Numerical simulation and optimization of pile design

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Numerical simulation and optimization of pile design

Manpreet Kundra1 , Pradyumna Dashora2

1M Tech, FOE, PAHER University, Udaipur 2Assistant Professor, FOE, PAHER University, Udaipur ***

Abstract - With a boom in urbanization, the use density of underground areas in predominant towns is regularly increasing, and the congestion of underground areas is turning into more and more prominent. A comparative analysis is also made between the proposed pile foundation material and conventional material. The parametric optimization is performed to determine the effective relationship between dependent and independent variables. Taguchi method, ANOVA techniques are applied on the structure to obtain various parameters optimization. It was observed that the Intensity of displacement in each pile design combination showed an increase with the enhancement in the intensity of blast loads. The maximum displacement of 3.98 mm happens at 2495 N load while at 195 N load the maximum displacement was 1.238 mm. Also, it was further noted in the study that Intensity of stresses in each pile design combination showed an increase with the enhancement in the intensity of blast loads. The maximum displacement of 3.98 mm happens at 2495 N load with 2460 N/mm2 while at 195 N load with 212 N/mm2 the maximum displacement was 1.238 mm. Pareto analysis shows the blast load applied has more significant impact than the pressure applied over the area in performance of the structure with respect to the maximum deviation of the structure.

1. INTRODUCTION

Underground rail transit has evolved into one of the primary modes of transportation as a result of the growth in urban population[1].Themajorityofsubwaystations,whichserveasthetransportationcentersforundergroundrailsystems,are foundindenselypopulatedurbanareaswithchallengingterrain.Groundsurfacesettlementduringconstructionisoneofthe most significant concerns that plague subway stations frequently [2-4]. These structures frequently have deep piling foundations,whichcanhinderthedevelopmentofundergroundstructureslikesubwaysandotherpipes[5].Formanyprojects, includinghigh-risebuildings,pilefoundationshavebeenbuilt.However,currently,studiesonpilefoundationunderpinningera specializesinthelayoutandoptimizationoftheunderpinningscheme,andresearchatthecorrespondingpressureswitch mechanismanditseffectonsubwaytunnel productionarelimited.Moreover,thetunnel productionwill disturbtheshaft frictionresistanceofthepilebasisanditsgeneralresistanceability.

1.1 Application of Pile Design

Withaboominurbanization,theusedensityofundergroundareasinpredominanttownsisregularlyincreasing,andthe congestionofundergroundareasisturningintomoreandmoreprominent.Thereareseveraviaductandhigh-upwardthrust homes with inside the towns. Basin-shaped settling is frequently seen in practice when using the standard pile group foundation, where a uniform arrangement of individual piles is typically established based on the total weight of the superstructureandthedesignedbearingcapacityofeachindividualpile.Previousresearchdemonstratedthatduetothe interactiveeffectsbetweenindividualpiles,thesettlingofpilegroupstakestheshapeofabasinwhenindividualpilesare positionedinthecenterofpilegroupsratherthantheperipheralsection.

1.2 Objective

I. Tomodelthestructureofpilecolumn.

II. Toanalysethisstructurebyvaryingthedifferentloadingconditions.

III. Tooptimizetheloadingparameterforenhancementofstructurewithdifferentmaterials.

1.3 Problem Statement

Numericalanalysisofpilefoundationsfoundanemergingfieldnowdaysduetoitsapplications.Thispilefoundationismadeof differentmaterials.Inpresentworkapiledesignfoundationmadeofdifferentmaterialandwithdifferentsoilconditionis investigatedtoanalysesitsperformanceunderdifferentloadingconditions.Acomparativeanalysisisalsomadebetweenthe proposedpilefoundationmaterialandconventionalmaterial.Theparametricoptimizationisperformedtodeterminethe effectiverelationshipbetweendependentandindependentvariables.

