly used additives in pavementsconstruction and lightly loaded infrastructure Moreovervariety of methods with specific limitations could be used toimprove expansive clays for instance using chemical ad-ditives prewetting moisture control and thermal methods[60 61] In previous works Jute and coir fiber (025 05075 and 1) bagasse ash (3 6 9 and 12) burned olivewaste (00 25 50 and 75) palm oil fuel ash (10 20 30and 40) egg shell (10 20 30 and 50) tamarind kernelpowder (2 4 and 8) wheat husk ash (3 5 7 9 and 11)xanthan gum (0 05 10 15 20 and 30) and rice huskash (2 4 6 8 10 and 12) have also been widely used [22]

In this research the varying proportion of sugarcanebagasse ash (SCBA) and waste marble dust (WMD) has beenemployed as geomaterials for treating the expansive soils toevaluate their efficacy or otherwise in improving plasticitycompactability swell potential and strength characteristicsSCBA is an agricultural by-product of bagasse during powergeneration and its unsafe disposal poses a serious envi-ronmental problem Pakistan is the 6th largest producer ofsugarcane producing approximately 500000 tons of bagasseash When SCBA is mixed in soil calcium hydroxide fromlime or soil reacts with silica from bagasse ash which issimilar reaction as cement reacting with soil and could beexplained by two processes (1) cation exchange and floc-culation reaction (short-term reaction) and (2) pozzolanicreaction which is dependent on time and temperature andwherein formation of gelatinous compounds ie calciumsilicate hydrates (CSH) and calcium aluminum hydrates(CAH) takes place (long-term reaction) A simplifiedqualitative depiction of representative soil lime-SCBA(pozzolanic) reactions is given in the following equations[27]

Ca(OH)2⟶ Ca2++2OHminus (1)

Ca2++2OHminus

+SiO2⟶ C minus S minus H (2)

Ca2++2OHminus

+Al2O3⟶ C minus A minus H (3)

It is noteworthy to mention that SCBA is efficient incontrolling the plasticity and shrink-swell potential of ex-pansive soils owing to presence of large amount of silica andvariety of other oxides which improves the pozzolanic ac-tivity [62ndash66] On the other hand WMD is largely employedfor stabilization of black cotton soils (BCS) during con-struction of pavements In India Rajasthan province pro-duces 95 of total marble from 4000 marble mines which isconsidered as the largest marble production across the globeDuring production of marble 70WMD is produced whichaffects the local ecosystems and also leads to increased al-kalinity WMD improves the unconfined compressionstrength (UCS) of soft soils by acting as filler agent isindustrial waste material is also deemed as an addendum tolime (CaO) for testing its efficacy in expansive soil stabili-zation [67ndash69]

To the authorsrsquo knowledge no study till date is presentthat explains the independent roles of locally produced

2 Advances in Civil Engineering

SCBA and WMD on the geotechnical behavior of mediumexpansive soils cured for 28 days in viewpoint of micro-structural tests and sensitivity analysis via Artificial NeuralNetwork (ANN) erefore the objective of this study is toanalyze the mechanical and morphological performance ofswelling clays using SCBAWMD as the CSMs A detailedlaboratory soil testing was performed to evaluate the indexproperties (consistency limits) and engineering properties(compaction compression strength and microstructuraltests) of the soil with varying quantities (2 4 6 8 and 10)of the additives and the swell pressure (Ps) development oftreated soils was analyzed in terms of interactive response ofimpacting factors with assistance of ANN-based sensitivityanalysis e CSMs used in this study are economically andlocally available In addition X-ray Fluorescence (XRF) testsrevealed the chemical composition of both stabilizer ma-terials e change in microstructural features and mor-phology was studied by X-Ray Diffraction (XRD) Analysisand Scanning Electron Microscopy (SEM) respectively

2 Significance of Research

Expansive soils are located in various regions of Asia in-cluding China India Iran Oman Pakistan and SaudiArabia [29 70ndash76]e percentage land covered in countrieswhere expansive soils are found in abundance has beenillustrated in Figure 2 e engineering properties of the

expansive soils have been improved in order tomitigate theirvolume change behavior by utilizing waste materials As aresult the carbon footprint energy consumption andpollution related to waste materials disposal are significantlylessened since soil stabilization leads to decreased volumechange [77 78]

In the past many researchers have attempted to stabilizethe expansive soils using SCBA and WMD Osinubi foundthat black cotton soil (BCS) can be stabilized by incorpo-rating 4 to 8 SCBA at standard proctor compaction toachieve peak CBR value of 31 and increase their shearstrength properties in pavement construction [79 80]Kharade concluded that SCBA increased the CBR and UCSof expansive soil by 40 thereby coping with environmentalconcerns by reduction of sugar industry waste materialwhile the change is density was negligible [64 81] Fur-thermore while investigating the effect of WMD on im-provement of expansive soil properties Jain revealed thatthis CSM can be utilized effectively to improve soil plasticityincrease the MDD control the swell behavior and increasethe strength by 20 [68] Ditta argued that the swellingpressure and FSI were plummeted (about 795 of untreatedexpansive clay soil) with use ofWMD [82] Soil with 25ndash30WMD combination is observed to be the best soil-marbledust combination foe stabilizing expansive soils [83]erefore in order to study and evaluate the feasible dosagelevels and seek better understanding about the SCBA and

Widespread presence of desiccation cracks

(a)

Diagonal cracks in wall of 1-storey building

(b)

Perpetual cracking in boundary walls is seen

(c)

Non-uniform settlement of floor subgrades

(d)

Figure 1 Variety of indicators of swelling clays in KPK province north Pakistan (a) Widespread presence of desiccation cracks (b)Diagonal cracks in wall of 1-storey building (c) Perpetual cracking in boundary walls (d) Nonuniform settlement of floor subgrades

Advances in Civil Engineering 3

WMD stabilization an attempt has been made to conduct astudy that incorporates identical stabilizer contents for thesake of comparison in viewpoint of the already mentionedpast researches

3 Experimental Investigation

31 Materials and eir Properties

311 Expansive Soil e expansive soil specimen was ob-tained from railway station site in Kohat city of KhyberPakhtunkhwa (KPK) province as shown in Figure 3wherein the study area has been highlighted

e Atterberg limits grain size distribution engineeringproperties chemical characteristics and other salient fea-tures of the expansive soil are enlisted in Table 1 Accordingto the criteria given by Dakshanamanthy and Raman theexpansive clay is categorized as medium expansive in nature[84]e active zone depth (AZD) of the expansive soil is theregion where the effects of swelling and shrinkage arepronounced e AZD of the soil strata was calculated277m which is depicted in Figure 4

Figure 5 presents the X-Ray Diffraction (XRD) pattern ofuntreated expansive soil obtained by using D6 advancepowder diffractometer conducted at Geoscience AdvancedLaboratories Islamabade soil specimen is pulverized andinserted into cavity of the glass sample holder e specimenis slightly compressed and is flattened at microlevel in thecavity while removing the excess powder around the cavitye sample was scanned at desired speed using Braggrsquos anglewith the help of a graphite monochromator and Cu-Ka

radiation JADE high score software was employed to an-alyze the data obtained from the diffractometer by plottingthe intensities against 2θ valuese diffractometer record ofthe machine and the microstructural features of Palygorskitemineral have been illustrated in Figure 5 Palygorskitechlorite muscovite and quartz are found as the predomi-nant clay minerals [68 85 86] In the XRD analysis it wasalso revealed that diffraction grating of Palygorskite was1075 Adeg and was observed as the abundant clay mineral [87]Palygorskite (also known as attapulgite) is porous in natureexhibits a higher adsorptive capacity and resembles fibrousclay mineral Figure 6 presents the Scanning Electron Mi-croscopy (SEM) micrographs of untreated and treatedPalygorskite-rich powdered expansive soil conducted atGeoscience Advanced Laboratories Islamabad e targetlocations were chosen randomly at various magnificationsby gentle beam of electromagnetic lenses maintaining 25 kVexcitation voltages At least three surface morphologies ofeach sample were captured at various magnifications (2500x5000x and 10000x) [88] e bigger particles in the SEMimages represent presence of quartz in soil while the smallerportion of matrix illustrates presence of smectites whichhave higher affinity for water and are problematic

312 Sugarcane Bagasse Ash (SCBA) andWaste Marble Dust(WMD) To evaluate the oxides composition of the CSMsX-ray Fluorescence (XRF) analyses were conducted and theresults for SCBA and WMD have been summarized inTable 2 It is evident from an examination of the chemicalcomposition that SCBA exhibits pozzolanic characteristics

KSA

Sudan

India

USA

Indonesia

Australia

UK

Syria

China

Zumrawi 2015

AlMhaidib 1998

Armstrong 2014

Gupta and Sharma 2016

Hatmoko and Surya 2017

Far and Flint 2017

Viswhanadham et al 2009

AlSwaidani et al 2016

land covered of country

Shi et al 2002

China 9597 Syria 0185UK 0242Australia 7692 Indonesia 1905 USA 9834 India 3287 Sudan 1886 KSA 2150

5 10 15 20 25 30 35 400 land covered of country

Area of countries (million km2)

Figure 2 Percentage of covered area of expansive soils for countries where expansive soil is in abundance


whereas the WMD is observed to have nucleating properties[62 67 69 92] ese waste materials act as an environ-mental burden and therefore need to be safely and effectivelyhandled

32 Testing Methodology Adopted e laboratory tests wereperformed in accordance with relevant standards as shown inTable 1 into the following steps a series of Atterberg limits testcompaction characteristics swell potential and unconfined

KPK

PAKISTAN

Study area

KPK

Pakistan

018 Kilometers

Kohat Railway station area

74deg15rsquo 40rsquorsquo E 74deg15rsquo 50rsquorsquo E 74deg16rsquo E 74deg16rsquo 05rsquorsquo E32deg15rsquo 30rsquorsquo N

32deg15rsquo 25rsquorsquo N32deg15rsquo 20rsquorsquo N

32deg15rsquo 15rsquorsquo N

74deg16rsquo 05rsquorsquo E74deg16rsquoE74deg15rsquo 50rsquorsquo E74deg15rsquo 40rsquorsquo E32

deg15rsquo

15rsquorsquo

N32

deg15rsquo

20rsquorsquo

N32

deg15rsquo

25rsquorsquo

N32

deg15rsquo

30rsquorsquo

N

009

S

W

N

E

Figure 3 Location of study area (highlighted)

Table 1 Physical properties of Palygorskite-rich expansive soil

PropertyAtterberg limits Liquid limit wL () ASTM D4318-00 427

Plastic limit Ip () ASTM D4318-00 212Grain size distribution Gravel (gt475mm) () ASTM 98 D422-63 0

Sand (0074 to 475mm) () ASTM 98 D422-63 3Clay and silt (lt0074mm) () ASTM 98 D422-63 97

Activity ASTM 98 D422-63 057Chemical characteristics Iron oxide-alumina () Fe2O3-Al2O3 252

Carbonate CaCO3 () 22Chloride NaCl () 042Sulphates CaSO4 () 006

Insoluble residue IR () 523General characteristics Linear shrinkage 5

Specific gravity Gs ASTMD 854-02 271pH 71

Soil classification ASTM D2487-00 CLndashOLFree swell index (FSI) () ASTM D5890-02 195

