Issuu

1.11.INTRODUCTIONGeneral

2. LITERATURE REVIEW

Thedesignformulasaremostlyforbolted flangeunder tensionatthemoment.Theyarenotintendedforstructural columns in multi story buildings, but they do provide a theoreticalfoundationforfutureflangeconnectionresearch. Becauseitissubjectedtoacomplexcombinationofforces, thestructuralcolumn'sperformanceismorecomplicated.

2.1 REVIEW OF LITERATURE

International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 08 Issue: 12 | Dec 2021 www.irjet.net p ISSN: 2395 0072 © 2021, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page1480 PERFORMANCE ANALYSIS OF BOLTED FLANGE CONNECTIONS IN PREFABRICATED HIGH-RISE STRUCTURES LITERATURE REVIEW Aysha Sharvana P1 , Nivetha John2 , Anila Dani D.A3 1II Year, M.E(Structural), RVS Technical Campus, Coimbatore, Tamil Nadu, India 2Assistant Professor, Dept. of Civil Engineering, RVS Technical Campus, Coimbatore, Tamil Nadu, India *** Abstract - Prefabricated steel structures aid in reducing labour intensity and speeding up the construction process. They'repopularinlow risebuildings,butthey'rerarelyseenin multi story structures. Bolted flange connections have been studied all over the world, although they have mostly focused on pipeline and tower constructions, with only a few studies focusingon multi high risestructures.Thisdocumentprovides brief summaries of several studies on bolted flange connections and high rise structures that can aid in the investigationoftheefficacyof prefabricatedsteelstructuresin high rise buildings. The bearing performance of a bolted flange connection, a modular prefabricated high rise steel frame structure with diagonal braces, a beam column joint used in a modularized prefabricated steel structure, seismic performance of a new light frame cold formed steel frame system, glass reinforced plastics, the evolution of precasting technology in high rise residential developments, damage to steel buildings observed during earthquakes, and more are among the studies presented. A test programme on bolted flange plate connections used in circular tubular structures, non linear analysis of a telecommunication tower with circular flange bolted connections, bending behaviour of flange plateconnectionsunderpure bending,connectionsfor squarehollowsections,asimplified nonlinear dynamic model withbi connectionsknowledgehollowelementconnectionslinearsprings,atestprogrammeonboltedflangeplateusedincirculartubularstructures,afinitemethodbasedyieldloaddeterminationprocedureforstructuralTheseliteraturesprovidetheoreticalabouttheperformanceofboltedflangeinhighrisestructures.

Prefabricated steel structures can be built using a standardised design, industrial manufacture, and on site assembly, reducing labour intensity and speeding up the constructionprocess.Inmanynations,prefabricatedsteel constructions have become a popular building type. Prefabricated steel constructions, on the other hand, are common in low rise buildings and are rarely employed in multi storyprojects.Thebolted flangeconnectionisanovel method of installing rectangular hollow section (RHS) columnsinprefabricatedmulti high risesteelconstructions that must withstand bending moment and shear under continuous, live wind loads or earthquakes (X.C. Liu et al. 2018). Because the applied force is different, the performance of a bolted flange connection used in a structural column differs from that of a bolted flange connectionusedinapipe. Only equal strength columns can be welded together; otherwise,toomanyboltsarerequired,limitingtheuseof bolted connections between columns and lengthening the buildingperiod.Theengineeringpractise,ontheotherhand, revealedthattheflangeconnectionmaybeutilisedinmulti story constructions. Bolted flange connections are commonly employed in pipelines, pressure containers, carrier rockets, and spacecraft, and they are primarily utilisedtosupporttension.Researchershaveresearchedthe discontinuous and nonlinear changes in the stiffness of flangesundertensionandhavecomeupwithanumberof solidanddependableconclusions.

Key Words: prefabricated steel structures, bolted flange connection,high risebuildings.

1.2 Scope of the study

Variousstudieshavebeenconductedbyscholarsaboutthe performance of bolted flange connections for various applications.Thesestudiescanhelptoanalysethestructural performance of bolted flange connections in high rise structures.