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2 LITERATURE REVIEW

2.1 Introduction

TheDiscreteElementMethod(DEM)iswidelyusedtoinvestigategranularmaterialbehaviourattheelementscaleasitoffers readilyaccessibleinformationatthemicro-scale,whichmaybeusedtouncoverrelevantmicromechanics[16-17].Compared withtheexperimentaltechnique,thenumericalmodellingtechniquehasbeenacceptedasamoreefficientapproachtostudy thepileinstallationeffectonsoiletal.[20]conductedaseriesoftheoreticalanalysisandnumericalsimulationsoftheentire constructionprocesstoverifytherationalityoftheschemeandtoreducethepotentialconstructionriskofthetechnology.Park etal.[21]proposedandverifiedtheapplicationofthemodifiedunderpinningmethod,whichcanreducetheconstruction periodby1.5timesandtheconstructioncostby1.2timescomparedwiththeconventionalpilecuttingtechnology.Zhang[22] studiedtheinfluenceofoverlappingtunnelconstructiononthesettlementofthepilefoundationunderpinningarea.Dengetal. [23]analyzedtheinternalforceanddisplacementresponsecharacteristicsofcomplex,staticallyindeterminatestructures composedofbridgesuperstructure,pile,soilunderdifferentjackingloads.

Currently, subway networks are being constructed in all prosperous cities in China. Generally, the greatest challenge encounteredincommonengineeringpracticesisthat thenewtunnelhastocrossthroughthepilefoundationsofexisting undergroundstructures(.Undersuchcircumstances,pileunderpinningtechnologyorthecuttingpilemethodmaybeadopted toremoveobstructedpiles,whichposesgreatdifficultytoengineersandtechnicians.

Fig.1.Typicalsubwaytunnelconstructioncrossingapilegroupinacomplexurbanenvironment

Moreover,theconstructionsiteisanunfavourableseismicsection,andtheloadsufferedbythebridgepilefoundationisvery large.Hence,theactiveunderpinningmethodneedstobeadoptedtopreventpierdeformationresultingfromthesettlementof newunderpinningpilestoensurethesafetyofthebridgepanelandtheoriginalpileduringtheconstructionandoperation stages.

Fig.2.PilefoundationunderpinningschemeofShenzhenMetroLine10passingthroughthebridgepilefoundationgroup ofGuangzhou–Shenzhenhighway

Consideringthestressconversionmechanismofthepilefoundationunderpinningprocess,thekeystepistotransfertheload oftheoriginalpilefoundationtothenewunderpinningpilethroughtheunderpinningbeaminordertoreplacetheoriginalpile

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foundation with the new underpinning pile. Fig. And show the maximum principal stress variation of a typical nonunderpinningpileandatypicalunderpinningpile,respectively,beforeandafterthepilefoundationunderpinningprocess.

Fig.3.Stressvariationinatypicalnon-underpinnedpileduringpilefoundationunderpinning:(a)beforeunderpinningof pileR25,and(b)afterunderpinningofpileR25[24].

Fig.4.Stressvariationinatypicalunderpinnedpileduringpilefoundationunderpinning:(a)beforeunderpinningofpile R24,and(b)afterunderpinningofpileR24[24].

However, currently, research on pile foundation underpinning technology focuses on the design and optimization of the underpinning scheme, and studies on the corresponding force transfer mechanism and its influence on subway tunnel constructionarelimited.

Yuetal.[25]focusesonthereshapingprocessofrubble-pileasteroidsdrivenbymeteoriteimpacts.Amesoscaleclusterofsolid spheresisemployedastheprincipalmodelforarubble-pileasteroid,forwhichlittleisactuallyknownabouttheirinterior structureTheEigendecompositionrevealsaconnectionbetweenthecluster'sreactionsandthetypesofexternaldisturbance.

Poulos [26] presented some results of an analysisof piles near slopes in clayey soils. Schmidt [27] performed a series of laboratorymodeltestswithrigidmodelpilestostudythebehaviourofpilesinstalledatthecrestsoffourdifferentsandy slopes.Itwasfoundthatthehorizontalultimatecapacityofverticalpiledecreaseastheslopebecamesteeper.Bouafia& Bouguerra[28]andMezazigh&Levacher[29]performedcentrifugeteststostudytheresponsesofpilesin/nearaslopeunder lateralloads.