Swell pressure (kPa) ASTM D4546 189Normalized proctor test Optimum water content () ASTM D D698-07 149

Maximum dry density (kNm3) ASTM D D698-07 181Strength characteristics Unconfined compression strength (kPa) ASTM D2166-00 7221Sand equivalent By piston test () 47

By sight () 34


compression test were carried out on expansive soil mixed withvarious percentages of SCBA and WMD ie 0 2 4 68 and 10 Swelling tests were performed on specimensprepared at a moisture content similar to the OMC for un-treated soil with different dry densities depending on thestandard compaction e purpose of mixing these wastematerials in expansive soil was to perform a comparative studyaccording to preset mix design by conducting microstructuraltests such as XRD XRF and SEM It was done to analyze thepositive changes in geotechnical characteristics of expansivesoil on every modification level To grasp the existing isolated

effect of each CSM an Artificial Neural Network (ANN) basedsensitivity analysis has been incorporated in order to simplifythe complex response of treated soils and to analyze thevariation of Ps against several parameters To do so four pa-rameters were selected as dosage of agents () PI OMC andMDD which were used for carrying out the sensitivity-basedanalysis In the ANN model K-folded mechanism has beenapplied by dividing the dataset into five fractions including amodel on four fractions for training and on the fifth section forvalidation Accordingly cross-validation of randomly foldeddatasets is performed by taking one group as hold-out or test

0

5

10

15

20

25

Moi

sture

cont

ent (

)

4 8 120Depth below Ground level ()

Active Zone Depth = 908 = 277 m

Wet season

Dry season

Figure 4 Active zone depth (AZD) of the expansive clay

44 3 3

2

1111 1

Expansive soil

1

2

34

1 Chlorite2 Palygorskite3 Muscovite4 Quartz

Palygorskite

600

800

1000

1200

1400

1600

1800

2000

2200

2400

2600

Inte

nsity

(cou

nts)

Target = CuVoltage 45 kVCurrent = 40 MaScan Axis = GonioGoniometer radius = 240 mmSpinning = NoWavelength = 154060 Angstrom

20 30 40 50 60 70102 theta (deg) (Cu k alpha)

Figure 5 Diffracting peak patterns of X-rays from planes of minerals in plain expansive soil


dataset and the remaining groups as training datasets endata fitting is being performed on the training set and beingevaluated on the test set Iterations of these procedures and theevaluation scoring continue until the confidence of the modelreaches its maximum and deviations are discarded Finally theprecision of these method can be evaluated by Root MeanSquare Error (RMSE) and Coefficient of Correlation (R2)

Upon completion of every curing period the specimenswere tested according to nomenclature presented in Table 3e number shows the dosage of respective stabilizer (Ssugarcane bagasse ash M waste marble dust)whereas ESand UT refer to lsquoexpansive soilrsquo and lsquountreatedrsquo specimensrespectively e results of each SCBAWMD mixture werecompared with those of the untreated expansive soil (UT)

4 Experimental Results

41 Atterberg Limits Figures 7(a)ndash7(f) show the effect ofSCBA and WMD treatment on the liquid limit (LL)

plasticity index (PI) and shrinkage limit (SL) of untreatedand stabilized swelling clays respectively e LL of SCBAamended soil decreased by 20 while that of WMD

(a) (b)

(c) (d)

Aggregation

Hydrated grains

Varved clay hydration

6 SCBA-treated

specimencured at28 days

Untreated expansive soilspecimen (No curing)

1

2

C-S-H formation

In-plane aggregation

10 WMD-treated

specimencured at 28

days

Figure 6 SEM in-plane micrographs for untreated and treated (6 SCBA and 10 WMD) expansive soil

Table 2 Oxides compositions of Ca-based soil stabilizer materials (CSMs) from the past literature versus those used in this study

Constituents ()Ca-based soil stabilizers

Sugarcane bagasse ash SCBA Waste marble dust WMD[89] [62] is study [90] [91] is study

SiO2 7163 8550 4787 054 44 095Al2O3 937 110 1002 044 359 016Fe2O3 51 133 565 011 009 015CaO 59 288 1169 5465 54 5375MgO 167 210 276 143 078 076K2O 25 276 259 017 mdash 004Na2O mdash 096 236 005 mdash 064TiO2 mdash 016 078 - mdash 005Others 313 321 010 mdash 386 004Loss on ignition mdash mdash 1608 4236 mdash 4340

Table 3 Sample nomenclature with expansive soil SCBA andWMD percentages

Sample code Soil () SCBA () WMD ()ES-UT 100 0 0ES-2S 98 2 0ES-4S 96 4 0ES-6S 92 6 0ES-8S 90 8 0ES-10S 88 10 0ES-2M 98 0 2ES-4M 96 0 4ES-6M 92 0 6ES-8M 90 0 8ES-10M 88 0 10


amended soil decreased by 285 in ES-10S and ES-10Mmixes respectively e effect of SCBA is comparativelysmall which may be attributed to smaller particle size largerSSA thereby making clay minerals more prone to attack byavailable calcium [20] e simultaneous decrease in PI isdue to significant reduction in LL and gentle lowering ofplastic limit (PL) as indicated in Figures 7(b) and 7(c) re-spectively [21 30 93] In case of WMD treatment the LLdecreases significantly so the overall PI values plummetaccordingly It is due cation exchange which causes floc-culation and subsequently reduces the double layer thicknessaround clay particles [61] ese results of decreasing trendsare consistent with findings of past researchers [91 94 95] Itis noteworthy to mention here that the effect of addition of2ndash4 CaO brings about an insignificant change in the PIvalue [96] e SL also indicates an increasing trend forSCBA (R2 85) while the WMD amended soil follows a

decreasing trend as shown in Figures 7(e) and 7(f) re-spectively is is explained by coating of clay particles byWMD particles thereby flocculating the particles Claymatrix is filled up whereas voids and amount of water arereduced that renders the clayey soil as workable [23] Ingeneral ES-4S ES-6S ES-8M and ES-M10 illustrate theoptimum amount to yield minimum PI values is re-duction in PI is indicator of expansive soil improvement[29 93 97] e result is consistent with other researcherswho have utilized similar additives for modifying geotech-nical properties of high plastic clays [23 59 68 98]

42 Compaction Characteristics Figure 8 shows the effect ofSCBA andWMD addition on the compaction characteristicsof untreated and treated expansive soil It can be observedthat the maximum dry density (MDD) reaches its peak for

SCBA

32

34

36

38

40

42

44

Liqu

id li

mit

2 4 6 8 100Stabilizer dosage ()

(a)

WMD

4681012141618202224262830323436

Liqu

id li

mit


(b)

SCBA

10

15

20

Plas

ticity

inde

x


(c)

WMD

10121416182022

Plas

ticity

inde

x


(d)

SCBA

4681012141618202224262830323436

Shrin

kage

lim

it


(e)

9

10

11

12

Shrin

kage

lim

it W

MD


WMD

(f )

Figure 7 Variation of Atterberg limits by incorporating SCBA (a) liquid limit (c) plasticity index (e) shrinkage limit and by incorporatingWMD (b) liquid limit (d) plasticity index and (f) shrinkage limit


ES-4S which is associated with higher density of SCBA incontrast to the expansive soil On the other hand in case ofWMD treated soil the MDD increases up to addition of 4content and then lowers down with further addition of theindustrial CSM thus substantiating similar findings of[23 47 75 91] Exceeding the dosage from optimumamounts increases the OMC (up to addition of 10 stabi-lizer material) which could be associated with presence ofadditional water particles held in soil structure and higherwater absorption by SCBA and WMD e cause of re-duction in MDD at higher dosage levels is probably due toparticle size and Gs of expansive soil as well as the stabilizermaterials is increase in MDD corresponds to improve-ment of expansive soil e decrease in MDD for ES-4S is inline previous studies which reported that with the increaseof SCBA content blended with CaO theMDD of themixtureslightly decreased [64 70 99]

e net increase in OMC until ES-10S is due to reactiontaking place between clay minerals and the CaO contentAlso it is desirable to continue the cation exchange reactionsince more water would be required for mobilizing Ca+2Upon blending of 8 and 10 lime separately ie havinghigher CaO content (which resembles the WMD in presentstudy) in Kashmore expansive clay the OMC increasedfrom 1475 value of untreated expansive soil to 165 and18 respectively while the MDD decreased from 189 kNm3 to 178 and 166 kNm3 respectively e higher value isdue to increased compaction energy from the modifiedproctor test [96]

43SwellPotential Figure 9 shows the swell potential resultswhich indicate that the volumetric free swell (FSvol) ofPalygorskite-rich medium expansive soil is 75 For ES-4Sand ES-2M the FSvol value is dropped reaching about 34th

of the untreated soil Furthermore for ES-6S the FSvol of thissoil lowers down to 7 whereas for ES-10M the FSvol valuedecreases to 5 Hasan et al [27] revealed that upon ad-dition of SCBA up to 1875 the linear shrinkage and freeswell ratio lowered down approximately by 35 and 65respectively in contrast to the control expansive soilcomprising Kaolinite and bentonite e authors in [91]found that addition of 20 marble powder helped inattaining the lowest primary swell percentage of 035 eresults are in line with the findings obtained from Atter-bergrsquos limits in Figure 7 e recommended optimumpercentage of lime is 6ndash10 (by weight) which effectivelyreduces the shrinkage of weak expansive soils e additionof 6 lime reduces FSvol and Ps to almost zero value[17 60 100] e authors in [90] found that by incorpo-ratingWMD in conjunction with locally available river sand88 reduction in the Ps was observed With further additionof both WMD and SCBA an increase in the FSvol values isobtained is is explained by the high percentages of sta-bilizer materials addition into the soil e medium ex-pansive soil is less susceptible to lime attack and therefore itacts as fine material when dosage of stabilizer exceeds theoptimum and ultimately causes soil to swell It is also be-cause of increase in permeability of soil due to whichmoisture is uniformly distributed on compacted soil andreduced unit weight of stabilizer material compared to thePalygorskite-rich expansive soil which increase the FSvol Atlow percentages of soil stabilizer materials a higher increasewas recorded in swell potential [20 35] e specific gravityof WMD is less than that of SCBA therefore the volume ofWMD added is higher and WMD-soil mixture workabilitylowers down at decreased stabilizer content compared toworkability of SCBA-soil mixture [18 36] e comparisonof the CSMs dosage on the FS and Ps with previous re-searchers work is presented in Figures 9(c) and 9(d) re-spectively It could be seen that both FS and Ps follow similartrends in case of SCBAsim cement and WMDsim lime whilebeing added at uniform dosage intervals However the Psvalues are comparatively lower than those for cement andlime which is attributed to medium expansivity of thePalygorskite-rich expansive soil e resemblance of SCBAwith cement is due to presence of high amount of silica whiletheWMD and lime appear to yield similar results due to richamount of CaO which is also evidenced from Table 2