Thebearingperformanceofa bolted flangeconnection underbendingmomentandshearwasexaminedby X.C. Liu

H. Kurz and E. Roos (2012) presentedapaperwiththe purposeofallowingchemicalplantoperatorstodesignand operateglass reinforced plastics(GRP)pipeworkwithgrp flanges at temperatures up to 80 °C utilising polytetraflourethylene (PTFE) gaskets to replace the obligatory rubber gaskets. In order to investigate the boundaryconditionsinboltedflangeconnectionswithglass fiberreinforcedplasticflanges inaccordancewithDINEN 13555,variousgasketsmadeof rubber(EPDM)andPTFE were investigated. Under the conditions of bolted flange connections with grp flanges, the rubber gasket and the PTFE basedgasketwithaPTFE diffusionbarriermeetthe TALuftleakageratecriteria.Themechanicalbehaviourof DN50boltedflangeconnectionswithgrpflangeswasstudied andistakenintoaccountinanewcalculationprocedurethat accountsforthespecificmaterialpropertiesofgrpandthus allows higher bolt forces, resulting in increased plant tightnessandoperationalreliability.Todesignboltedflange connections with grp flanges, this draught technique includingexperimentalpre tests(alreadyrequiredbyDIN 16966)isnowavailable.

presenceofanaxillaryplateatthechord'sendincreasesthe joint's ductility, energy dissipation, and plastic rotation dissipationtotrussgreatlycapabilitygreatly.Theultimatebearingcapacityofthejointisreducedwhenthechordandwebthicknessofthebeamarereduced,howeverthisisnotlinearlyrelatedthesectionareaandhasnoeffectonductilityorenergycapacity.

X.C. Liu et al. (2017) suggested the modular prefabricatedhigh risesteelframestructurewithdiagonal bracingasanovelformofprefabricatedsteelstructure.The

L. Jailon and C.S. Poon (2009) investigatedthegrowthof precastingtechnologyinHongKong'shigh riseresidential constructions, as well as the technical influences in both sectors. A database of 179 prefabricated residential buildings was created, and five residential projects were

International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 08 Issue: 12 | Dec 2021 www.irjet.net p ISSN: 2395 0072 © 2021, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page1481 et al. (2018). Statictestsandfiniteelementanalysis(FEA) were performed on 12 column to column bolted flange connections with various flange thicknesses, bolt edge lengths,flangeedgewidths,andboltholediameters,aswell asonecolumnthatwasnotconnected.Thetestwasingood agreementwiththeFEA,indicatingthattheFEAiscorrect. werethebearingpryingTheandactiondiscovered.andstrength,width,Theeffectsofflangethickness,boltedgedistance,flangeedgeandboltholediameteronconnectionstiffnessandbolttension,andcontactforcewereinvestigated,theconnection'sfailuremodeandmechanismwereOntheflangecontactsurface,asignificantpryingoccurred,increasingbolttensioninthetensileregioncausingtensionandbendingmomentintheboltshanks.thicknessoftheflangehadasignificantimpactontheforce,whileotherparametershadaminorimpact.Themechanismoftheconnectionwasdiscoveredusingyieldlinetheory.Theyieldbearingcapacityformulasproposed,andthetestandFEAresultsconfirmedthem.

prefabricatedreferencesDiagonalSpecificationscompiledmodularsummarisedprocesanalysisinusedresponseanalysesresearchedaelasticmechanicalproperties,failuremode,failuremechanism,andplasticdevelopmentlawsoftheT30building,whichishotelbuildingwith30storeysaboveground,wereusingelasticandelasticplasticdesignandundervariousloadscenariosandcombinations.Thespectrumandelastictimehistorymethodsweretoanalysetheinternalforceanddisplacementresponsefrequentearthquakes,whilestaticelasticplasticpushoverwasusedinrareearthquakes.Themethodsandsesofelasticandelasticplasticstructuraldesignareinthiswork.ThedesignmethodforthistypeofprefabricatedhighrisesteelstructurehasbeenintoadesignspecificationcalledTechnicalforPrefabricatedSteelFrameStructurewithBracingJoints,andthestudyprovidesimportantforthedesignofthistypeofmodularhighrisesteelstructure.

