ANALYSIS OF HIGH RISE SILO ON THE BASIS OF DIFFERENT LOAD WITH SHEAR WALL

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ANALYSIS OF HIGH RISE SILO ON THE BASIS OF DIFFERENT LOAD WITH SHEAR WALL

1 M.Tech Scholar, Dept. of Civil Engineering, Shri Rawatpura Sarkar University, Raipur

2 Assistant Professor, Dept. of Civil Engineering, Shri Rawatpura Sarkar University, Raipur

3 Assistant Professor, Dept. of Civil Engineering, Shri Rawatpura Sarkar University, Raipur

4 Assistant Professor, Dept. of Civil Engineering, RSR Rungta College of Engineering and Technology, Bhilai ***

Abstract - Shells with various shapes are being studied. B. Elliptical hemispherical, conical, and cylindrical shells. These structures usually fail by spasming with external pressure. Cylindrical steel silos are large, slender structures used to store materials such as cement, grain, flyash, soot, and coal sawdust. Theyare specializedstructures,subject to a variety of unconventional loading conditions ranging from tons tohundredstothousandsof tons,leadingto unusual failure modes. The main purpose of this work is to extend our currentknowledgeof silo strengthand buckling/collapse. In particular, referring to the construction of steel silos on individual supports, itis toprovide practicaland valuable design assistance for the design and construction of futuresilos, andtodevelopnew ones.Investigative aspects for further investigation. In this work, steel silo structures were considered according to literature data and different shear wall curvatures wereapplied. Themethod applied inthiswork is ResponseSpectrumAnalysis,a robustdynamicanalysistool inSTAAD.Pro.The currentstudycompares thelateralanalysis ofsteelsilo structures with differentmodeltypesandprovides the best compared to specific structure types and literaturebased structures.

1. INTRODUCTION

Containers forstoringbulkmaterialsarecommonlycalled bunkers,bunkers, silos,or tanks.Althoughthereareno generally accepteddefinitionsfor each of these terms, shallowbins such ascoal, coke, ore, crushed stone,and gravelare often called bins or bunkers, andare used to storematerials such as grain andcement. Tall binsare usuallycalledsilos.Inthiswork,siloisagenerictermforall steel structures forstoringbulkmaterials. The steelsiloisprimarilyamuchlighterstructure,canbequickly assembledanddismantled, carriesloadsthrough variousstructural mechanisms,and deforms easilyand reversiblywhensubjectedtounbalancedloads.Andunlike concretesilos,theloadonthefoundationisless.Steelsilos arethereforewidely used forshort-termand long-term storage of largeamountsof bulkmaterialsandare increasingly beingbuilt in recent years in many industriessuch asmining, chemical, power generation,

agricultureandfoodprocessing.Commonsteelsilos[29]are usuallycircularincross-sectionandmaybeabovegroundor elevated.Atypicaltowersilogenerallyconsistsofaconical roof,acylindricalshellandaconicalhopper,whichcanbe supportedbyasupporting apronorseparatesupports. Theconnectionbetween vertical wall andfunneliscalledtransition.The transitionis usually providedwitharigidring.Inpractice,therearemanyforms ofsupport,whichlocallycontacttheshell,andwhichmaybe describedasdiscretesupports.Columnsofvariouswidths havebeenwidelyusedassupportsandthesemayterminate belowthetransitionjunction,extendtotheeavesorengage into the shell for a short distance. In this work, the term ‘discretely supported silo’ is used to mean that the silo cylinderisdirectlysupportedonlocalsupportsofadefined width

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engineers.Toolsforsteelconstructionareplentifulandfar moreadvancedthantoolsforothersystems.Fullintegration between analysis, design, detailing and manufacturing softwareisnowused.Sustainabilityisthemiddlenamefor structuralsteel.Mildsteelisthemostrecycledmaterialon earth.Today'smildsteelconsistsof88%recycledproducts andinthefutureitwillbefullyrecyclableandcanbereused withoutfurthertreatment.Structuralsteelbuildingscanbe modifiedforfuturenewapplicationsandloadingconditions, verticalexpansionandchanges.Atypicalsteelcolumntakes up75%lessfloorspacethanacomparableconcretecolumn.

Figure 1.2 SectionalElevationofSilo

TYPES OF SILOS:-

Cement Storage Silos

Tower Silo

1.1 SUITABILITY OF STEEL STRUCTURE

Industrialbuildingsaregenerallydesignedasenclosures that provide functional space for internal activities that involvetheuseofoverheadcranesandoverheadequipment. Variousformsofconstructionhavebeendevelopedoverthe last 30 years to optimize the cost of steel construction in relation to the space provided. Moreover, their design is highlystandardizedaroundtheworld,whichposesadifficult probleminthecontextofindustrialriskassessmentsrelated to external hazards such as earthquakes and wind. Their dynamic response is non-trivial given the associated susceptibilitytoinfluenceearthquakedamage.Bulkmaterial storage is therefore an important aspect in any industrial building. Mild steel is manufactured in workshops, which makesconstructionmoreproductive.Integrationintoother buildingsystemsandrapidassemblyatanytimeoftheyear withminimalon-sitewasteisachievableonlywithstructural steel.Architectscelebratethenaturalbeautyofsteelandlook forwardtoincorporatingitintothedesignofstructuresto emphasize the elegance, slenderness, strength and transparencyoftheframe.