Indications made by experimental results highlight theimportance of variation of plasticity along with compactioncharacteristics of treated soils with various amounts of theCSMs Interactive response of these factors on final Ps re-quires a thorough analysis which includes correlation amongvariables and counteractive sensitivity of one parameter tothe entire group of parameters e ANN model shown inFigure 10 consists of four variables 20 nodes with onehidden layer and one independent variable selected as thePs As Ps is determined as the projecting factor in adoptingstabilization plans for expansive soils the relationshipamong the four independent variables ie MDD OMC PIand Dosage has been analyzed to ascertain the importanceand combined impact of these variables on developed Psupon treatment In the ANN model as mentioned earlier

02

46

810 175

180

185190

1959

10

11

12

13

14

15

16

17

MDD (kNm3 )

OM

C (

)

Stabilizer ()

SCBAWMD

Figure 8 Variation of compaction characteristics (MDD andOMC) by incorporating SCBA and WMD


Stabilizer content ~ Volumetric Free Swell

SCBAWMD

Linear (SCBA)Linear (WMD)

2 4 6 8 100Stabilizer content ()

0

20

40

60

80Vo

lum

etric

Fre

e sw

ell (

)

Free Swell = -52286 SCBA + 4881R2 = 05633

Free Swell = -5 WMD + 48333R2 = 0525

(a)

Stabilizer content ~ Swell Pressure

100

140

180

220

Swel

l Pre

ssur

e (KP

a)


Ps= -72086 SCBA + 18901R2 = 09531

Ps= -71486 WMD + 18971R2 = 08553

SCBAWMD


(b)

Komornik and David (1969)

Vijayvergiya and Ghazzalay (1973)

Nayak and Chirisstensen (1974)

Al-rawas and AW Hago (2005)

Turkoz and Tuson (2011)

Jalal and Xu (2020) SCBA






Jalal and Xu (2020) WMD

Cement Lime

0

10

20

30

40

50

60

70

80

Volu

met

ric F

ree s

wel

l (

)

0 103 4 5 6 7 8 921Stabilizer content ()

(c)

-100

0

100

200

300

400

500

600

700

800

Swel

l Pre

ssur

e (kP

a)














Cement Lime

(d)

Figure 9 Comparison of swell potential results with previous results (volumetric free swell and swell pressure) upon addition of SCBA andWMD

1

2

3

4

19

20

Swell pressure

Input layer Hidden layer Output layer

Dosage

PI

OMC

MDD

Figure 10 Artificial Neural Network (ANN) model configuration


K-folded mechanism has been applied by dividing thedataset into five fractions including a model on four frac-tions for training and on the fifth section for validation estrength of the developed model was tested by achieving thelowest RMSE after training to determine the accuracy of theforecast of the system and 099 coefficient of determinationwas achieved in validation stage as well

e results of ANN-based sensitivity analyses includingvariable importance and variablersquos combined impact aredepicted in Figure 11 Variable importance and variablersquoscombined impact on the overall Ps can be categorized inmain and total effect as can be seen in Figures 11(a) and11(b) respectively e impact of the main effect of responsevariable namely swelling pressure (y) among predictingvariables MDD OMC PI and dosage (Xi to j) on the pre-dicted Ps can be described by Var(E(y |xj)) [101] e ex-pectation is taken with respect to the conditionaldistribution of x1 x2 xn given xj and the variance istaken over the distribution of xj In other words Var(E(y |xi)) measures the variation over the distribution of xi in themean of y when xi is fixed e affecting indices utilized aremain and total effect Main effect is the ratio of Var(E(y |xi))Var(y) which gives a measure of the sensitivity of inde-pendent variable to the selected factor xi that reflects therelative contribution of that factor alone not in combinationwith other factors However the total effect represents thetotal contribution to the variance of independent variablefrom all terms that involve xj which reflects the relativecontribution of that factor both alone and in combinationwith other factors

With total effect value it is possible to represent theeffects of single variables pairs of variables and so on etotal effect importance index for MDD OMC PI anddosage is an estimate of predicted Ps as follows

total effect Var E y|xi( 1113857( 1113857 + Var E y|x1 xj1113872 11138731113872 1113873

Var(y) (4)

where E(y) is the expected value of Ps and Var(y) is thevariance of Ps with respect to the joint distribution of MDDOMC PI and dosage Moreover profiling the combinedeffect is an approach for visualizing the final response bypredicting what would happen if a change follows in one ortwo factors and finding the most important factors to op-timize the desired responses In Figures 11(c) and 11(d) ofcombined impact of variables vertical red lines correspondto the current value of each factor shown in red below thehorizontal axis e red value on the vertical axis is thepredicted response based on the current values of the factors

e goal is to find the optimal combination of the fourfactors in the development of a certain Ps With the aidprovided in Figures 11(c) and 11(d) it is possible to judgewhich factor or a pair of factors can adjust the desiredoutput Consequently as can be seen in Figure 11(a) fortreated soils with WMD the PI value has the most effect onother variables followed not even close by dosageis resultshows that WMD treated samples are heavily dependent onthe developed PI during soil chemical reactions verifying theprevious observations and suggesting that considerable

reduction of PI is expected when treating soil with WMDagents and leading to a comparatively more increase in UCSagainst SCBA treated samples

e behavior of SCBA treated samples is prevalent inchemical stabilization since the effect of dosage on the finalPs has the governing dominance Although SCBA treatedsamples showed the most sensitivity towards the dosagethey also react to the variation of compaction characteristicsnamely OMC which is almost negligible for WMD treatedsamples But for WMD treated samples the effect of changein PI on the Ps is more concerning As it can be seen inFigure 11(c) ES-6M has smaller variation in Ps ranging from120 to 180 kPa while samples with similar amount of dosagebut with SCBA have larger variation ranging from 110 to200 kPa Higher range of Ps in treated samples with SCBAindicates that adoption of any amount of stabilizer wouldresult in higher variation in expansion threshold which inturn requires a meticulous design and practice

However the practical consistency of treated samples isnot depending on a sole factor such as dosage for exampleWMD treated samples wherein PI of treated soils upontreatment will determine the course of expansion ForWMDtreated samples due to lower specific gravity and consequentworkability compared to SCBA treated samples any changein PI due to variation of compaction characteristics anddosage incorporation in practice will affect the course ofpozzolanic reactions and final UCS needed for design atis why variation of PI in treated samples with WMD has themost controlling effect among other parameters as shown inFigure 11(c) adding to the overall sensitivity of WMDtreated samples to reduction of PI upon treatment

44 Unconfined Compression Strength Figure 12 shows theunconfined compression strength (UCS) of untreated andtreated specimens using aforementioned CSMs at prescribedpercentages over interval of 3 7 14 and 28 days At 3-daycuring the UCS of SCBA andWMD amended soil increasedby 36 and 255 (30640 kPa for WMD treated soil) for ES-10S and ES-10M respectively Up to 7-day curing the UCSincreased by 42 until ES-6S and ES-6M however theWMD treated soil suddenly increased to 3436 kPa while theUCS of SCBA treated soil plummeted to 13040 kPa for ES-10S and ES-10M It is probably due to soil lime reaction thatan increase of 255 and 145 in the UCS is recorded at 3days and 7 days respectively It is further explained by theformation of gelatinous cementing material with CaO fillingthe voids thus gaining strength e UCS of WMD treatedsoil witnessed a uniform increase of 98 after 14-day curingperiod e UCS increased from 864 kPa at 3-day curing to2822 kPa at 28 days for untreated expansive soil specimenwhich is almost 227 increase in the compression strengthAt 28-day curing period the maximum UCS obtained forES-4S is 346 kPa and decreased to 2892 kPa for ES-6S ES-8S and ES-10S whereas WMD treated soil witnessed a mildincrease of 38 in the UCS In recent research it wasrevealed that UCS for ES-10M was recorded to be 630 kPaafter curing for 28 days in contrast to 525 kPa when cured for7 days [68] e type of failure in case of undisturbed


(a) (b)

ANN Summary report

(c) (d)

WMD treated soil SCBA treated soil

Summary ReportColumn Main Effect Total Effect 2 4 6 8PIDosageOMGMDD

0882007

00067e-5

0911009900111e-4

Summary ReportColumn Main Effect Total Effect 2 4 6 8DosageOMCPIMDD

0802014600070005

082016300110009

200180160140120100Sw

ell p

ress

ure

1515

18

185 1

91

95 9 10 11 12 13 14 15 16 8 10 12 14 16 18 20 22 -2 0 2 4 6 8 1210188 1205 1543 5

MDD OMC PI DosageSw

ell p

ress

ure

1586

11 12 13 14 15 16 17 18 12 14 16 18 20 22-2 0 2 4 6 8 1210

182142 14885MDDOMC PIDosage

176

178 1

81

821

841

861

88 19

200

170

140

110

Figure 11 ANN-based sensitivity analyses of variable importance (a b) and variable combined impact (c d) forWMD-treated samples andSCBA-treated samples respectively

3 days SCBA7 days SCBA14 days SCBA28 days SCBA

3 days WMD7 days WMD14 days WMD28 days WMD

Fitted Y of 3 days SCBAFitted Y of 7 days SCBAFitted Y of 14 days SCBAFitted Y of 28 days SCBA

Fitted Y of 3 days WMDFitted Y of 7 days WMDFitted Y of 14 days WMDFitted Y of 28 days WMD

0

100

200

300

400

UCS

(kPa

)


Figure 12 Effect on unconfined compression strength at various curing ages after addition of stabilizers


specimen was ductile in nature whereas compacted soilsamples were recorded to have brittle failure making 60degrees with the horizontal axis When lime is added to soila hydration process is initiated and cation exchange takesplace leading to flocculation of larger soil lumps And thepozzolanic reaction products ie CSH and CH are formedwhich govern the long-term strength of soils [20] isclearly indicates that UCS increase is more predominant atshorter curing periods Comparatively WMD is found to beefficacious additive for enhancing the unconfined com-pressive strength of tested soilse optimumWMD contentcan be observed in case of ES-10M e addition of WMDincreases the soil alkalinity alongside an increase in thespecific gravity which is responsible for lower PI due toaggregation of particles at microlevel e MDD is alsoincreased due to lesser voids and this continuously increasesthe soil strength until ES-10M However the optimumWMDmay vary depending on the native soil properties [68]It was revealed that 10 marble powder by dry weightyielded least the swell-shrink potential and controlledcompression index while having maximum unconfinedcompressive strength [91] In contrast with SCBA-soilmixtures the maximum increase in strength at 7 days isobserved to be 46 for ES-6S e increase in unconfinedstrength ie effectiveness of SCBA at 14 and 28 days isinsignificant is slight increase is due to lack of cemen-titious properties in SCBA as presented in Table 2 [93] eresults obtained are in line when pyroclastic dust is used formodifying expansive soil [23] Considering the findings it isalso observed that for ES-4S and ES-6S maximum values ofUCS are recorded for 3 7 14 and 28 days respectively asshown in Figure 12 Based on available literature the in-crease (10ndash12) in UCS is attributed to the hydration andpozzolanic reaction between clay SCBA and calcium oxidecontent in the soil which leads to formation of CSH andCAH therefore it fills the void space and increases thecohesion and shear strength of the mass [64 102]

It is notable that the SEM images did not show fiber-likefine-threaded structure or cardboard (ie paper-like) ap-pearance shown in Figure 6is is attributed to destructionof samplersquos structure when remolded as only the coresamples exhibit the paper-like appearance However theKaolinite-like structure has been notably observed at dif-ferent magnifications which confirms the presence ofsmectite minerals in the soil sample though the expansivityof such minerals is low in nature [60 77 84] FromFigures 6(a) and 6(b) the hydrated grains undergo aggre-gation and CSH formation takes place which accounts forthe strength increase

