Fig 1: TypicalPlacementofshearwall
Abstract When the vertical member is knocked down eitherduetonaturalorman madedestructionlikevehicular impact or due to fire hazard of the structure about that verticalmemberwillbetransferredtothenearbycolumnof that structure. Therefore, this study is carried out to irregular multi storey structure under different location columnremoval considerationlikecornercolumn,middle columnandinteriorcolumn.Theanalysisiscarriedoutusing ETABS software. to evaluate the demand capacity ration (DCR), the ratio of the member as per general services administration (GSA) guidelines. In this study collapse of columnduetoaccidentalloading,theloadsaredistributedto adjoinmember.TheDCRvalueismorethanthelimit(1.5) thestructureisunsafe.Theadjacentmembersaretreated hassafeasDCRvaluelessthan1.5.Asattemptedismadeto control progressive collapse by providing shear wall the nearesttheaccidentalcollapsedcolumn.
Key Words: General Service administration, demand capacity ratio, Shear wall.
1. INTRODUCTION
International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 09 Issue: 01 | Jan 2022 www.irjet.net p ISSN: 2395 0072 © 2021, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page234 CONTROL OF PROGRESSIVE COLLAPSE OF THE STRUCTURE USING SHEAR WALL SHIVUKUMARANAIKA M1 , Dr H R PRABHAKARA2 , 1PG Student(CADS), Department of civil Engineering, University BDT College of Engineering, Davangere 577004, Karnataka, India 2Professor, Department of Civil Engineering, University BTD College of Engineering, Davangere 577004, Karnataka, India ***
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1.2 GUIDELINES
Oneormorethanoneverticallyloadcarryingmembersare removed or made the enter structure begins to collapse progressively.Whentheverticalmemberisknockeddown eitherduetonaturalorman madedestructionlikevehicular impactor dueto firehazard or maybedueto seismicthe weightofthestructureaboutthatverticalmemberwillbe transferred to the nearby column of that structure. When collapseofcolumnduetoaccidentalloading,theloads are distributedto adjoinmember. Therefore the DCR value of members changes. The adjacent members are treated has safe as DCR value less than 1.5. As attempted is made to control progressive collapse by providing shear wall the nearest the accidental collapsed column. Progressive collapse normally may occur when the loading condition is abnormal or un symmetrically excess. Abnormal acting loads will generally be acting for a comparativelyshorterdurationwhencomparedwith ordinary loading condition. An ordinary structure in general will not be designed for these types of abnormal loading conditions. Hence when such structures as a result of this, situations progressive collapsemaytakeplace.
1.1 SHEAR WALL
A Shear wall can be called as a structural component in a giveRCstructurewhichisprovidedresistancetotheforces likewindorseismicwhichareactinginhorizontalaxis.In mostofthescenarioshearwallisusedintallbuildingeven though it is in small buildings in some of the exceptional cases.Thesearecommonlyusedintallstructuresasthetall structuresareexposedtolateralforcesveryoften.Hence,in order to add more stiffness to the structure shear wall is used or introduced. In any tall structure the effect of the forces acting in horizontal axis increase as its height increases. Since the codes have provided limitations on lateral sway it becomes very important to limit the structure’s sway within the permitted values. Once of the waytoachievethisisbyincreasingthestiffnessduetothe introductionofshearwall.