X.C. Liu et al. (2015) proposedafactory weldedbeam column junction for usage in a modularized prefabricated steel construction. Using model testing and finite element analysis,theseismicandstaticperformanceoffourfull size joints was investigated under monotonic static and cyclic rotationseismicmeetmechanicalmajorexperimentbeamvariouscapabilitytrusscapacity.dissipation,behaviour,loads.Wediscoveredtherulesofhystereticbehaviour,staticductilityperformance,skeletoncurve,stiffnessenergydissipationcapacity,androtationalTheinfluenceofthewebandchordthicknessofthebeamonthejoint'sstaticperformanceandseismicwasinvestigated.Theinfluenceofweldqualityonjointperformanceswasalsoinvestigated.Theweldedcolumnjoint'ssimplifiedequationsagreewellwiththedata.Thestudyfoundthatweldqualityhasaimpactonthefailuremechanismandvariouspropertiesofweldedjoints;equalstrengthweldsthestaticstrengthrequirement,butelastoplasticcriteriaaredifficulttomeet.Thejointhasahighstiffnessandahighultimatebearingcapacity.The

T.N. Dao and J.W. van de Lindt (2013) described the methodology and findings of a study that looked at the seismicperformanceofanewlight framecold formedsteel framesystem.Floortrusses,openpanels,V bracedpanels, columns, and connections are all part of the system. Subassembliesweresubjectedtoaseriesofreversed cyclic tests in order to accomplish this. The results of this experimentalprogrammeofferedinsightintothebehaviour of the subassemblies under cyclic loading, which in turn providedcriticalinformationfornumericalmodellingofthe subassembliesandtheentiresystem,aswellastheframe's failure mechanisms. To demonstrate the behaviour of a typicalV bracedsysteminamoderateearthquake,nonlinear time history calculations were done utilising a new formulation for a 4 story frame and a suite of earthquake groundmotions.Becauseofthescrewedplateconnections betweenthelight gaugepartsandsquarecolumns,bothtest results and numerical analysis reveal that the system has goodductility.Atfourstoreys,theframesystemperformed admirably,givingitaviablemidriseconstructionchoicein seismicallyactiveareasoftheUnitedStatesandaroundthe world.

L.Z. Zhang et al. (2015) investigatedtheMMCboltedflange joint'sassemblypattern.Thestressonsealingsurfacesina Metal to Metal Contact (MMC) bolted flange joint is continuous.Itiscapableofwithstandinghigherboltloads. Asaresult,thesealingeffectofMMCboltedflangejointsis betterthanthatoffloating(FLT)boltedflangejointsunder workingconditionsofhightemperature,highpressure,or theirvariations.Inthisstudy,anewtighteningmethod(SH Method) was recommended based on the structure characteristicsofMMCboltedflangejoints. Withthefinite elementanalysissoftwareANSYS,theboltforcesduringthe tighteningprocessofanMMCbolted flangejoint with SH Methodwereestimatedandstudied.Thecalculatingmodel andresultsweretestedinthelab.Incomparisontothestar pattern and the alternative pattern #3 of ASME PCC 1, in which only the pattern methods for FLT flange joints are recommended,thenoveltighteningmethod'SH Method'has the advantages of fewer stages, simpler operation, more uniformboltforce,andgreatersealingeffect.

Atestprogrammeonboltedflangeplateconnectionsutilised incirculartubularstructureswasgivenby H. Van Long et al. (2013). Theconnectedtubeelementsinthetestedjoints aremadeofhighstrengthsteel(TS590),whereastheflanges aremadeofconventionalsteelgrade(S355).Thetestswere carried out under monotonic loadings to determine the mechanicalpropertiesoftheconnections,aswellascyclic loadingstocharacterisetheconnections'behaviourforlow andhighcyclefatigue.Thetestfindingsarefirstpresented, alongwithacriticalanalysisofthelatter;afterthat,design methodologiesfromtheliteratureareappliedtothetested configurationswiththegoalofdeterminingtheiraccuracy throughcomparisonswiththeexperimentalresults.