On the contrary Figures 6(c) and 6(d) reveal that theinitial varved clay hydration led to in-plane aggregation andthus formation of gelatinous CSH and CAH which is

responsible for the significant increase of UCS in WMDtreated soils at 28-day curing period Relatively speaking acompacted soil matrix is observed with an increase in curingperiods of 28 days It is due to the modification in the poresize distribution by the reaction of the WMD and expansivesoil particles the increase in cementing agents and theaggregation of particles e ameliorated properties of thePalygorskite-rich expansive soils treated with CSMs arelisted in Table 4

5 Summary and Conclusions

is paper evaluated the effect of sugarcane bagasse ash(SCBA) and waste marble dust (WMD) on the swellingpotential of Palygorskite-rich medium expansive soil econclusions drawn from this research study on the basis ofoverall results can be summarized as follows

(i) e incorporation of industrial and agriculturallybased calcium stabilizer materials namely SCBAand WMD respectively reduces the plasticitycharacteristics and arrests the swelling of expansivesoils WMD treated soils show considerable re-duction e extent of diagonal cracking of wallspronounced desiccation cracks upheaving andorcracking of floors and sidewalks indicated thepresence of expansive soils in the region with adepth of zone of seasonal moisture variation as 277meters

(ii) e MDD of expansive soils is significantly in-creased with addition of WMD content up to 4whereas the increase inMDD of SCBA treated soil iscomparatively lesser reaching its peak value upon5 addition of SCBA Based on the results ofcompaction tests the addition of 4 WMD theMDD is observed to have increased by 76 ascompared for untreated soil e optimum per-centage of SCBA is 5 which brought an increase of33 in MDD of the untreated soil

(iii) e ANN-based sensitivity analyses results indi-cated that PI in treated samples with WMD has thegoverning rule and any variation in PI will lead to ahigher change in subsequent swelling pressure Onthe other hand SCBA treated samples were gov-erned mainly by incorporated dosage and in acomparatively smaller range of variation of swellingpressure Furthermore it was shown that the sen-sitivity of WMD treated samples to a sole factor orthe consequent isolated effect after treatment ismore noticeable

(iv) For soil treated with WMD the unconfined com-pressive strength (UCS) increased with the passage

Table 4 Modified characteristics of Palygorskite-rich swelling soil (4 SCBA+10 WMD)

Geotechnical property LL () PL () PI () MDD (kNm3) OMC () Volumetric swell () Swell pressure (kPa)Untreated soil 427 212 215 181 149 4881 189014 SCBA 36 21 15 188 14 7 16010 WMD 30 191 109 1815 17 18 120


of time from 3 days to 28 days e addition of 8and more WMD enhanced maximum early UCSthereby decreasing the swell potential e UCS hadmaximum average values at 3 7 14 and 28 dayswhen 4 SCBA was added for treatment and asimilar trend was indicated for theWMD treatmente percentage increase in UCS of WMD treatedsoils is several times higher than that of SCBAtreated soils

(v) e experimental results indicated that expansion ofsoil is controlled effectively when 6 SCBA and 10WMD were mixed with soil separately e swellpressure lowered with increase of WMD (up to10) and SCBA (up to 12) respectively Ingeneral 4ndash6 SCBA and 8ndash10 WMD which arethe optimum amount of treatment to reduce the PIdecrease volumetric shrinkage increase the un-confined strength and decrease in swell potentialindicating an obvious improvement

Data Availability

e data supporting the results of this research are includedwithin the study

Conflicts of Interest

e authors declare that there are no conflicts of interest

Acknowledgments

e Key Project of the National Natural Science Foundationof China (Grant no 41630633) and Key Special Project of theMinistry of Science and Technology of Peoplersquos Republic ofChina for Monitoring Warning and Prevention of MajorNatural Disasters are acknowledged for the financialsupport

References

[1] N Ijaz F Dai and Z u Rehman ldquoPaper and wood industrywaste as a sustainable solution for environmental vulnera-bilities of expansive soil a novel approachrdquo Journal of En-vironmental Management vol 262 Article ID 1102852020b

[2] G Xiang Y Xu F Yu Y Fang and Y Wang ldquoPrediction ofswelling characteristics of compacted GMZ bentonite in saltsolution incorporating ion-exchange reactionsrdquo Clays andClay Minerals vol 67 no 2 pp 163ndash172 2019a

[3] S Aryal and P Kolay ldquoLong-Term durability of ordinaryportland cement and polypropylene fibre stabilized kaolinsoil using wetting-drying and freezing-thawing testrdquo Inter-national Journal of Geosynthetics and Ground Engineeringvol 6 pp 1ndash15 2020

[4] H Pi D R Huggins and B Sharratt ldquoWind erosion of soilinfluenced by clay amendment in the inland PacificNorthwest USArdquo Land Degradation amp Development 2020

[5] M Singh B Sarkar N S Bolan Y S Ok andG J Churchman ldquoDecomposition of soil organic matter asaffected by clay types pedogenic oxides and plant residue

addition ratesrdquo Journal of Hazardous Materials vol 374pp 11ndash19 2019

[6] V Yarkin and N Lobacheva ldquoStress-strain state of expansivesoils when soaking from aboverdquo IOP Conference SeriesMaterials Science and Engineering vol 869 Article ID052052 2020

[7] P Zhang J Huang P Zhang et al ldquoSwelling suppression ofblack cotton soil by means of liquid immersion and surfacemodificationrdquo Heliyon vol 5 no 12 Article ID e029992019

[8] E Mehmood M Ilyas and K Farooq GSP 211 2011b[9] X Li C Li and Y Xu ldquoRepresentation of volume change for

bentonite in saline solution based on modified effectivestressrdquo KSCE Journal of Civil Engineering vol 23 no 5pp 2065ndash2073 2019

[10] L Liu ldquoPrediction of swelling pressures of different types ofbentonite in dilute solutionsrdquo Colloids and Surfaces APhysicochemical and Engineering Aspects vol 434 pp 303ndash318 2013

[11] G Xiang W Ye F Yu Y Wang and Y Fang ldquoSurfacefractal dimension of bentonite affected by long-term cor-rosion in alkaline solutionrdquo Applied Clay Science vol 175pp 94ndash101 2019b

[12] Y Xu ldquoFractal model for the correlation relating totalsuction to water content of bentonitesrdquo Fractals vol 26no 3 Article ID 1850028 2018

[13] Y Xu and S Liu ldquoFractal character of grain-size distributionof expansive soilsrdquo Fractals vol 07 no 4 pp 359ndash366 1999

[14] S K Dash and M Hussain ldquoLime stabilization of soilsreappraisalrdquo Journal of Materials in Civil Engineeringvol 24 pp 707ndash714 2011

[15] X-y Li and Y-f Xu ldquoDetermination and application ofosmotic suction of saline solution in clayrdquo EnvironmentalEarth Sciences vol 79 pp 1ndash14 2020

[16] E Mehmood M Ilyas and K Farooq ldquoEffect of initialplacement conditions on swelling characteristics of expan-sive soilsrdquo in Proceedings of the Geo-Frontiers 2011 Advancesin Geotechnical Engineering pp 2397ndash2403 Dallas TexasMarch 2011a

[17] A A Al-Rawas A W Hago and H Al-Sarmi ldquoEffect oflime cement and Sarooj (artificial pozzolan) on the swellingpotential of an expansive soil from Omanrdquo Building andEnvironment vol 40 no 5 pp 681ndash687 2005a

[18] R L Buhler and A B Cerato ldquoStabilization of Oklahomaexpansive soils using lime and Class C fly ash ASCErdquoGeotechnical Special Publication vol 162 pp 1ndash10 2007a

[19] R Katti U Kulkarni A Katti and R Kulkarni ldquoStabilizationof embankment on expansive soil-a case study in experi-mental and applied modeling of unsaturated soilsrdquo inProceedings of the Sessions of GeoShanghai 2010 pp 181ndash189ASCE Shanghai China June 2010

[20] Z Nalbantoglu ldquoEffectiveness of class C fly ash as an ex-pansive soil stabilizerrdquo Construction and Building Materialsvol 18 pp 377ndash381 2004

[21] A Seco F Ramırez L Miqueleiz and B Garcıa ldquoStabili-zation of expansive soils for use in constructionrdquo AppliedClay Science vol 51 no 3 pp 348ndash352 2011

[22] D S Vijayan and D Parthiban ldquoEffect of solid waste basedstabilizing material for strengthening of expansive soil- areviewrdquo Environmental Technology amp Innovation vol 20Article ID 101108 2020

[23] E Ene and C Okagbue ldquoSome basic geotechnical propertiesof expansive soil modified using pyroclastic dustrdquo Engi-neering Geology vol 107 no 1-2 pp 61ndash65 2009


[24] I C Christopher and N D Chimobi ldquoEmerging trends inexpansive soil stabilisation a reviewrdquo Journal of Rock Me-chanics and Geotechnical Engineering vol 11 no 2pp 423ndash440 2019

[25] N Ijaz F Dai L Meng Z u Rehman and H ZhangldquoIntegrating lignosulphonate and hydrated lime for theamelioration of expansive soil a sustainable waste solutionrdquoJournal of Cleaner Production vol 254 Article ID 1199852020a

[26] J James and P K Pandian ldquoIndustrial wastes as auxiliaryadditives to cementlime stabilization of soilsrdquo Advances inCivil Engineering vol 2016 Article ID 1267391 2016

[27] H Hasan H Khabbaz and B Fatahi ldquoExpansive soil sta-bilization using lime-bagasse ashrdquo in Proceedings of theGeoVancouver Vancouver Canada October 2016

[28] Z J Taher J Scalia IV and C A Bareither ldquoComparativeassessment of expansive soil stabilization by commerciallyavailable polymersrdquo Transportation Geotechnics vol 24Article ID 100387 2020

[29] F G Bell ldquoLime stabilization of clay minerals and soilsrdquoEngineering Geology vol 42 no 4 pp 223ndash237 1996

[30] A A Al-Rawas A W Hago and H Al-Sarmi ldquoEffect oflime cement and Sarooj (artificial pozzolan) on the swellingpotential of an expansive soil from Omanrdquo Building andEnvironment vol 40 no 5 pp 681ndash687 2005b

[31] J B Croft ldquoe influence of soil mineralogical compositionon cement stabilizationrdquo Geotechnique vol 17 no 2pp 119ndash135 1967

[32] L K Sharma N N Sirdesai K M Sharma and T N SinghldquoExperimental study to examine the independent roles oflime and cement on the stabilization of a mountain soil acomparative studyrdquo Applied Clay Science vol 152pp 183ndash195 2018

[33] R L Buhler and A B Cerato ldquoStabilization of Oklahomaexpansive soils using lime and class C fly ash In problematicSoils and Rocks and in Situ Characterizationrdquo in Proceedingsof the Geo-Denver pp 1ndash10 Denver Colorado February2007b