GeneralServiceAdministration(GSA2003)haslistedouta setofguidelinesinorderascertainthepossibleprogressive collapsesituation.GSAspellsoutlocalitiesofthecolumnsto betakenoutaslistedbelow.Removingthecornercolumn, Removing the exterior middle column removal in the structureandRemovingtheinteriorcolumns
International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 09 Issue: 01 | Jan 2022 www.irjet.net p ISSN: 2395 0072 © 2021, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page235 Forthepurposestaticanalysis,GSAhasrecommendeda generalizedloadingfactor.Thisisrepresentedintheformof anequationasshownbelow Load=2(DL+0.25LL) Where, DL=DeadLoad&LL=Liveload For both primary & secondary structural elements the acceptance criteria can be established as DCR Demand CapacityRatioasshownintheequationbelow DCR= Where,QUD/QCEQUD=Acting force also called as the demand obtainedasthecomponentorjoint(moments,shearforces, axialforcesandprobablecombinedforces)obtainedusing linear elastic analysis. QCE = Expected an ultimate & un factoredcapacityofanelementorajoint(moments,shear forces,axialforcesandprobablecombinedforces) PermissibleDCRvaluessuggestedbyGSAare: DCRlowerthan2.0foratypicalstructuralconfiguration DCR lower than 1.5 for an untypical structural DCRconfigurationvaluewhich exceeds the permissible value will be treatedascollapsedorseverelydamaged.Whilecalculating thecapacityofacomponentoraconnection,GSAguidelines suggestsenhancingthestrengthofthedesignmaterialbya factor called strength increase in order to obtain the materialstrengthaspertheexpectation. 2 BUILDING CONFIGURATION Apublicbuildingistakenintoconsiderationwherewehave verities of occupancy. The structure total length in X directionis39.4mandthetotallengthinYdirectionis33m. The structural details are: Height between floors= 3.5 m, Columnsize=400mmx400mmandSlabdepth=175mm Buildingheight=37 m. Material details : Concrete=M40, Steel = Fe550and Concrete density = 25KN/m3 Section details : Beam = 300mmx600mm & 400mmx600mm Column=400mmx400mmSlab=175mm.However,while modellingthisbuildingwehavefollowedIS:875part2for imposedload. Fig-2: PlanoftheBuilding 2.1 CASES CONSIDERED RemovingColumnsAtCorner CASE 1: ColumnOnGridA2&B2 RemovingColumnsAtMiddle CASE 2: ColumnOnGridF7&G7 RemovingColumnsAtInterior CASE 3: ColumnOnGridB5&C5 Fig 2: ThreeCasesdefined 3. RESULTS AND DISCUSSION indicates the column is removed due to the load of the structurearoundthatverticalmemberwillbetransferredto the nearby column of the structure due to natural or manmade destruction such as vehicular impact or fire hazard.WhentheC26&C27columnremovedin1stfloorand theremovedcolumnadjacentcolumnareC25,C28,C07,C10, C13,&C16ismoreaffected inagroundfloor,1st floor,2nd floor&3rd floor.Thehigherstoriesarelessaffected.Inthis column removed the DCR value comes more than 1.5 its indicatestheprogressivecollapseofthestructure.TheDRC valueisdecreasetohigherstory.Thetable6.6isindicates theshearwallisprovidedinaaccidentallycollapsecolumn removedlocation.Theshearwallisgivesmorestiffnessand reduceloadinasurroundingcolumn.ToreduceDRCvalueis lessthan1.5. all ofthestructurescolumnsshould besafe. Same produce to continue in corner column removed and interiorcolumnremovedcondition.
International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 09 Issue: 01 | Jan 2022 www.irjet.net p ISSN: 2395 0072 © 2021, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page236 Fig 3: cornercolumnremovedDCRvaluesv/snumberof story Fig 4: shearwallprovidedatcornercolumnDCRvalues v/sNumberofstory Fig 5: ExteriormiddlecolumnremovedDCRvaluesv/s numberofstory Fig 6: shearwallprovidedatexteriorcolumnremoved DCRvaluev/snumberofstory Fig 7: InteriorcolumnremovedDCRvaluev/snumberof story Fig 8: shearwallprovideatinteriorcolumnDCRvaluev/s numberofstory
International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 09 Issue: 01 | Jan 2022 www.irjet.net p ISSN: 2395 0072 © 2021, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page237 GraphicalRepresentationoftheDCRValues Chart 1:cornercolumnremovedDCRvaluev/s surroundingremovedcolumn Chart 2:shearwallprovidedatcornercolumnDCR valuev/ssurroundingremovedcolumn Chart 3:exteriormiddlecolumnremovedDCRvalue v/ssurroundingremovedcolumn Chart 4:shearwallprovidedatexteriorcolumnremoved DCRvaluev/sSurroundingremovedcolumn Chart 5:interiorcolumnremovedDCRvaluev/s surroundingremovedcolumn Chart 6: shearwallprovidedatinteriorcolumnDCRvalue v/ssurroundingremovedcolumn
Thestudywasconductedonthecolumnswereremovedfor progressivecollapseandanalysiswasperformed.TheDCR valuesshouldbetaken.Thefollowingmajorfindingcanbe obtainedfromastudyofa10storystructureforprogressive collapse.