M. Nakashima et al. (1998) published a summary of the damagetosteelstructurescausedbythe1995Hyogoken Nanbuearthquakes.ItoutlinestheJapaneseseismicdesign philosophyaswellasthemagnitudeofearthquakestresses exertedonsteelstructuresconstructedinseismicallyactive areas.Statisticalinformationonthedamageissuppliedin relation to the building height and type, as well as the location of the damage and normal damage. Materials, welding,connectiondetails,andplasticrotationrequirement all have a role in the damage to welded beam to column connections.Finally,theharmwasgradedbasedonexisting knowledgeandthecomplexityoffindingsolutions.

International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 08 Issue: 12 | Dec 2021 www.irjet.net p ISSN: 2395 0072 © 2021, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page1482 studiedindepth.Thedatarevealedthatprefabricationhas beenmoreprevalentovertime,bothintermsofprecasting percentagebyvolumeandthetypesofprecastpartsused. The technological improvement in prefabrication in Hong Kong wasinspired by major prefabrication innovations in bothareas.

Y.Q. Wang et al. (2013) investigatedthebendingbehaviour offlange plateconnectorsinpurebendingwiththegoalof developing a useful design model. Four different forms of boltedflange plateconnectionsareinvestigated,aswellas relatedfiniteelementanalysis.Experimentresultsvalidate the finite element model, proving it to be precise and dependable.Thedistributionofvon Misesstrainandcontact pressureattheendplatesoftheconnectionsisshownusing finite element analysis. The useful data can be directly incorporated into the theoretical model to present a relativelyclearyieldlinemechanismandadistinctpressure centre. The virtual work principle is used to calculate the bendingcapacityofflange plates.Thetheoreticalmodel is shown to be capable of accurately predicting the yield bendingcapacityoftheconnections.Meanwhile,toobtain the bending capacity dictated by bolts, a classic T stub analogyisused.Afeasibledesignapproachisproposedby combining the two separate design models and assuming thatendplatesshouldfailbeforehighstrength bolts.This approachwillresultinconnectionsthatmeetthedemandsof safetyandeconomy.Inaddition,thedesignmodelpresented here can be used as a guide for the practical design of differenttypesofboltedflange plateconnections.

The findings of a study on connections for square hollow sectionswithboltssymmetricallypositionedonallfoursides of the tube and the hollow section loaded in axial tension were presented by S. Willibald et al. (2002). The prying forceswereofgreatinterest,astheyhadbeeninprevious research. During the tests, strain gauged bolts and an ultrasonicboltgaugemonitoredtheboltforcestorevealany pryingmovement.Atotalof16specimenswereevaluated, each with a different number of bolts, bolt pattern, and flange platethickness.Differentexistingdesignapproaches and analytical models are provided, and their associated connectionstrengthforecastsarecomparedtotheoutcomes ofthetests,aswellas10moretestsperformedbefore.The best predictions were derived using a slightly modified version of the design approach provided by the AISC HSS ConnectionsManual(1997). Y. Luan et al. (2012) suggested a simpler nonlinear dynamicmodelwithbi linearspringsforpipeconstructions with bolted flange joints, which they tested. The bolted flangejoint'sstaticmechanicalpropertiesareevaluatedfirst. The axial rigidity of the bolted flange joint is different in tension and compression, according to the analytical solution. The bolted flange joint is then represented by nonlinear springs with varied stiffness in tension and compression.Analyticalderivationrevealsauniquesortof dynamicbehaviour:vibrationcouplinginthetransverseand longitudinal directions. Finally, physical experiments and numerical simulations are carried out if needed. The existenceofthecouplingvibrationbehaviourisconfirmed byphysicalstudies.Thereisadiscussionofthelinkbetween longitudinal and transverse vibration frequencies. The numerical results show that the simplified nonlinear dynamicmodelmorecloselymatchesthepracticalresponse thanthereducedlinearbeammodel.