[34] P Dahale P Nagarnaik and A Gajbhiye ldquoEffect of flyashand lime on stabilization of expansive soilrdquo i-ManagerrsquosJournal on Civil Engineering vol 6 p 8 2016

[35] B R Phani Kumar and R S Sharma ldquoEffect of fly ash onengineering properties of expansive soilsrdquo Journal of Geo-technical and Geoenvironmental Engineering vol 130 no 7pp 764ndash767 2004

[36] A Puppala L Hoyos C Viyanant and C Musenda ldquoFiberand fly ash stabilization methods to treat soft expansivesoilsrdquo Soft Ground Technology pp 136ndash145 2001a

[37] M Alhassan ldquoPotentials of rice husk ash for soil stabiliza-tionrdquo Assumption university journal of technology vol 11pp 246ndash250 2008

[38] A Kumar and D Gupta ldquoBehavior of cement-stabilizedfiber-reinforced pond ash rice husk ash-soil mixturesrdquoGeotextiles and Geomembranes vol 44 no 3 pp 466ndash4742016

[39] Y Liu C-W Chang A Namdar et al ldquoStabilization ofexpansive soil using cementing material from rice husk ashand calcium carbide residuerdquo Construction and BuildingMaterials vol 221 pp 1ndash11 2019

[40] B R Phanikumar and T V Nagaraju ldquoEffect of fly ash andrice husk ash on index and engineering properties of ex-pansive claysrdquo Geotechnical amp Geological Engineeringvol 36 no 6 pp 3425ndash3436 2018

[41] A F Cabalar D I Hassan and M D Abdulnafaa ldquoUse ofwaste ceramic tiles for road pavement subgraderdquo RoadMaterials and Pavement Design vol 18 no 4 pp 882ndash8962017

[42] C Medina M Frıas and M I Sanchez de Rojas ldquoMicro-structure and properties of recycled concretes using ceramicsanitary ware industry waste as coarse aggregaterdquo Con-struction and Building Materials vol 31 pp 112ndash118 2012

[43] L A Pereira-de-Oliveira J P Castro-Gomes andPM S Santos ldquoe potential pozzolanic activity of glass andred-clay ceramic waste as cement mortars componentsrdquoConstruction and Building Materials vol 31 pp 197ndash2032012

[44] V R Babu and C A Kasetty ldquoStudy on strength propertiesof expansive soil treated with lime and nano silicardquo Inter-national Journal of Science and Research vol 6 no 10pp 64ndash67 2017

[45] A Mostafa M S Ouf and M Elgendy ldquoStabilization ofsubgrade pavement layer using silica fume and nano silicardquoInternational Journal of Scientific Engineering and Researchvol 7 pp 573ndash581 2016

[46] J Nelson and D J Miller Expansive Soils Problems andPractice in Foundation and Pavement Engineering JohnWiley amp Sons Hoboken New Jersey 1997

[47] M A Pashabavandpouri and S Jahangiri ldquoEffect of nanosilica on swelling compaction and strength properties ofclayey soil stabilized with limerdquo J Appl Environ Biol Scivol 5 pp 538ndash548 2015

[48] S S Shahin L A E-M Fayed and E H Ahmad ldquoReview ofnano additives in stabilization of soilrdquo Seventh InternationalConference on Nano Technology in Construction vol 1 no 12015

[49] N-J Jiang Y-J Du S-Y Liu M-L Wei S Horpibulsukand A Arulrajah ldquoMulti-scale laboratory evaluation of thephysical mechanical and microstructural properties of softhighway subgrade soil stabilized with calcium carbide resi-duerdquo Canadian Geotechnical Journal vol 53 pp 373ndash3832015

[50] A Kampala and S Horpibulsuk ldquoEngineering properties ofsilty clay stabilized with calcium carbide residuerdquo Journal ofMaterials in Civil Engineering vol 25 pp 632ndash644 2012

[51] N Latifi F Vahedifard E Ghazanfari and A S RashidldquoSustainable usage of calcium carbide residue for stabiliza-tion of claysrdquo Journal of Materials in Civil Engineeringvol 30 no 6 Article ID 04018099 2018

[52] M Gueddouda I Goual M Lamara A Smaida andB Mekarta ldquoChemical stabilization of expansive clays fromAlgeriardquo Global Journal of Researches in Engineering vol 11pp 1ndash7 2011

[53] S He ldquoChemical stabilization of expansive soils using liquidionic soil stabilizers (LISS)rdquo 2019

[54] H A Ismaiel and M M Badry ldquoLime chemical stabilizationof expansive deposits exposed at El-Kawther Quarterrdquo Sohagregion Egypt Geosciences vol 3 pp 89ndash98 2013

[55] E Mutaz M A Shamrani A J Puppala and M A DafallaldquoEvaluation of chemical stabilization of a highly expansiveclayey soilrdquo Transportation Research Record Journal of theTransportation Research Board vol 2204 no 1 pp 148ndash1572011

[56] A J Puppala and A Pedarla ldquoInnovative ground im-provement techniques for expansive soilsrdquo Innovative In-frastructure Solutions vol 2 no 1 p 24 2017

[57] M H Al-Malack G M Abdullah O S B Al-Amoudi andA A Bukhari ldquoStabilization of indigenous Saudi Arabian


soils using fuel oil flyashrdquo Journal of King Saud University -Engineering Sciences vol 28 no 2 pp 165ndash173 2016

[58] R Brooks F F Udoeyo and K V Takkalapelli ldquoGeo-technical properties of problem soils stabilized with fly ashand limestone dust in Philadelphiardquo Journal of Materials inCivil Engineering vol 23 pp 711ndash716 2010

[59] T M Petry and D N Little ldquoReview of stabilization of claysand expansive soils in pavements and lightly loaded struc-tures-history practice and futurerdquo Journal of Materials inCivil Engineering vol 14 2002

[60] J K Mitchell and K Soga Fundamentals of Soil BehaviorVol 3 John Wiley amp Sons New York 2005

[61] A Puppala L Hoyos C Viyanant and C Musenda GSP112 2001b

[62] B M Devi and H S Chore ldquoFeasibility study on bagasse ashas light weight material for road constructionrdquo MaterialsToday Proceedings vol 27 2020

[63] W Dong Y Lu W Wang M Zhang Y Jing and A WangldquoA sustainable approach to fabricate new 1D and 2Dnanomaterials from natural abundant palygorskite clay forantibacterial and adsorptionrdquo Chemical Engineering Journalvol 382 Article ID 122984 2020

[64] H Hasan L Dang H Khabbaz B Fatahi and S TerzaghildquoRemediation of expansive soils using agricultural wastebagasse ashrdquo Procedia engineering vol 143 pp 1368ndash13752016a

[65] J T Hatmoko and H Suryadharma ldquoShear behavior ofcalcium carbide residue - bagasse ash stabilized expansivesoilrdquo Procedia Engineering vol 171 pp 476ndash483 2017

[66] S Mulay G Vesmawala Y Patil and V Gholap ldquoExperi-mental investigation of sugarcane bagasse ash concreteunder sodium hydroxide solutionrdquoAmerican Journal of CivilEngineering vol 5 no 1 pp 1ndash8 2017

[67] C Gupta and R K Sharma ldquoInfluence of marble dust fly ashand beas sand on sub grade characteristics of expansive soilrdquoJournal of Mechanical and Civil Engineering pp 13ndash18 2014

[68] A K Jain and A K Jha ldquoGeotechnical behaviour and micro-analyses of expansive soil amended with marble dustrdquo Soilsand Foundations vol 60 pp 737ndash751 2020

[69] C O Okagbue and T U S Onyeobi ldquoPotential of marbledust to stabilise red tropical soils for road constructionrdquoEngineering Geology vol 53 no 3-4 pp 371ndash380 1999

[70] S Hussain ldquoEffect of compaction energy on engineeringproperties of expansive soilrdquo Civil Engineering Journalvol 3 no 8 pp 610ndash616 2017

[71] J Israr K Farooq and H Mujtaba ldquoModelling of swellingparameters and associated characteristics based on indexproperties of expansive soilsrdquo Pakistan Journal of Engi-neering and Applied Sciences 2016

[72] F E Jalal Y Xu B Jamhiri and S AMemon ldquoOn the recenttrends in expansive soil stabilization using calcium-basedstabilizer materials (csms) a comprehensive reviewrdquo Ad-vances in Materials Science and Engineering vol 2020pp 1ndash23 2020

[73] H Mujtaba T Aziz K Farooq N Sivakugan and B M DasldquoImprovement in engineering properties of expansive soilsusing ground granulated blast furnace slagrdquo Journal of theGeological Society of India vol 92 no 3 pp 357ndash362 2018

[74] J Mumtaz I Rashid and J Israr ldquoLaboratory modelling ofstrength and deformation characteristics of a high swellingsoil treated with industrial wastesrdquo Arabian Journal ofGeosciences vol 13 pp 1ndash12 2020

[75] A Naseem W Mumtaz H Fazal-e-Jalal and H De BackerldquoStabilization of expansive soil using tire rubber powder and

cement kiln dustrdquo Soil Mechanics and Foundation Engi-neering vol 56 no 1 pp 54ndash58 2019

[76] L Xu F Zha C Liu B Kang J Liu and C Yu ldquoExperi-mental investigation on carbonation behavior in lime-sta-bilized expansive soilrdquo Advances in Civil Engineeringvol 2020 Article ID 7865469 2020

[77] H MolaAbasi S Naderi Semsani M Saberian A KhajehJ Li and M Harandi ldquoEvaluation of the long-term per-formance of stabilized sandy soil using binary mixtures amicro- and macro-level approachrdquo Journal of Cleaner Pro-duction vol 267 Article ID 122209 2020

[78] J Pooni D Robert F Giustozzi S Setunge andS Venkatesan ldquoStabilisation of expansive soils subjected tomoisture fluctuations in unsealed road pavementsrdquo Inter-national Journal of Pavement Engineering vol 2020 ArticleID 1762083 13 pages 2020

[79] M A MursquoAzu ldquoInfluence of compactive effort on Bagasseash with cement treated lateritic soilrdquo Leonardo ElectronicJournal of Practices and Technologies vol 10 pp 79ndash92 2007

[80] K J Osinubi T S Ijimdiya and I Nmadu ldquoLime stabili-zation of black cotton soil using bagasse ash as admixturerdquoAdvanced Materials Research vol 62-64 pp 3ndash10 2009

[81] A S Kharade V V Suryavanshi B S Gujar andR R Deshmukh ldquoWaste product bagasse ash from sugarindustry can be used as stabilizing material for expansivesoilsrdquo International Journal of Renewable Energy Technologyvol 3 pp 506ndash512 2014

[82] R Ditta V Singh and T Sabo ldquoe effect of waste marbledust in stabilization of expansive soilrdquo

[83] G Tamiru and P Ponnurangam ldquoEffect of marble dust forstabilization of expansive soilrdquo CIKITUSI Journal for Mul-tidisciplinary Research vol 6 no 1 pp 46ndash56 2019

[84] S A Aiban ldquoCompressibility and swelling characteristics ofAl-Khobar Palygorskite eastern Saudi Arabiardquo EngineeringGeology vol 87 no 3-4 pp 205ndash219 2006