Chen&Martin[30]conductedextensiveFiniteElementanalysesofpileslocatednearslopecreststoevaluatetheeffectsof slopeandpileproximitytoslopecrestonthelateralresistanceandp-ycurvesofthesoil-pilesystem.Theirresultsshowthat forslopeangleslessthan45ºtheeffectofslopeonultimateloadcapacitybecomeslessthan10%fordistancesgreaterthan6 pilediameters,andthereforetheslopeeffectbeyondthatcanbeneglected.

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3 Modelling of Pile

3.1 Design of Pile foundation:

Itisbeenobtainedthatthepilefoundationwillbemodelledwiththeinvolvementofvariousstepsintothematterofdesignof specificrelevanceofthepiles.Forthedevelopmentofthepilesfoundationthefirststeptobemodelledisthemodellingofsoil which forms the environment/.surrounding around which the pile and the foundation will be laid. In the first the soil is basicallybeingmodelledintheformofcubicalstructurewhichformsthesurroundingsofthestructure.Fig showsthedesign ofsoilofthestructuretobedeveloped.

Fig5.DesignofSoil Fig6.Designofpile

Furthermore,afterthedesignofsoilthenextstepisdesignofpiles.Thepilesaredesignedwithrespecttothecylindricalshape objectswhichfurtherwillbedwelledwiththesoil.Pilesofvaryingdiameterswereusedforthedesignofcombinationofpiles andfoundation.Therewasavariationinthelengthaswellasdiameterinthedesignofpilesalsowithrespecttothatofthesoil.

Fig.7Differentsizesofsoilforembeddingpiles

(a) Divisionfordevelopmentofcap

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Fig9.DevelopmentofCap2

Further to development of the piles different caps with pile shaped and sized cavity holes were formed. Specifically two different pile cavity shaped caps were modelled which could be placed above and below the pile in respect to the soil. Furthermorethematerialisspecificallyassignedtodifferentmodelsnamelysoil,pilesandcapsrespectively.Eachmaterial propertyassignedisdifferentfromtheotheroneandthevaluesobtainedweredemonstratedaspertheresearchpapers.

Fig10.Assignmentofmaterialinrespectivemodels

Fig11Assemblyofallcomponentsforpiledesign

Fig12Assemblyofallmembersforpiledesign

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Furthermore, after assignment of materials and section to each elements like pile, soil, caps etc. separately they will be attached/assembledtogetherwithdifferenttechniques,inordertodevelopthefullmodelofpiledesign.

4 Pile Design Analysis

4.1 Meshing

Fig13Meshedmodeloftheassembledpiledesign

ForthedevelopmentofFEMmodelofpilesfoundationanalysis,thenextprocesstobedoneistomesh/discretizethewhole structures.Thedivisionsperformedatthetimeofmodellingofsoil,capswillbeusefulfordistinctionofdifferentmeshsizesas pertherequirementoffailuremodesandanalysisofthestructure.

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Fig14Contactdefinitionforpiledesign

Fig15Contactdefinitionforpiledesign

5 PARAMETRIC OPTIMIZATION OF PILE DESIGN SUBJECT TO STATIC LOADS

5.1 Introduction

Everyindustrial process/productoptimization begins withTaguchi'soptimization concept.However,duetoitsfailureto resolvemulti-objectiveoptimizationproblems,thisideologyisunderfireeverywhere.Tocombatthis,literatureemphasizes theuseoftheTaguchitechniqueincombinationwiththedesirefunctionapproach,TOPSIS,fuzzyinferencesystem(FIS), principalcomponentanalysis(PCA),andGreyrelationalanalysis.Thebasicgoalistoreduceanumberofobjectivestoasingle, equivalentobjectivefunctionthatcanthenbeoptimizedusingtheTaguchimethod.Thesemethods,however,arepredicatedon somepresumptions.