[3] X.C. Liu, A.X. Xu, A.L. Zhang, Z. Ni, H.X. Wang, L. Wu,” Static and seismic experiment for welded joints in modularized prefabricated steel structure”, J. Constr. Steel Res. 19 (9), 2015, pp. 183 195. doi:10.1016/j.jcsr.2015.05.003.

[4] M. Nakashima, K. Inoue, M. Tada, “Classification of damage to steel building observed in the 1995 Hyogoken Nanbuearthquake”,Eng.Struct.20(4),1998, pp.271 281. [5] L. Jaillon, C.S. Poon, “The evolution of prefabricated residentialbuildingsystemsinHongKong:areviewof thepublicandtheprivatesector”,Autom.Constr.18(3), 2009,pp.239 248.doi:10.1016/j.autcon.2008.09.002

[2] X.C.Liu,S.H.Pu,A.L.Zhang,“Performanceanalysisand design on bolted connections in modularized prefabricatedsteelstructures”,J.Constr.SteelRes.133 2017,pp.360 373.Doi:10.1016/j.jcsr.2017.02.025

[8] B. Blachowski, W. Gutkowski, “Effect of damaged circular flange bolted connections on behavior of tall towers, modelled by multilevel substructuring”, Eng. Struct. 111, 2016, pp. 93 103. doi: 10.1016/j.engstruct.2015.12.018

[11] Y. Luan, Z.Q. Guan, G.D. Cheng, et al., “A simplified nonlinear dynamic model for the analysis of pipe

[6] T.N.Dao,J.W.vandeLindt,“Seismicperformanceofan innovative light frame cold formed steel frame for midriseconstruction”,J.Struct.Eng.139,2013,pp.837 848.doi:10.1061/(ASCE)ST.1943 541X.0000683

A thorough review of the literature provides theoretical insightintotheperformanceofboltedflangeconnectionsin high risestructures.Whentheflangethicknessislessthana specific value and the bolts have not yielded, the stiffness andstrengthofaflangeconnectionismostlyaffectedbythe flange thickness, according to these literatures. With an increase in flange thickness, the yield mode of the flange connectionmaychangefromflangetoboltyield.Whenthe flangeedgewidthandboltedgedistancereduce,theprying force decreases, and the bending stiffness and bearing capacity of the flange rise, according to the bearing performance of the flange. The prying force is heavily influencedbythethicknessoftheflange.Thepryingmotion could be significantly reduced if the flange thickness is increased. The flangethicknesshadthemostinfluence on the placement of the boundary between the tension and compressionregions.

[9] L.Z. Zhang, Y. Liu, J.C. Sun, et al., “Research on the assemblypatternofMMCboltedflangejoint,Proc.Eng. 130, 2015, pp. 193 203. doi:10.1016/j.proeng.2015.12.188

N. Kosteskin et al. (2003) providedayieldloadestimation strategyforhollowstructuralsectionconnectionsusingthe finite element method. The yield load must be rationally determinedfromexperimentalresultsinordertoconfirm analytical calculations based on yield line theory. The inabilitytoestablishtheyieldloadusingload deformation curves further complicates such a comparison. Existing methodsforcalculatingtheyieldloadfromload deformation curvesaresubjective.Forconnectionsthatdonototherwise exhibitaclearlydefinedyieldorpeakload,aFEM basedstiff, perfectly plasticyieldloaddetermination,asprovidedinthis study,representsalogicalyieldorultimatelimitstateload.A completeparametricFEMnumericalresearchonstiffened branchplate to rectangularHollowStructuralSection(HSS) connections demonstrates the feasibility of this newly proposedrigid,perfectly plasticyieldloadprediction. Usingtheyieldlinetheory, B. Kato and R. Hirose (1985) calculated the maximum strength of high strength bolted tensionflangedjointsofcircularhollowsectionmembers. Theoreticalresultsarecomparedtoexperimentsconducted at University College, Cardiff, and the British Steel Corporation,indicatingthattheyareincloseagreement.A basicdesignformulaisproposedasaresultofthisresearch.