[85] AMarsh A Heath P Patureau P Evernden and PWalkerldquoInfluence of clay minerals and associated minerals in alkaliactivation of soilsrdquo Construction and Building Materialsvol 229 Article ID 116816 2019

[86] M Syed A GuhaRay S Agarwal and A Kar ldquoStabilizationof expansive clays by combined effects of geopolymerizationand fiber reinforcementrdquo Journal of the Institution of En-gineers Series A vol 101 no 1 pp 163ndash178 2020

[87] J Cui Z Zhang and F Han ldquoEffects of pH on the gelproperties of montmorillonite palygorskite and montmo-rillonite-palygorskite composite clayrdquo Applied Clay Sciencevol 190 Article ID 105543 2020

[88] S Mazhar and A GuhaRay ldquoStabilization of expansive clayby fibre-reinforced alkali-activated binder an experimentalinvestigation and prediction modellingrdquo InternationalJournal of Geotechnical Engineering vol 2020 Article ID1775358 17 pages 2020

[89] P Jamsawang H Poorahong N YoobanpotS Songpiriyakij and H Jongpradist ldquoImprovement of softclay with cement and bagasse ash wasterdquo Construction andBuilding Materials vol 154 pp 61ndash71 2017

[90] C Gupta R K Sharma and R K Sharma ldquoBlack cotton soilmodification by the application of waste materialsrdquo PeriodicaPolytechnica Civil Engineering vol 60 no 4 pp 479ndash4902016

[91] S Oncu and H Bilsel ldquoUtilization of waste marble to en-hance volume change and strength characteristics of sand-stabilized expansive soilrdquo Environmental earth sciencesvol 77 no 12 p 461 2018


[92] R Alavez-Ramırez P Montes-Garcıa J Martınez-ReyesD C Altamirano-Juarez and Y Gochi-Ponce ldquoe use ofsugarcane bagasse ash and lime to improve the durability andmechanical properties of compacted soil blocksrdquo Con-struction and Building Materials vol 34 pp 296ndash305 2012

[93] E A Basha R Hashim H B Mahmud and A S MuntoharldquoStabilization of residual soil with rice husk ash and cementrdquoConstruction and Building Materials vol 19 no 6pp 448ndash453 2005

[94] R S Abdulla and N Majeed ldquoSome physical propertiestreatment of expansive soil using marble waste powderrdquoInternational Journal of Engineering Research and Technol-ogy vol 3 pp 591ndash600 2014

[95] Akinwumi II and C A Booth ldquoExperimental insights ofusing waste marble fines to modify the geotechnical prop-erties of a lateritic soilrdquo Journal of Environmental Engi-neering and Landscape Management vol 23 no 2pp 121ndash128 2015

[96] L Ali and Z Zafar ldquoConstruction on expansive soils in semiarid zonerdquo in Instrumentation Testing and Modeling of Soiland Rock Behavior pp 256ndash263 ASCE Hunan China 2011

[97] M Dayioglu B Cetin and S Nam ldquoStabilization of ex-pansive Belle Fourche shale clay with different chemicaladditivesrdquo Applied Clay Science vol 146 pp 56ndash69 2017

[98] G Radhakrishnan M A Kumar and G Raju ldquoSwellingproperties of expansive soils treated with chemicals and flyashrdquo Am J Eng Res vol 3 pp 245ndash250 2014

[99] A K Sabat ldquoUtilization of bagasse ash and lime sludge forconstruction of flexible pavements in expansive soil areasElectronicrdquo Journal of Geotechnical Engineering vol 17pp 1037ndash1046 2012

[100] F G Bell Engineering Treatment of Soils CRC Press BocaRaton Florida 2014

[101] S Im ldquoSensitivity estimates for nonlinear mathematicalmodelsrdquoMathematical Modelling in Civil Engineering vol 1pp 407ndash414 1993

[102] S Mazhar A GuhaRay A Kar G S S Avinash andR Sirupa ldquoStabilization of expansive black cotton soils withalkali activated bindersrdquo Springer Series in Geomechanics andGeoengineering Springer in Proceedings of the China-Europe Conference on Geotechnical Engineering pp 826ndash829August 2018


attractive forces caused by physicochemical effects at theparticle scale level [9ndash12] e clay minerals (smectites) havelarge specific surface area (SSA) plate-like minerals andvery high adsorptive capacity for water When the SSA andcation exchange capacity (CEC) are high the swellingpressure (Ps) and free swell (FS) in expansive clay basedmaterials are also greater [13] e influence of pore fluidcomposition on clay behavior has been the subject ofconsiderable interest in clay mineralogy In addition thereare several visual indicators which corroborate the presenceof water-sensitive expansive clays having low inherent shearstrength [14] e water uptake is mainly due to mineral-ogical composition of these calamitous clays which dependson the electric charge over the surface of clay mineral CECand the interlayer bonding [15 16] e geological condi-tions engineering characteristics and local environmentalconditions also govern the expansivity of such soils eentry of moisture in these clay minerals causes extensivedamage to foundations of buildings cracking of roadpavements upheaval and breakup of building foundationspavements slopes and linings of the reservoirs as well aschannels especially the light civil engineering structures areadversely damaged [17ndash22] e lightly loaded structuresexperience comparatively more settlement andor heaving asa result of swell-shrink nature of the expansive soils [23]Expansive soils are causing substantial damage to roadsbuildings and various underground utilities in the north-western part of Pakistan as shown in Figure 1 eir im-portance can further be explained by cost of resultingdamages which exceed approximately 10 billion US dollarsannually in the United States e residential areas affectedby the expansive soil lie over 10 million square meter landwhich causes an approximate damage of one billion USdollar annually in China [24 25]

Today the developmental works in society are flour-ishing but the environment is also deteriorating due to rapidindustrialization which leads to both pollution and gener-ation of solid wastes thus causing hazardous conditions[26] According to the Global Waste GenerationmdashStatisticsand Facts 2019 the global waste generation is forecasted toincrease by 70 by 2050 implying that almost 8 billionpopulation today is responsible for production of 25 billiontons of waste [22] e incorporation of waste products andfibers blended with other chemical agents amelioratesstiffness and strength properties of expansive soils [27] Suchsoils are stabilized by incorporating multiple additives in-cluding traditional and nontraditional stabilizers [28] whichare well documented in literature lime [14 29] cement[30ndash32] fly ash [33ndash36] rice husk ash [37ndash40] waste ce-ramic dust [41ndash43] nanosilica [44ndash48] calcium carbideresidue [49ndash51] and so on Furthermore the chemicalstabilization of expansive soil has been focused by number ofresearchers [52ndash56] and it was revealed that fly ash limecement and CaCl2 are useful additives and have significantlyimproved the engineering properties of problematic soils[57ndash59] It is pertinent to mention that when sulphate richsoils are stabilized using the Ca-based stabilizer materials(CSMs) ldquoSO4-induced heaverdquo occurs due to formation ofettringite which arises from the reactive nature of sulphates

in the expansive clays Of the available CSMs lime andcement are more commonly used additives in pavementsconstruction and lightly loaded infrastructure Moreovervariety of methods with specific limitations could be used toimprove expansive clays for instance using chemical ad-ditives prewetting moisture control and thermal methods[60 61] In previous works Jute and coir fiber (025 05075 and 1) bagasse ash (3 6 9 and 12) burned olivewaste (00 25 50 and 75) palm oil fuel ash (10 20 30and 40) egg shell (10 20 30 and 50) tamarind kernelpowder (2 4 and 8) wheat husk ash (3 5 7 9 and 11)xanthan gum (0 05 10 15 20 and 30) and rice huskash (2 4 6 8 10 and 12) have also been widely used [22]

In this research the varying proportion of sugarcanebagasse ash (SCBA) and waste marble dust (WMD) has beenemployed as geomaterials for treating the expansive soils toevaluate their efficacy or otherwise in improving plasticitycompactability swell potential and strength characteristicsSCBA is an agricultural by-product of bagasse during powergeneration and its unsafe disposal poses a serious envi-ronmental problem Pakistan is the 6th largest producer ofsugarcane producing approximately 500000 tons of bagasseash When SCBA is mixed in soil calcium hydroxide fromlime or soil reacts with silica from bagasse ash which issimilar reaction as cement reacting with soil and could beexplained by two processes (1) cation exchange and floc-culation reaction (short-term reaction) and (2) pozzolanicreaction which is dependent on time and temperature andwherein formation of gelatinous compounds ie calciumsilicate hydrates (CSH) and calcium aluminum hydrates(CAH) takes place (long-term reaction) A simplifiedqualitative depiction of representative soil lime-SCBA(pozzolanic) reactions is given in the following equations[27]

Ca(OH)2⟶ Ca2++2OHminus (1)

Ca2++2OHminus

+SiO2⟶ C minus S minus H (2)

Ca2++2OHminus

+Al2O3⟶ C minus A minus H (3)

It is noteworthy to mention that SCBA is efficient incontrolling the plasticity and shrink-swell potential of ex-pansive soils owing to presence of large amount of silica andvariety of other oxides which improves the pozzolanic ac-tivity [62ndash66] On the other hand WMD is largely employedfor stabilization of black cotton soils (BCS) during con-struction of pavements In India Rajasthan province pro-duces 95 of total marble from 4000 marble mines which isconsidered as the largest marble production across the globeDuring production of marble 70WMD is produced whichaffects the local ecosystems and also leads to increased al-kalinity WMD improves the unconfined compressionstrength (UCS) of soft soils by acting as filler agent isindustrial waste material is also deemed as an addendum tolime (CaO) for testing its efficacy in expansive soil stabili-zation [67ndash69]

To the authorsrsquo knowledge no study till date is presentthat explains the independent roles of locally produced








(a)


(b)


(c)


(d)











KSA

Sudan

India

USA

Indonesia

Australia

UK

Syria

China

Zumrawi 2015

AlMhaidib 1998

Armstrong 2014



Far and Flint 2017




Shi et al 2002








KPK

PAKISTAN

Study area

KPK

Pakistan

018 Kilometers






deg15rsquo

15rsquorsquo

N32

deg15rsquo

20rsquorsquo

N32

deg15rsquo

25rsquorsquo

N32

deg15rsquo

30rsquorsquo

N

009

S

W

N

E













By sight () 34




0

5

10

15

20

25

Moi

sture

cont

ent (

)



Wet season

Dry season


44 3 3

2

1111 1

Expansive soil

1

2

34


Palygorskite

600

800

1000

1200

1400

1600

1800

2000

2200

2400

2600

Inte

nsity

(cou

nts)










(a) (b)

(c) (d)

Aggregation

Hydrated grains


6 SCBA-treated



1

2

C-S-H formation


10 WMD-treated

specimencured at 28

days












SCBA

32

34

36

38

40

42

44

Liqu

id li

mit


(a)

WMD

4681012141618202224262830323436

Liqu

id li

mit


(b)

SCBA

10

15

20

Plas

ticity

inde

x


(c)

WMD

10121416182022

Plas

ticity

inde

x


(d)

SCBA

4681012141618202224262830323436

Shrin

kage

lim

it


(e)

9

10

11

12

Shrin

kage

lim

it W

MD


WMD

(f )








02

46

810 175

180

185190

1959

10

11

12

13

14

15

16

17

MDD (kNm3 )

OM

C (

)

Stabilizer ()