5.2 Taguchi’s S/N ratio for performance evaluation

A loss function exists that describes the deviation from the target (desired level) and is then converted to the S/N. The convertedS/Nratioislikewisedescribedasniceassessmentindex.Theleastversionandthegreatestlayoutareacquiredvia wayofmeansofreadingS/N ratio.The betterthe S/N ratio,the extra solidthepotential nice.Itadditionallyreducesthe sensitivityofthegadgetoverallperformancetosupplyofversion.

Table1Identifyingcontrolfactorsandtheirlevels Item

TherearethreeS/Nratiosofcommoninterestforoptimizationofstaticproblems:

Nominal-the-best/target-the-best

Inthisapproach,theclosertothetargetvalue,thebetterandthedeviationisquadratic

Theformulaforthesecharacteristicsis;

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Lower-is-better (LB)

Thelowerisbetterapproachheldwhenacompanydesiressmallervalues.Theformulaforthesecharacteristicsis;

Higher-is-better (HB)

Itisrequiredwhenamanufacturerdesireshighervaluesofacharacteristic.Theformulaforthesecharacteristicsis;

Here, istheaverageofobservedvalues; isthevarianceof ;and isthenumberofobservations. However,Taguchiapproachistakenintoconsiderationsimplestforsingle-goaloptimizationproblems.Itcan'tbeappliedfor buyingtheunmarriedmostexcellentplacingofsystemparametersthinkingaboutmultipleoverallperformanceparameter. Taguchi’sexperimentaltechniquehasbeenaccompaniedtolimitthetesttrails,andL16orthogonalarrayhasbeenusedto carryouttheexperimentalruns.Besides,ANOVAhasbeenaccomplishedtodiscovertheimportanceofsystemvariables.Blast Load,BondingStrengthandThicknessaretakenasenterparametersandmostdisplacementasaOutputparameters.

TaguchiArray L16(4^3) Factors: 3 Runs: 16

Table2DesignofexperimentL16orthogonalarray

Sr. No Theoretical Load (N) Applied Load (N/mm2) Total settlement (mm) 1 195 212 1.298 2 195 1018 1.314 3 195 1781 1.396 4 195 2460 1.389 5 980 212 2.125 6 980 1018 2.198 7 980 1781 2.179 8 980 2460 2.199 9 1764 212 2.919 10 1764 1018 2.979 11 1764 1781 3.011 12 1764 2460 3.121 13 2452 212 3.987 14 2452 1018 3.978 15 2452 1781 3.790 16 2452 2460 3.980

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Response Table for Signal to Noise Ratios

Largerisbetter

Response Table for Means

Table3SignaltoNoiseratios

Level Theoretical Load Applied Load 1 -1.434 4.710 2 11.033 7.644 3 9.709 8.247 4 11.183 9.888 Delta 12.617 5.178 Rank 1 2

Table4Means

Level Theoretical Load Applied Load 1 0.9721 2.5604 2 3.8712 2.8074 3 3.4209 3.1248 4 3.6775 3.4492 Delta 2.8991 0.8889 Rank 1 2

The Level 2 of A and level 4 for B gives the maximum settlement which shows in Fig. Interestingly A2B4 is the best combinationformaximumsettlement.Itcanbeseenthattheoreticalloadof980Nandappliedload2460Nandgivesthe optimumresultformaximumsettlementof3.980mm.

Fig.16Maineffectplotformeans

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Fig.17MaineffectplotforSNratios

Regression Equation

Inregressionmodel,theoreticalloadandappliedloadareindependentvariableandmaximumsettlementisadependent variable.

Inthismodel,therelationshipbetweentheoreticalloads,appliedloadandmaximumsettlementwereanalysed.

