Compdyn kg

212 views

Published on

Published in: Technology, Business
  • Be the first to comment

  • Be the first to like this

Compdyn kg

  1. 1. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco BontempiSapienza – University of RomeFrancesco Petrini, Ph.D., P.E.Konstantinos Gkoumas, Ph.D., P.E.Franco Bontempi, Ph.D., P.E.Sapienza - University of RomeDipartimento di Ingegneria Strutturale eGeotecnicaRecent developments and uncertainty aspects in theperformance based design of structures for wind
  2. 2. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco BontempiPresentation outline2• Overview of the Performance Based WindEngineering (PBWE) procedure• Models for tall buildings and the assessment ofoccupant comfort:• Application on a high-rise building• Assessment of the annual probabilities of exceedingthe human perception thresholds• Vibration and occupant comfort issues• Damage analysis• Loss analysis• Conclusions and indications for further research
  3. 3. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco BontempiPresentation outline3• Overview of the Performance Based WindEngineering (PBWE) procedure• Models for tall buildings and the assessment ofoccupant comfort• Application on a high-rise building• Assessment of the annual probabilities of exceedingthe human perception thresholds• Vibration and occupant comfort issues• Damage analysis• Loss analysis• Conclusions and indications for further research
  4. 4. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco BontempiPerformance-Based Wind Engineering (PBWE)Uncertainties in wind engineering4ENVIRONMENTWindactionsStructuralsystemsNonenvironmentalactionsEXCHANGE ZONESite-specificWindAerodynamicand aeroelasticphenomenaWind sitebasicparametersEnvironmentaleffects (likewaves)Structuralsystem as modifiedby service loadsSTRUCTURAL SYSTEMCiampoli M, Petrini, F. & Augusti G., 2011, Performance-Based Wind Engineering: toward a general procedure,Structural Safety, Structural Safety, 33(6), 367-378.VmMean wind velocity profileVm+ v(t)Turbulent wind velocity profileriverVmMean wind velocity profileVm+ v(t)Turbulent wind velocity profileriverriverENVIRONMENT EXCHANGE ZONE
  5. 5. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco Bontempi5Types of uncertaintiesENVIRONMENTWindactionsStructuralsystemsNonenvironmentalactionsEXCHANGE ZONE1. Aleatory2. Epistemic3. ModelInteractionparametersStructural parametersSite-specificWindAerodynamicand aeroelasticphenomenaWind sitebasicparametersIntensitymeasure1. Aleatory2. Epistemic3. Model1. Aleatory2. Epistemic3. ModelEnvironmentaleffects (likewaves)Structuralsystem as modifiedby service loads( )IM ( )IP ( )SPSTRUCTURAL SYSTEM( ) ( ) ( ) ( )SPPIMPSP,IMIPPSP,IP,IMP ⋅⋅=Performance-Based Wind Engineering (PBWE)Uncertainties in wind engineering
  6. 6. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco BontempiPerformance-Based Wind Engineering (PBWE)6The problem of risk assessment is disaggregated into the following elements:- site and structure-specific hazard analyses, that is, the assessment of theprobability density functions f(IM), f(SP) and f(IP|IM,SP);- structural analysis, aiming at the assessment of the probability density function ofthe structural response f(EDP|IM,IP,SP) conditional on the parameters characterizing theenvironmental actions, the wind-fluid-structure interaction and the structural properties;- damage analysis, that gives the damage probability density function f(DM|EDP)conditional on EDP;- finally, loss analysis, that is the assessment of G(DV|DM), where G(·|·) is aconditional complementary cumulative distribution function.G(DV) = ∫…∫ G(DV|DM) · f(DM|EDP) · f(EDP|IM, IP,SP) · f(IP|IM,SP) ·· f(IM) · f(SP) · dDM · dEDP · dIP · dIM · dSPInteractionParametersStructuralParametersIntensitymeasureIM IP SPEngineeringDemandParametersEDPDamageMeasureDMDecisionVariableDV
  7. 7. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco BontempiPBWE procedure flowchart7Petrini, F. & Ciampoli M., 2012, Performance-based wind design of tall buildings, Structure & InfrastructureEngineering, 8(10), 954-966.Of(IM|O)f(IM) f(IP|IM,SP)f(IP)f(EDP|IM,IP,SP)G(EDP)f(DM|EDP)G(DM)f(DV|DM)G(DV)Hazard analysisInteractionanalysisStructuralanalysis Damageanalysis Loss analysisIM: intensitymeasureIP: interactionparametersEDP:engineeringdemand param.DM:damagemeasureDV:decisionvariableSelectO, DO:locationD:designEnvironment infoDecision-makingDf(SP|D)f(SP)StructuralcharacterizationSP:structuralsystem parametersStructuralsysteminfoCiampoli M, Petrini, F. & Augusti G., 2011, Performance-Based Wind Engineering: toward a generalprocedure, Structural Safety, Structural Safety, 33(6), 367-378.