SCBAWMD




SCBAWMD



0

20

40

60

80Vo

lum

etric

Fre

e sw

ell (

)

Free Swell = -52286 SCBA + 4881R2 = 05633

Free Swell = -5 WMD + 48333R2 = 0525

(a)


100

140

180

220

Swel

l Pre

ssur

e (KP

a)


Ps= -72086 SCBA + 18901R2 = 09531

Ps= -71486 WMD + 18971R2 = 08553

SCBAWMD


(b)













Cement Lime

0

10

20

30

40

50

60

70

80

Volu

met

ric F

ree s

wel

l (

)


(c)

-100

0

100

200

300

400

500

600

700

800

Swel

l Pre

ssur

e (kP

a)














Cement Lime

(d)


1

2

3

4

19

20

Swell pressure


Dosage

PI

OMC

MDD







Var(y) (4)








(a) (b)

ANN Summary report

(c) (d)



0882007

00067e-5

0911009900111e-4


0802014600070005

082016300110009

200180160140120100Sw

ell p

ress

ure

1515

18

185 1

91

95 9 10 11 12 13 14 15 16 8 10 12 14 16 18 20 22 -2 0 2 4 6 8 1210188 1205 1543 5

MDD OMC PI DosageSw

ell p

ress

ure

1586

11 12 13 14 15 16 17 18 12 14 16 18 20 22-2 0 2 4 6 8 1210


176

178 1

81

821

841

861

88 19

200

170

140

110






0

100

200

300

400

UCS

(kPa

)



















Data Availability




Acknowledgments


References




















































































































(a)


(b)


(c)


(d)











KSA

Sudan

India

USA

Indonesia

Australia

UK

Syria

China

Zumrawi 2015

AlMhaidib 1998

Armstrong 2014



Far and Flint 2017




Shi et al 2002








KPK

PAKISTAN

Study area

KPK

Pakistan

018 Kilometers






deg15rsquo

15rsquorsquo

N32

deg15rsquo

20rsquorsquo

N32

deg15rsquo

25rsquorsquo

N32

deg15rsquo

30rsquorsquo

N

009

S

W

N

E













By sight () 34




0

5

10

15

20

25

Moi

sture

cont

ent (

)



Wet season

Dry season


44 3 3

2

1111 1

Expansive soil

1

2

34


Palygorskite

600

800

1000

1200

1400

1600

1800

2000

2200

2400

2600

Inte

nsity

(cou

nts)










(a) (b)

(c) (d)

Aggregation

Hydrated grains


6 SCBA-treated



1

2

C-S-H formation


10 WMD-treated

specimencured at 28

days












SCBA

32

34

36

38

40

42

44

Liqu

id li

mit


(a)

WMD

4681012141618202224262830323436

Liqu

id li

mit


(b)

SCBA

10

15

20

Plas

ticity

inde

x


(c)

WMD

10121416182022

Plas

ticity

inde

x


(d)

SCBA

4681012141618202224262830323436

Shrin

kage

lim

it


(e)

9

10

11

12

Shrin

kage

lim

it W

MD


WMD

(f )








02

46

810 175

180

185190

1959

10

11

12

13

14

15

16

17

MDD (kNm3 )

OM

C (

)

Stabilizer ()

SCBAWMD




SCBAWMD



0

20

40

60

80Vo

lum

etric

Fre

e sw

ell (

)

Free Swell = -52286 SCBA + 4881R2 = 05633

Free Swell = -5 WMD + 48333R2 = 0525

(a)


100

140

180

220

Swel

l Pre

ssur

e (KP

a)


Ps= -72086 SCBA + 18901R2 = 09531

Ps= -71486 WMD + 18971R2 = 08553

SCBAWMD


(b)













Cement Lime

0

10

20

30

40

50

60

70

80

Volu

met

ric F

ree s

wel

l (

)


(c)

-100

0

100

200

300

400

500

600

700

800

Swel

l Pre

ssur

e (kP

a)














Cement Lime

(d)


1

2

3

4

19

20

Swell pressure


Dosage

PI

OMC

MDD







Var(y) (4)








(a) (b)

ANN Summary report

(c) (d)



0882007

00067e-5

0911009900111e-4


0802014600070005

082016300110009

200180160140120100Sw

ell p

ress

ure

1515

18

185 1

91

95 9 10 11 12 13 14 15 16 8 10 12 14 16 18 20 22 -2 0 2 4 6 8 1210188 1205 1543 5

MDD OMC PI DosageSw

ell p

ress

ure

1586

11 12 13 14 15 16 17 18 12 14 16 18 20 22-2 0 2 4 6 8 1210


176

178 1

81

821

841

861

88 19

200

170

140

110






0

100

200

300

400

UCS

(kPa

)



















Data Availability




Acknowledgments


References






















































































































KSA

Sudan

India

USA

Indonesia

Australia

UK

Syria

China

Zumrawi 2015

AlMhaidib 1998

Armstrong 2014



Far and Flint 2017




Shi et al 2002








KPK

PAKISTAN

Study area

KPK

Pakistan

018 Kilometers






deg15rsquo

15rsquorsquo

N32

deg15rsquo

20rsquorsquo

N32

deg15rsquo

25rsquorsquo

N32

deg15rsquo

30rsquorsquo

N

009

S

W

N

E













By sight () 34




0

5

10

15

20

25

Moi

sture

cont

ent (

)



Wet season

Dry season


44 3 3

2

1111 1

Expansive soil

1

2

34


Palygorskite

600

800

1000

1200

1400

1600

1800

2000

2200

2400

2600

Inte

nsity

(cou

nts)










(a) (b)

(c) (d)

Aggregation

Hydrated grains


6 SCBA-treated



1

2

C-S-H formation


10 WMD-treated

specimencured at 28

days












SCBA

32

34

36

38

40

42

44

Liqu

id li

mit


(a)

WMD

4681012141618202224262830323436

Liqu

id li

mit


(b)

SCBA

10

15

20

Plas

ticity

inde

x


(c)

WMD

10121416182022

Plas

ticity

inde

x


(d)

SCBA

4681012141618202224262830323436

Shrin

kage

lim

it


(e)

9

10

11

12

Shrin

kage

lim

it W

MD


WMD

(f )








02

46

810 175

180

185190

1959

10

11

12

13

14

15

16

17

MDD (kNm3 )

OM

C (

)

Stabilizer ()

SCBAWMD




SCBAWMD



0

20

40

60

80Vo

lum

etric

Fre

e sw

ell (

)

Free Swell = -52286 SCBA + 4881R2 = 05633

Free Swell = -5 WMD + 48333R2 = 0525

(a)


100

140

180

220

Swel

l Pre

ssur

e (KP

a)


Ps= -72086 SCBA + 18901R2 = 09531

Ps= -71486 WMD + 18971R2 = 08553

SCBAWMD


(b)













Cement Lime

0

10

20

30

40

50

60

70

80

Volu

met

ric F

ree s

wel

l (

)


(c)

-100

0

100

200

300

400

500

600

700

800

Swel

l Pre

ssur

e (kP

a)














Cement Lime

(d)


1

2

3

4

19

20

Swell pressure


Dosage

PI

OMC

MDD







Var(y) (4)








(a) (b)

ANN Summary report

(c) (d)



0882007

00067e-5

0911009900111e-4


0802014600070005

082016300110009

200180160140120100Sw

ell p

ress

ure

1515

18

185 1

91

95 9 10 11 12 13 14 15 16 8 10 12 14 16 18 20 22 -2 0 2 4 6 8 1210188 1205 1543 5

MDD OMC PI DosageSw

ell p

ress

ure

1586

11 12 13 14 15 16 17 18 12 14 16 18 20 22-2 0 2 4 6 8 1210


176

178 1

81

821

841

861

88 19

200

170

140

110






0

100

200

300

400

UCS

(kPa

)



















Data Availability




Acknowledgments


References
















































































































KPK

PAKISTAN

Study area

KPK

Pakistan

018 Kilometers






deg15rsquo

15rsquorsquo

N32

deg15rsquo

20rsquorsquo

N32

deg15rsquo

25rsquorsquo

N32

deg15rsquo

30rsquorsquo

N

009

S

W

N

E













By sight () 34




0

5

10

15

20

25

Moi

sture

cont

ent (

)



Wet season

Dry season


44 3 3

2

1111 1

Expansive soil

1

2

34


Palygorskite

600

800

1000

1200

1400

1600

1800

2000

2200

2400

2600

Inte

nsity

(cou

nts)










(a) (b)

(c) (d)

Aggregation

Hydrated grains


6 SCBA-treated



1

2

C-S-H formation


10 WMD-treated

specimencured at 28

days












SCBA

32

34

36

38

40

42

44

Liqu

id li

mit


(a)

WMD

4681012141618202224262830323436

Liqu

id li

mit


(b)

SCBA

10

15

20

Plas

ticity

inde

x


(c)

WMD

10121416182022

Plas

ticity

inde

x


(d)

SCBA

4681012141618202224262830323436

Shrin

kage

lim

it


(e)

9

10

11

12

Shrin

kage

lim

it W

MD


WMD

(f )








02

46

810 175

180

185190

1959

10

11

12

13

14

15

16

17

MDD (kNm3 )

OM

C (

)

Stabilizer ()

SCBAWMD




SCBAWMD



0

20

40

60

80Vo

lum

etric

Fre

e sw

ell (

)

Free Swell = -52286 SCBA + 4881R2 = 05633

Free Swell = -5 WMD + 48333R2 = 0525

(a)


100

140

180

220

Swel

l Pre

ssur

e (KP

a)


Ps= -72086 SCBA + 18901R2 = 09531

Ps= -71486 WMD + 18971R2 = 08553

SCBAWMD


(b)













Cement Lime

0

10

20

30

40

50

60

70

80

Volu

met

ric F

ree s

wel

l (

)


(c)

-100

0

100

200

300

400

500

600

700

800

Swel

l Pre

ssur

e (kP

a)














Cement Lime

(d)


1

2

3

4

19

20

Swell pressure


Dosage

PI

OMC

MDD







Var(y) (4)








(a) (b)

ANN Summary report

(c) (d)



0882007

00067e-5

0911009900111e-4


0802014600070005

082016300110009

200180160140120100Sw

ell p

ress

ure

1515

18

185 1

91

95 9 10 11 12 13 14 15 16 8 10 12 14 16 18 20 22 -2 0 2 4 6 8 1210188 1205 1543 5

MDD OMC PI DosageSw

ell p

ress

ure

1586

11 12 13 14 15 16 17 18 12 14 16 18 20 22-2 0 2 4 6 8 1210


176

178 1

81

821

841

861

88 19

200

170

140

110






0

100

200

300

400

UCS

(kPa

)



















Data Availability




Acknowledgments


References
















































































































0

5

10

15

20

25

Moi

sture

cont

ent (

)



Wet season

Dry season


44 3 3

2

1111 1

Expansive soil

1

2

34


Palygorskite

600

800

1000

1200

1400

1600

1800

2000

2200

2400

2600

Inte

nsity

(cou

nts)










(a) (b)

(c) (d)

Aggregation

Hydrated grains


6 SCBA-treated



1

2

C-S-H formation


10 WMD-treated

specimencured at 28

days












SCBA

32

34

36

38

40

42

44

Liqu

id li

mit


(a)