Totalsettlement=1.056+0.001029TheoreticalLoad+0.000396AppliedLoad

Table-5MaximumDisplacementNumericalvsRegressionequation

TotalSettlement Numerical RegressionEquation 1 1.298 1.265 2 1.314 1.296 3 1.396 1.327 4 1.389 1.354 5 2.125 2.072 6 2.198 2.104 7 2.179 2.134 8 2.199 2.161 9 2.919 2.879 10 2.979 2.911 11 3.011 2.941 12 3.121 2.968 13 3.987 3.587 14 3.978 3.619 15 3.790 3.649 16 3.980 3.676

S.No

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Fig.18Comparisonbetweennumericalandregressionmodel

ANOVA analysis

Byadjustingthetheoreticalloadandappliedload,thegoaloftheanalysisofvarianceistoidentifythekeyvariablesthat significantlyinfluencethemaximumsettlement.Thelevelofsignificanceofthefactors andhowtheparametersaffectthe answerarebothclearlyshownbyANOVAanalysis.Blastload,bondingstrength,andthicknessarethethreeprimaryfactors takenintoaccountinthisstudy.TheR2value(34.37percent)formaximumdisplacementisclearly shownbytheANOVA analysis.AhighR2valueshowsthatthetheoreticalandnumericalmodelsaremorecompatible.Here,thetheoreticalload's 0.030Pvalueisimportant.ThemainoutputofANOVAanalysisonvariancearrangedinTables6and7.LargerFvalue(5.94) indicatesthatthevariationoftheprocessparametermakeasignificantchangesonmaximumsettlement.

Table-6ANOVAformaximumsettlement

Source DF Adj SS Adj MS F-Value P-Value Regression 2 13.878 6.939 3.40 0.065

TheoreticalLoad 1 12.107 12.107 5.94 0.030 AppliedLoad 1 1.771 1.771 0.87 0.368

Error 13 26.495 2.038

Total 15 40.373

Table–7Coefficientformaximumdisplacement

Term Coef SE Coef T-Value P-Value VIF

Constant 1.056 0.888 1.19 0.256

TheoreticalLoad 0.001029 0.000422 2.44 0.030 1.00 AppliedLoad 0.000396 0.000425 0.93 0.368 1.00

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Table8ModelSummary

S R-sq R-sq(adj) R-sq(pred) 1.42761 34.37% 24.28% 6.41%

Paretochartshowsindicatethetheoreticalloadplaysasignificantroleforthemaximumsettlementfollowedbyappliedload. Figrepresentthenormalprobabilityplotformaximumsettlement.Itshowsthedataarefollowingnormaldistributioncurve, whichfitsthemodelsuitableforpredictionofmaximumdisplacementvalues.InFig.wecanseeonlyonevalueasaoutlier,soit provethefeasibilityofnumericalanalysis.

Fig.19Paretochart

Fig.20NormalProbabilityPlot

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Prediction

S/N Ratio Mean 13.2986 4.33506

6 CONCLUSIONS

Sizeofthepilesdevelopedwerevaryingfrom100mmto1000mmwithdifferentheightrangesvaryingfrom500mmto 2000mminordertoanalysetheperformanceofthestructurewithrespecttogeometricalparameters. 

Sizeofpilesweresubjectedtodifferentintensityofstaticloadsvaryingfrom195Nto2095N,inordertoattainthe variationorperformanceofthestructurewithrespecttothevaryingload. 

Magnitudeofdisplacementinpilesofsmallersizeislowerwithsamethicknessonactionofsameintensityblastloads. 

Magnitudeofstressesinpilesofsmallersizeislowerwithsamethicknessonactionofsameintensityblastloads 

Intensityofdisplacementineachpiledesigncombinationshowedanincreasewiththeenhancementintheintensityof blast loads. The maximum displacement of 3.98 mm happens at 2495 N load while at 195 N load the maximum displacementwas1.238mm. 

Intensityofstressesineachpiledesigncombinationshowedanincreasewiththeenhancementintheintensityofblast loads.Themaximumdisplacementof3.98mmhappensat2495Nloadwith2460N/mm2whileat195Nloadwith212 N/mm2 themaximumdisplacementwas1.238mm. 

ANOVAanalysisisalsocarriedtoanalysetheparametricperformanceofPiledesign. 

Taguchianalysisisperformedforanalysisoftheparametersofpiledesign 

Paretoanalysisshowstheblastloadappliedhasmoresignificantimpactthanthepressureappliedovertheareain performanceofthestructurewithrespecttothemaximumdeviationofthestructure.

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