  8. 8. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco Bontempi8Of(IM|O)f(IM)f(IP|IM,SP)f(IP)f(EDP|IM,IP,SP)G(EDP)f(DM|EDP)G(DM)f(DV|DM)G(DV)Hazard analysisAerodynamicanalysisStruc’l analysis Damage analysis Loss analysisIM: intensity measureIP: interactionparametersEDP: engineeringdemand parametersDM: damage measures DV: decision variablesSelectO, DO: locationD: designEnvironmentinfoDecision-makingDf(SP|D)f(SP)StructuralcharacterizationSP: structural systemparametersStructuralsystem infoOf(IM|O)f(IM)f(IP|IM,SP)f(IP)f(EDP|IM,IP,SP)G(EDP)f(DM|EDP)G(DM)f(DV|DM)G(DV)Hazard analysisAerodynamicanalysisStruc’l analysis Damage analysis Loss analysisIM: intensity measureIP: interactionparametersEDP: engineeringdemand parametersDM: damage measures DV: decision variablesSelectO, DO: locationD: designEnvironmentinfoDecision-makingDf(SP|D)f(SP)StructuralcharacterizationSP: structural systemparametersStructuralsystem infoO, Dg(IM|O,D)g(IM)p(EDP|IM)P(EDP)p(DM|EDP)P(DM)p(DV|DM)P(DV)Hazard analysis Struc’l analysis Damage analysis Loss analysisIM: intensitymeasureEDP: engineeringdemand param.DM: damagemeasureDV: decisionvariableSelectO, DO: locationD: designFacilityinfoDecision-makingO, Dg(IM|O,D)g(IM)p(EDP|IM)P(EDP)p(DM|EDP)P(DM)p(DV|DM)P(DV)Hazard analysis Struc’l analysis Damage analysis Loss analysisIM: intensitymeasureEDP: engineeringdemand param.DM: damagemeasureDV: decisionvariableSelectO, DO: locationD: designFacilityinfoDecision-makingPBWEPBEE
  9. 9. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco BontempiPresentation outline9• Overview of the Performance Based WindEngineering (PBWE) procedure.• Models for tall buildings and the assessment ofoccupant comfort• Application on a high-rise building• Assessment of the annual probabilities of exceedingthe human perception thresholds• Vibration and occupant comfort issues• Damage analysis• Loss analysis• Conclusions and indications for further research
  10. 10. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco Bontempi10Tamura,Y.(2009).Windandtallbuildings,ProceedingsoftheFifthEuropean&AfricanConferenceonWindEngineering(EACWE5),Florence,Italy,July19-23,2009..Vibration frequencyAccelerationthresholdsformotionperceptionw(t;z2)Vm(z2)Vm (z1)Vm (z3)V(t;z2)v(t;z2)u(t;z2)XZYθB1B2HLoss of serviceabilityLossofintegrityofnon-structuralelementsMotionperceptionbybuildingoccupantsDisplacementsAccelerationDiscomfort level in terms ofperception thresholds1
  11. 11. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco Bontempi11Loss of serviceabilityLossofintegrityofnon-structuralelementsMotionperceptionbybuildingoccupantsBashor,R.andKareem,A.(2007)."ProbabilisticPerformanceEvaluationofBuildings:AnOccupantComfortPerspective",Proc.12thInternationalConferenceonWindEngineering,1-6July,Cairns,Australia.Availableonlineathttp://www.nd.edu/~nathaz/[Accessed15June2010].w(t;z2)Vm(z2)Vm (z1)Vm (z3)V(t;z2)v(t;z2)u(t;z2)XZYθB1B2HDiscomfort level in terms ofperception thresholdsUsually Across wind vibrationis critical for comfortThe reference period forcomfort evaluation is 1 year123 1stnatural frequency is dominant4Italian Guidelinesf1ScalarthresholdDisplacementsAcceleration
  12. 12. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco Bontempi12Case study structureStructure•74 floors•Height H=305m•Footprint B1=B2=50m (square)3dframeontheexternalperimetercentralcoreBracing systemA steel high-rise buildingFinite Element modelB1B2HFE ModelApproximately•10,000 elements•4,000 nodes•24,000 DOFs
  13. 13. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco Bontempi13Experimental model ofActionsSpenceS.M.J.,GioffrèM.,GusellaV.,Influenceofhighermodesonthedynamicre-sponseofirregularandregulartallbuildings,Proc.6thInternationalColloquiumonBluffBodiesAerodynamicsandApplications(BBAAVI),Milano,Italy,July20-24,2008.Boundary Layer Wind Tunnel of theCRIACIV in Prato, Italy1:500ScalemodelResponsetime historyTime domain structural analyses(Experimental actions)Time domainanalysesExperimentalforces-30-20-1001020303500 3600 3700 3800 3900 4000aL, aD[cm/s2]t [s]Along Across