2. In place of shear wall we can also introduce bracings and understand the performance and contribution of these bracings during the progressivecollapses.
International Journal of Engineering Research Structures,Vol.2,Issue4 [2] Jinkoo Kim and Sumin Hong. (2011) “Progressive collapse performance of irregular buildings” International Journal of Engineering Research Structures.DesignTallSpec.Build.20,721 734 [3] Preeti K and Satone S.R (2012) “Progressive Collapse Analysis Of Building” International Journal of Engineering Research and Applications. ISSN: 2248 9622www.ijera.comVol.2,Issue4,pp.742 745 [4] PotentialGururaja.BandSridhar.R(2015)“ProgressiveCollapseofIrregularConcreteBuilding”IOSRJournalof MechanicalandCivilEngineering,ISSN:2278 1684,p ISSN:2320 334X,PP67 70 RamShankarSinghandYusufJamal(2015)“Progressive CollapseAnalysisofReinforcedConcreteSymmetrical and Unsymmetrical Framed Structures by Etabs”
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“Progressive CollapseAnalysisofaMulti storeyRCCbuildingusing PushoverAnalysis”International
1. Inpresentstudywehaveintroducedconcreteshear wallsinplaceofremovedcolumns.However,itis possibletointroduceotherformsofshearwallslike steel shear wall, hollow cement concrete block shearwallwithreinforcementinhollowplacesetc.
International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 09 Issue: 01 | Jan 2022 www.irjet.net p ISSN: 2395 0072 © 2021, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page238 3. CONCLUSIONS
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inEngineering,ISSN 2395 4396,Vol 2Issue 5 [8] AnuThampyandHannaPaulose.(2017)“AssessmentOf ProgressiveCollapsePotentialInRegularAndIrregular RCStructuresUsingLinearStaticAnalysis”International Journal of Advance Engineering and Research Development(IJAERD)Volume4,Issue6,e ISSN:2348 4470,print ISSN:2348 6406 [9] ManjariAandSuryaTeja(2018)“Progressivecollapse of RC framed structure Due to column loss scenario” International Journal for Research in Engineering Application&Management(IJREAM)ISSN:2454 9150 Vol 04,Issue 02, [10] RoniSuhendra,ZulfikarDjauhari,ReniSuryanita,and EnnoYuniarto(2019)“Effectofflatslabtoprogressive collapseonirregularstructuresbuilding” [11] Kavya G R and Shivaraju. G. D (2019) “Review on Progressive Collapse of Building Structure” International Journal of Engineering Research & Technology,ISSN:2278 0181,Vol.8Issue06 BIOGRAPHIES Mr.ShivukumaranaikaM PGStudent(CADS),Departmentof civil UniversityEngineering,BDT College of Engineering, Davangere 577004, Karnataka,India Dr.HR Professor,PRABHAKARADepartment of Civil Engineering, University BTD CollegeofEngineering,Davangere 577004,Karnataka,India
“Progressive Collapse Analysis Of Existing Rc Buildings Using Linear Static Analysis” International
REFERENCES
ISSN:2278 0181 [7] Vidya
TheDCRvalueofallstructuralelementsiswithin thelimit(1.5). Duetocollapseforaccidentalfailureforacolumnin afirstfloor.TheDCRvalueinsomeofthecolumnin groundfloor,1stfloor,2ndfloorand3rdfloorgreater thanlimit(1.5)forirregularstructure.
Thecolumnwasremovedinthelowerstories,the DCRvalueisvalueishigher.Thenthere’sahigher storeytheDCRvalueisreallylow. TheDCRvalueofthememberisreducetoavalue lessthanlimit(1.5).byprovidingshearwallinthe floorinwhichthecolumnhascollapse.
& Technology,
Theprogressivecollapseofthestructureduetoaccidental failure of the columns. The collapse can be controlled by providingtheshearwallintherespectivefloor. SCOPE FOR FUTURE STUDY
International Journal of Innovative Research in Advanced Engineering, ISSN: 2349 2763 Issue 12, Volume2 Jeyanthi R and Mohan Kumar S (2016) JournalofEngineering Research ISSN: 2278 0181. V (2016) JournalforResearch
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