FreeExpressionNootherframematerial matchesmild steelinitsabilitytoencouragedesigncreativity.Mildsteel continues to be the most desirable material for civil

Figure 1.1.1 Elevationand3-Dviewoftypicalsilo structure

1.2 LOADS ACTING ON SILOS

Silosaresubjectedtodifferenttypesofshocksandloads As per Indian Standard Code, IS: 875: 1987 Part I-V, the followinglistofloadsaretobetakenforsilo: weightofstructuralmaterial StorageMaterialWeight RoofandFloorForce Windload

Imposedloadsanddeformationload

1.3 FAILURE MODES IN STEEL SILOS

2. HEADING 2

Assilosareexposedtodifferentloadconditions,different failuremodescanoccur.Nevertheless,acriticalstateofwall stress usually ultimately leads to one of the few failure modes.Thesecanbebrieflylistedasfollows:

For the cylindrical shell bursting

1.Bucklingunderaxial(vertical)compression 2.Hoop(ring)bucklingundercompression 3.Membraneshearbuckling

4.Localcollapsenearsilosupport

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For the conical hopper

1.Collapseorburstofhopperbody 2.Plasticcollapseorburstofhopper/ringconnection 3.Fortransitionring 4.Bucklingofthetransitionring 5.Plasticcollapseofthetransitionring

6.Directsupportatlocalsupportsofdefinedwidth.

For the transition ring

1. TransitionRingBuckle

2. plasticcollapsationofthetransitionring.

1.4 EARTHQUAKE EFFECT ON SILO STRUCTURE

Severalrepresentativesiloshavebeendamagedorcollapsed inrecentearthquakesaroundtheworld.Earthquakesoften causesilodamageand/orcollapse,resultinginsignificant economiclossaswellaslossoflife.Seismicgroundmotion has three components and produces two structural loads: verticalandhorizontal.Theeffectsofverticalseismicloads onrelativelyheavysilodesignsareusuallysmall,whilethe effects of lateral loads can be significant, especially in tall silos containing heavy materials. Horizontal seismic load magnitudeisdirectlyproportionaltotheweightofthesilo. Thehigherthesiloheight,thehigherthecenterofgravityof thesilostructure.Assumingthatthehorizontalseismicload isappliedapproximatelyatthecenterofmass,themoment armofthelateralloadandcorrespondingbendingmoment at the base will increase. The increased bending moment results in an uneven distribution of pressure on the silo floor,whichcanbesignificantlygreaterthanthepressure duetogravity.Anearthquakecanalsodamagethetopofa silo if the materials contained in the silo are allowed to vibrateinsidethesiloduringanearthquake

2. LITERATURE REVIEW

Rotter (1990) [1] describedtheresultsofastudyonelasticplastic collapse of axially loaded internally pressurized perfectthincylindricalshellsadjacenttotheshellsupport. Thefailuremodeoftenknownas"elephant'sfoot"buckling which governs the design of many practical bin, silo, and tankstructureswerestudied.Theresultsarecomparedwith previous design recommendations and a new simple equationisproposedforuseindesign

Alauddin and Ahmad (1995) [3] didfullscaleanalysisof circularsilohavingdifferenttypesofsupportsandsubjected tovariousloadingconditionsrevealedthattheconventional method is not adequate in predicting the values of stress resultantsrequiredfordesignofasilo.

Teng (1997) [4] investigatedtheeffectsofvariousfactors ontheplasticout-of-planebucklingbehaviorandstrengthof ringbeam,leadingtotheeventualdevelopmentofasimple plasticbucklingapproximation for design use. Anannular plate ring beam at the transition junction of a uniformlysupported steel silo or tank is subject to a large circumferential compressive forcederivedfromthe radial componentofthemeridionaltensionintheconicalhopper. Underthiscompressiveforce,theringbeammayfailinone ofseveralpossiblemodes,includingout-of-planebuckling.

Croll (2006) [5] whenthincylindricalshellwallsoftanks and silos are subject to combinations of internal pressure andaxialcompression,localformofbucklingfailureoccur. They are axis symmetric and influenced by the end or intermediate support conditions. This paper outlines the basis of an analytical solution to the inherently nonlinear elastic–plasticbucklingintoaxisymmetricmodes.

Bischoff (2008) [6] 3-Danalysesofshellscomparing3Dshell foundations, three dimensional solid elements and surface-orientedshellformulationweredone.Comparisonis madewiththeoreticalformulation,finiteelementtechnology andconsistency.Advantagesanddrawbacksofthedifferent conceptsarediscussed.Distinguishedthecaseofthinshells, werelockingeffectplayapredominantroleandtheanalysis of 3D structure. A dilemma appeared, it is impossible to designanelementwhichis completelyfreeoflockingand passesthepatchtestatthesametime.