[7] H.Kurz,E.Roos,“Designoffloatingtypeboltedflange connectionswithgrpflanges”,Int.J.Press.Vessel.Pip. 89,2012,pp.1 8.doi:10.1016/j.ijpvp.2011.08.004

[10] S.Willibald,J.A.Packer,R.S.Puthli,“Experimentalstudy ofboltedHSSflange plateconnectionsinaxialtension” , J. Struct. Eng. 128 (3), 2002, pp. 328 336. doi: 10.1061/(ASCE)0733 9445(2002)128:3(328)

Non linear analysis of a telecommunication tower with circular flange bolted connections was studied by B. Blachowski and W. Gutkowski (2016).(CFBCs).They're made up of two flanges that are welded to the structural tubesbeforebeinglinkedwithpre tensionedbolts.Intwo examples,athoroughFEManalysisisusedtodeterminethe connection stiffness. The first is for all bolts that are unbroken,whilethesecondisforoneormoreboltsthatare broken.Whenjointsareunderstrain,theboltsarenotonly subjectedtoaxialforces,butalsotobendingmomentsdueto thepryingeffect,accordingtotheanalysis,whichincludes contactandfrictionforces. Thevalueofbendingstrainsis highlyinfluencedbyboltpre tensionandflangethickness. Whenoneofthesixconnectionboltsisremoved,theother boltsareputunderalotofstress.Itisfeasibletostudythe behaviouroftheentirestructurebystudyingthebehaviour oftheconnection.Themultilevelsubstructuringmethodis used to accomplish this. The first level is concerned with flangesandbolts,andtheconnectionmodelissimplifiedin comparison to the rigorous one. The second level is concerned with the entire tower's construction. Several examplesofconnectionsofvariousthicknessesandboltpre tensionsareincludedinthepaper.Thetowerinquestionis basedonarealdesign.

3. CONCLUSIONS

REFERENCES [1] X.C. Liu, X.N. He, H.X. Wang, Z.W. Yang, S.H. Pu, Zhang Ailin,“Bending shearperformanceofcolumn to column bolted flangeconnectionsinprefabricatedmulti high rise steel structures”, Journal of Constructional Steel Research, 2018, pp. 28 48. Doi: 10.1016/j.jcsr.2018.02.017

International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056 Volume: 08 Issue: 12 | Dec 2021 www.irjet.net p ISSN: 2395 0072 © 2021, IRJET | Impact Factor value: 7.529 | ISO 9001:2008 Certified Journal | Page1484 structureswith boltedflangejoints,J. SoundVib.331, 2012,pp. 325 344.doi:10.1016/j.jsv.2011.09.002 [12] H.Van Long,J.Jean Pierre,D.Jean François,Behaviorof bolted flange joints in tubular structures under monotonic, repeated and fatigue loadings I: experimentaltests,J.Constr.SteelRes.85,2013,pp.1 11.doi:10.1016/j.jcsr.2013.02.011 [13] N. Kosteskin, J.A. Packer, R.S. Puthli, “A finite element methodbasedyieldloaddeterminationprocedurefor hollowstructuralsectionconnections”,J.Constr.Steel Res. 59 (4), 2003, pp. 453 471. doi: 10.1016/S0143 974X(02)00066 4 [14] B. Kato, R. Hirose, “Bolted tension flanges joining circularhollowsectionmembers”,J.Constr.SteelRes.5 (2), 1985, pp. 79,101. doi:10.1016/0143 974X(85)90008 2 [15] Y.Q. Wang, L. Zong, Y.J. Shi, “Bending behavior and design model of bolted flange plate connection”, J. Constr. Steel Res. 84, 2013, pp. 1 16. doi:10.1016/j.jcsr.2013.01.012