WMD

4681012141618202224262830323436

Liqu

id li

mit


(b)

SCBA

10

15

20

Plas

ticity

inde

x


(c)

WMD

10121416182022

Plas

ticity

inde

x


(d)

SCBA

4681012141618202224262830323436

Shrin

kage

lim

it


(e)

9

10

11

12

Shrin

kage

lim

it W

MD


WMD

(f )








02

46

810 175

180

185190

1959

10

11

12

13

14

15

16

17

MDD (kNm3 )

OM

C (

)

Stabilizer ()

SCBAWMD




SCBAWMD



0

20

40

60

80Vo

lum

etric

Fre

e sw

ell (

)

Free Swell = -52286 SCBA + 4881R2 = 05633

Free Swell = -5 WMD + 48333R2 = 0525

(a)


100

140

180

220

Swel

l Pre

ssur

e (KP

a)


Ps= -72086 SCBA + 18901R2 = 09531

Ps= -71486 WMD + 18971R2 = 08553

SCBAWMD


(b)













Cement Lime

0

10

20

30

40

50

60

70

80

Volu

met

ric F

ree s

wel

l (

)


(c)

-100

0

100

200

300

400

500

600

700

800

Swel

l Pre

ssur

e (kP

a)














Cement Lime

(d)


1

2

3

4

19

20

Swell pressure


Dosage

PI

OMC

MDD







Var(y) (4)








(a) (b)

ANN Summary report

(c) (d)



0882007

00067e-5

0911009900111e-4


0802014600070005

082016300110009

200180160140120100Sw

ell p

ress

ure

1515

18

185 1

91

95 9 10 11 12 13 14 15 16 8 10 12 14 16 18 20 22 -2 0 2 4 6 8 1210188 1205 1543 5

MDD OMC PI DosageSw

ell p

ress

ure

1586

11 12 13 14 15 16 17 18 12 14 16 18 20 22-2 0 2 4 6 8 1210


176

178 1

81

821

841

861

88 19

200

170

140

110






0

100

200

300

400

UCS

(kPa

)



















Data Availability




Acknowledgments


References



















































































































(a) (b)

(c) (d)

Aggregation

Hydrated grains


6 SCBA-treated



1

2

C-S-H formation


10 WMD-treated

specimencured at 28

days












SCBA

32

34

36

38

40

42

44

Liqu

id li

mit


(a)

WMD

4681012141618202224262830323436

Liqu

id li

mit


(b)

SCBA

10

15

20

Plas

ticity

inde

x


(c)

WMD

10121416182022

Plas

ticity

inde

x


(d)

SCBA

4681012141618202224262830323436

Shrin

kage

lim

it


(e)

9

10

11

12

Shrin

kage

lim

it W

MD


WMD

(f )








02

46

810 175

180

185190

1959

10

11

12

13

14

15

16

17

MDD (kNm3 )

OM

C (

)

Stabilizer ()

SCBAWMD




SCBAWMD



0

20

40

60

80Vo

lum

etric

Fre

e sw

ell (

)

Free Swell = -52286 SCBA + 4881R2 = 05633

Free Swell = -5 WMD + 48333R2 = 0525

(a)


100

140

180

220

Swel

l Pre

ssur

e (KP

a)


Ps= -72086 SCBA + 18901R2 = 09531

Ps= -71486 WMD + 18971R2 = 08553

SCBAWMD


(b)













Cement Lime

0

10

20

30

40

50

60

70

80

Volu

met

ric F

ree s

wel

l (

)


(c)

-100

0

100

200

300

400

500

600

700

800

Swel

l Pre

ssur

e (kP

a)














Cement Lime

(d)


1

2

3

4

19

20

Swell pressure


Dosage

PI

OMC

MDD







Var(y) (4)








(a) (b)

ANN Summary report

(c) (d)



0882007

00067e-5

0911009900111e-4


0802014600070005

082016300110009

200180160140120100Sw

ell p

ress

ure

1515

18

185 1

91

95 9 10 11 12 13 14 15 16 8 10 12 14 16 18 20 22 -2 0 2 4 6 8 1210188 1205 1543 5

MDD OMC PI DosageSw

ell p

ress

ure

1586

11 12 13 14 15 16 17 18 12 14 16 18 20 22-2 0 2 4 6 8 1210


176

178 1

81

821

841

861

88 19

200

170

140

110






0

100

200

300

400

UCS

(kPa

)



















Data Availability




Acknowledgments


References

















































































































SCBA

32

34

36

38

40

42

44

Liqu

id li

mit


(a)

WMD

4681012141618202224262830323436

Liqu

id li

mit


(b)

SCBA

10

15

20

Plas

ticity

inde

x


(c)

WMD

10121416182022

Plas

ticity

inde

x


(d)

SCBA

4681012141618202224262830323436

Shrin

kage

lim

it


(e)

9

10

11

12

Shrin

kage

lim

it W

MD


WMD

(f )








02

46

810 175

180

185190

1959

10

11

12

13

14

15

16

17

MDD (kNm3 )

OM

C (

)

Stabilizer ()

SCBAWMD




SCBAWMD



0

20

40

60

80Vo

lum

etric

Fre

e sw

ell (

)

Free Swell = -52286 SCBA + 4881R2 = 05633

Free Swell = -5 WMD + 48333R2 = 0525

(a)


100

140

180

220

Swel

l Pre

ssur

e (KP

a)


Ps= -72086 SCBA + 18901R2 = 09531

Ps= -71486 WMD + 18971R2 = 08553

SCBAWMD


(b)













Cement Lime

0

10

20

30

40

50

60

70

80

Volu

met

ric F

ree s

wel

l (

)


(c)

-100

0

100

200

300

400

500

600

700

800

Swel

l Pre

ssur

e (kP

a)














Cement Lime

(d)


1

2

3

4

19

20

Swell pressure


Dosage

PI

OMC

MDD







Var(y) (4)








(a) (b)

ANN Summary report

(c) (d)



0882007

00067e-5

0911009900111e-4


0802014600070005

082016300110009

200180160140120100Sw

ell p

ress

ure

1515

18

185 1

91

95 9 10 11 12 13 14 15 16 8 10 12 14 16 18 20 22 -2 0 2 4 6 8 1210188 1205 1543 5

MDD OMC PI DosageSw

ell p

ress

ure

1586

11 12 13 14 15 16 17 18 12 14 16 18 20 22-2 0 2 4 6 8 1210


176

178 1

81

821

841

861

88 19

200

170

140

110






0

100

200

300

400

UCS

(kPa

)



















Data Availability




Acknowledgments


References



















































































































02

46

810 175

180

185190

1959

10

11

12

13

14

15

16

17

MDD (kNm3 )

OM

C (

)

Stabilizer ()

SCBAWMD




SCBAWMD



0

20

40

60

80Vo

lum

etric

Fre

e sw

ell (

)

Free Swell = -52286 SCBA + 4881R2 = 05633

Free Swell = -5 WMD + 48333R2 = 0525

(a)


100

140

180

220

Swel

l Pre

ssur

e (KP

a)


Ps= -72086 SCBA + 18901R2 = 09531

Ps= -71486 WMD + 18971R2 = 08553

SCBAWMD


(b)













Cement Lime

0

10

20

30

40

50

60

70

80

Volu

met

ric F

ree s

wel

l (

)


(c)

-100

0

100

200

300

400

500

600

700

800

Swel

l Pre

ssur

e (kP

a)














Cement Lime

(d)


1

2

3

4

19

20

Swell pressure


Dosage

PI

OMC

MDD







Var(y) (4)








(a) (b)

ANN Summary report

(c) (d)



0882007

00067e-5

0911009900111e-4


0802014600070005

082016300110009

200180160140120100Sw

ell p

ress

ure

1515

18

185 1

91

95 9 10 11 12 13 14 15 16 8 10 12 14 16 18 20 22 -2 0 2 4 6 8 1210188 1205 1543 5

MDD OMC PI DosageSw

ell p

ress

ure

1586

11 12 13 14 15 16 17 18 12 14 16 18 20 22-2 0 2 4 6 8 1210


176

178 1

81

821

841

861

88 19

200

170

140

110






0

100

200

300

400

UCS

(kPa

)



















Data Availability




Acknowledgments


References















































































































SCBAWMD



0

20

40

60

80Vo

lum

etric

Fre

e sw

ell (

)

Free Swell = -52286 SCBA + 4881R2 = 05633

Free Swell = -5 WMD + 48333R2 = 0525

(a)


100

140

180

220

Swel

l Pre

ssur

e (KP

a)


Ps= -72086 SCBA + 18901R2 = 09531

Ps= -71486 WMD + 18971R2 = 08553

SCBAWMD


(b)













Cement Lime

0

10

20

30

40

50

60

70

80

Volu

met

ric F

ree s

wel

l (

)


(c)

-100

0

100

200

300

400

500

600

700

800

Swel

l Pre

ssur

e (kP

a)














Cement Lime

(d)


1

2

3

4

19

20

Swell pressure


Dosage

PI

OMC

MDD







Var(y) (4)








(a) (b)

ANN Summary report

(c) (d)



0882007

00067e-5

0911009900111e-4


0802014600070005

082016300110009

200180160140120100Sw

ell p

ress

ure

1515

18

185 1

91

95 9 10 11 12 13 14 15 16 8 10 12 14 16 18 20 22 -2 0 2 4 6 8 1210188 1205 1543 5

MDD OMC PI DosageSw

ell p

ress

ure

1586

11 12 13 14 15 16 17 18 12 14 16 18 20 22-2 0 2 4 6 8 1210


176

178 1

81

821

841

861

88 19

200

170

140

110






0

100

200

300

400

UCS

(kPa

)



















Data Availability




Acknowledgments


References


















































































































Var(y) (4)








(a) (b)

ANN Summary report

(c) (d)



0882007

00067e-5

0911009900111e-4


0802014600070005

082016300110009

200180160140120100Sw

ell p

ress

ure

1515

18

185 1

91

95 9 10 11 12 13 14 15 16 8 10 12 14 16 18 20 22 -2 0 2 4 6 8 1210188 1205 1543 5

MDD OMC PI DosageSw

ell p

ress

ure

1586

11 12 13 14 15 16 17 18 12 14 16 18 20 22-2 0 2 4 6 8 1210


176

178 1

81

821

841

861

88 19

200

170

140

110






0

100

200

300

400

UCS

(kPa

)



















Data Availability




Acknowledgments


References














































































































(a) (b)

ANN Summary report

(c) (d)



0882007

00067e-5

0911009900111e-4


0802014600070005

082016300110009

200180160140120100Sw

ell p

ress

ure

1515

18

185 1

91

95 9 10 11 12 13 14 15 16 8 10 12 14 16 18 20 22 -2 0 2 4 6 8 1210188 1205 1543 5

MDD OMC PI DosageSw

ell p

ress

ure

1586

11 12 13 14 15 16 17 18 12 14 16 18 20 22-2 0 2 4 6 8 1210


176

178 1

81

821

841

861

88 19

200

170

140

110






0

100

200

300

400

UCS

(kPa

)



















Data Availability




Acknowledgments


References





























































































































Data Availability




Acknowledgments


References














































































































7752007.pdf - Hindawi.com

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