  14. 14. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco Bontempi14( )( )( ) )(),(),,(exp1),(),(222122ωχωρωξξωρω⋅⋅⋅⋅==⋅⋅−⋅⋅⋅⋅⋅=∫∫hSVcdAdAfAhSVchSuumxDA AuumxDDD tt( ))(),h(S)(HVc),h(S)(H),h(S2uu22mxDDD2rr ttttωχωωρωωω⋅⋅⋅⋅⋅⋅=⋅=⋅+−⋅⋅⋅=202220220224111)(ωωνωωωωmHrrmpgrr σ⋅+= rgWind actionspectra(analytical)Response spectraPeak responseFrequency domain responseResponse PeakFactorAnalytical model of the buffeting forces( ) ( ) ( ) ( )( )ωfexpωSωSωS jkuuuuuu kkjjkj−=( )( )( ) ( )( )kj2kj2zjkzVzV2πzzCωωf+−=Cross-spectrum5.00uu2xu200300(x)dxRu1L ⋅== ∫∞zwhere:( )( ) [ ]5/3jujux2uuu/zLf10.3021ω/2π/zLfσ6.686ωS jj⋅⋅+⋅⋅⋅⋅=( )( ) 2fri00u2uu1.75)log(zarctan1.16(n)dnSσ⋅+⋅−=== ∫∞)z(V2πzωfjmj⋅⋅=Autospectrum( ) 3ew(t)2ev(t)1eu(t))j(zmV)jz(t;jV⋅+⋅+⋅+=α10m10zV(z)V⋅=Solari,G.Piccardo,G.(2001).Probabilistic3-Dturbulencemodelingforgustbuffetingofstructures,ProbabilisticEngineeringMechanics,(16),73–86.Turbulentwindvelocityspectra(analytical)Model of the Vortex shedding forces(variable with the angle of attack)1.E+011.E+031.E+051.E+071.E+091.E+110.000 0.001 0.010 0.100 1.000PSDn [Hz]Total ForcespectrumTurbulenceforcespectrumVortexsheddingforcespectrum
  15. 15. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco Bontempi15
  16. 16. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco Bontempi16
  17. 17. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco Bontempi17Hazard analysis( ) ( ) θ−⋅θ⋅θθ=θθ−θθ)(101)(1010, exp)()(),(f 10kkVcVcVckVThe roughness length z0 is characterized by alognormal PDF. The mean value μz0 and thestandard deviation σz0 of z0 are expressed asfunction of θ (assuming a slight difference betweenfour sectors, i.e. a mean value of z0 varyingbetween 0.08 m and 0.12 m and a COVz0 equal to0.30).V10 and θ are described by their joint probabilitydistribution functionθV10IM =θV10z0Parameters c(θ) and k(θ) are derived from NIST®wind speed database.(Annual occurrence)Models for tall buildings and the assessment of occupant comfortOf(IM|O)f(IM) f(IP|IM,SP)f(IP)f(EDP|IM,IP,SP)G(EDP)f(DM|EDP)G(DM)f(DV|DM)G(DV)Hazard analysisInteractionanalysisStructural analysis Damageanalysis Loss analysisIM: intensitymeasureIP: interactionparametersEDP:engineeringdemand param.DM:damagemeasureDV: decisionvariableSelectO, DO:locationD:designEnvironment infoDecision-makingDf(SP|D)f(SP)StructuralcharacterizationSP:structuralsystem parametersStructuralsysteminfo
  18. 18. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco Bontempi18Models for tall buildings and the assessment of occupant comfortInteraction analysis IP =grCDCLOf(IM|O)f(IM) f(IP|IM,SP)f(IP)f(EDP|IM,IP,SP)G(EDP)f(DM|EDP)G(DM)f(DV|DM)G(DV)Hazard analysisInteractionanalysisStructural analysis Damageanalysis Loss analysisIM: intensitymeasureIP: interactionparametersEDP:engineeringdemand param.DM:damagemeasureDV: decisionvariableSelectO, DO:locationD:designEnvironment infoDecision-makingDf(SP|D)f(SP)StructuralcharacterizationSP:structuralsystem parametersStructuralsysteminfo
  19. 19. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco Bontempi19Interaction analysis IP =grCDCLOf(IM|O)f(IM) f(IP|IM,SP)f(IP)f(EDP|IM,IP,SP)G(EDP)f(DM|EDP)G(DM)f(DV|DM)G(DV)Hazard analysisInteractionanalysisStructural analysis Damageanalysis Loss analysisIM: intensitymeasureIP: interactionparametersEDP:engineeringdemand param.DM:damagemeasureDV: decisionvariableSelectO, DO:locationD:designEnvironment infoDecision-makingDf(SP|D)f(SP)StructuralcharacterizationSP:structuralsystem parametersStructuralsysteminfoModels for tall buildings and the assessment of occupant comfort462.2507.1265.0 