Dash and Raju (2008) [7] studiedthebuckingbehaviorof compression loaded composite cylindrical shells wit reinforced cut-outs by ANSYS. They consider composite loaded composite cylindrical circular shells for buckling analysis. The effect of cut-outs and how their position influencesthe bucklingstrengthoftheshell werestudied. Thepresenceofcutoutscanincreasethedeformationand stressconcentrationaroundit.Also,criticalloadingcanbe increasedbyreinforcingthecutouts.

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SteelSiloWallThickness 10mm–40mm

TotalHeightofSteelSilo 11.5m

SiloCylinderDiameter 1.6m BehaviourofMaterial IsotropicandElastic Young'sModulus 21000MPa Poisson'sratio 0.3 massdensity 7800kg/m3

The loading on the structure is considered as per following calculations

UnitweightofIronores 37.0kN/m2 Diameter(d)ofcircularsilo 7.00m Height (h1) of cylindrical portion of circularsilo 8.05m

Height(h2)ofHopperportion 3.50m

WeightofRoof 18.5kN

Sizeofcolumndiameter 500mm StiffenersofSizeISA70x70x8mm 0.083kN/m SpacingofHorizontalstiffener 1.10m

Spacing of vertical stiffener are staggeredwithspacing 0.88m

Sizeofopening 500mmdiameter Weightoflining(assumed) 0.25kN/m2

Weightoftopcoverwithgritting 4kN/m2 Equipmentload(assumed) 15kN Chuteload(underchokedcondition) 10kN Conveyorload 5kN

Unitweightofplate 0.628kN/m2

Earthquake load for the structure has been calculated as perIS-1893(Part 1):2002

Zone(Z) II

ResponseReductionFactor(RF)For BracedFrame 4

ImportanceFactor(I) 1.5 Soilcondition Medium Zonefactor 0.1

DampingRatio(DM) 0.02

Wind load for the structure has been calculated as per IS 875 (part-3)

Windspeed 6kmph(average) Terraincategory 2 Structureclass B Riskcoefficient(k1 factor) 1 Topography(k3 factor) 1

Temperature forces data Coefficient of thermal expansion α in °Kofsteel 12X10-6

Temperaturedifferencetaken 20°C

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4. RESULTS AND DISCUSSIONS

4.1 MAXIMUM DISPLACEMENT

Table 4.1 Comparisonofmaximumdisplacementresults fordifferenttypeofstructure

Thickne ss of Plate

Shear Wall-A Shear Wall-B Shear Wall-C Shear Wall-D (mm) [Present] [Present] [Present] [Present]

10 41.3037 49.6479 57.9921 66.3362 20 25.3038 31.218 37.1322 43.0464

25 0.0124 0.0149 0.0174 0.0199 30 -0.0768 -0.0878 -0.0989 -0.1099 40 -0.1074 -0.129 -0.1505 -0.1721

4.3 COMPARISON OF FREQUENCY (HZ) DUE TO SEISMIC ANALYSIS

Table 4.3 Comparisonoffrequency(Hz)duetoseismic analysisfordifferentstructuretypewithsixmodes

Mode Shear Wall-A Shear Wall-B Shear Wall-C Shear Wall-D [Present] [Present] [Present] Present

1 4.13 4.25 4.19 5.09

2 5.48 6.47 7.87 7.26

3 5.99 7.17 8.07 7.97

4 6.48 7.22 8.68 8.09

5 6.77 7.98 9.19 8.90

4.2 MAXIMUM VON-MISES STRESS

Table 4.2 Comparisonofmaximumvon-misesstress resultsfordifferenttypeofstructure

Thickne ss of Plate Shear WallA Shear Wall-B Shear Wall-C Shear Wall-D (mm) [Present] Present Present Present

10 195.11 234.53 273.95 313.37 20 238.53 294.28 350.03 405.78

25 1866.48 2238.62 2610.76 2982.89 30 2384.79 2727.93 3071.07 3414.20 40 1508.60 1811.59 2114.58 2417.57

6 7.187 8.323 9.208 11.085

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5. CONCLUSIONS

Analysisofalltypesofstructuresanddiscussionofallresults led to the following conclusions. A structure using earthquake-resistantwalls.

• From this work there is good agreement between the responsespectrumanalysisperformedtodeterminethesite shearwalleffectontheseismicbehaviorofthebuildingand thebehaviorofthestructure.

•Itisalsoconcludedthatsteelsilostructureswithincreased plate thickness also have reduced displacements from all structure types considered in this work, but from an economic point of view the cost increases with increased platethickness.Iwas.

•Inthisstudy,wealsofoundthatthefrequencygeneration of the structure was lower in Shear Wall A type for 6 differentmodes.

• For a 100 tonne capacity steel silo design, 10mm wall thickness and 3mm ring reinforcement, the design under consideration provides a significant increase in design stability,butShearwall-Adoesnotconformtothespecified type and literature. Provides more reliable performance comparedtoThemainadvantageofsteelsiloconstruction compared to concrete silo is that steel silo is cheaper comparedtoconcretesiloconstruction,solesstimeandcost comparedtoconcretesiloconstructionduetothedamage causedduringconstruction.canbere-installedwith

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