2+ξ+ξ−=µrg( )≤⋅η>⋅η⋅η+−⋅η=σ++++122if650122if4621345221.T..T.)Tln(.)Tln(.windr,ewindr,ewindr,ewindr,egr( )<≤η<≤η−=η +++1690if690100if380631 450rrrr.rr,eq..q..q.rrr σσ=+η (Obtained from time-domainanalyses)The peak response factor gr is characterized by a Gaussian distribution functionrgµrgµVanmarcke (1975)The aerodynamic coefficients CD and CL are characterized by Gaussiandistributions. Mean values are expressed as a function of θ, varying fromthose corresponding to a square shape (for θ = 0) to those corresponding toa rhomboidal shape (for θ = 45); the coefficient of variations of CL and CDare taken equal to 0.07 and 0.05.μCD μCLDCµμCD μCLLCµrrmpgrr σ⋅+=
  20. 20. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco Bontempi20EDP = aLpG(EDP) = ∫…∫ G(EDP|IM, IP, SP) · f(IP|IM,SP) · f(IM) · f(SP) · dIP · dIM · dSPMonte Carlo sim(5000 runs)aLpReducedformulationOf(IM|O)f(IM) f(IP|IM,SP)f(IP)f(EDP|IM,IP,SP)G(EDP)f(DM|EDP)G(DM)f(DV|DM)G(DV)Hazard analysisInteractionanalysisStructural analysis Damageanalysis Loss analysisIM: intensitymeasureIP: interactionparametersEDP:engineeringdemand param.DM:damagemeasureDV: decisionvariableSelectO, DO:locationD:designEnvironment infoDecision-makingDf(SP|D)f(SP)StructuralcharacterizationSP:structuralsystem parametersStructuralsysteminfoStructural analysisModels for tall buildings and the assessment of occupant comfort
  21. 21. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco Bontempi21Risk Curve. EDP= aLp= peak acceleration in the across wind directionThe annual probabilities of exceeding the human perception thresholds forapartment and office building vibrations are 0.0576 and 0.0148 respectively.aLpG(aLp)aLp [mm/s2]Ciampoli, M. & Petrini, F., 2012, Performance-Based Aeolian Risk assessment and reduction for tall buildings, ProbabilisticEngineering Mechanics, 28 (75–84).Models for tall buildings and the assessment of occupant comfort
  22. 22. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco Bontempi22TMDDesign Parametersγ = mTMD/mtotβ = ωTMD/ ω1ξ* = damping of TMDaLp[mm/s2]n [Hz]β = ξ* =β = ξ* =β = ξ* =β = ξ* =β = ξ* =β = ξ* =β = ξ* =G(aLp)aLp [mm/s2]Parametric analysis Effects on riskγ = 1/150Aeolian Risk reduction using TMDModels for tall buildings and the assessment of occupant comfort
  23. 23. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco BontempiPresentation outline23• Overview of the Performance Based WindEngineering (PBWE) procedure.• Models for tall buildings and the assessment ofoccupant comfort• Application on a high-rise building• Assessment of the annual probabilities of exceedingthe human perception thresholds• Vibration and occupant comfort issues• Damage analysis• Loss analysis• Conclusions and indications for further research
  24. 24. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco Bontempi24Vibration and occupant comfort issuesConsequences of wind induced vibrationsin high rise buildings-Fear and alarm-Discomfort-Reduced task concentration-Dizziness, migraine and nauseaKwok, K.C.S., Hitchcock, P.A. & Burton, M.D., 2009, Perception of vibration and occupant comfort in wind-excited tall buildings, Journal of Wind Engineering and Industrial Aerodynamics, 97(7-8), 368-380Wind induced vibration−Damage analysis−Loss AnalysisStudies on human perception of vibration and tolerance thresholds-Field experiments and studies in wind-excited buildings-Motion simulator tests-Field experiments conducted in artificially excited buildingsMitigation measures-Modifications to the structural system and/or theaerodynamic shape-Installation of vibration control devices- Negative impressions/ publicity- Eventually they can be an attractionOf(IM|O)f(IM) f(IP|IM,SP)f(IP)f(EDP|IM,IP,SP)G(EDP)f(DM|EDP)G(DM)f(DV|DM)G(DV)Hazard analysisInteractionanalysisStructural analysis Damageanalysis Loss analysisIM: intensitymeasureIP: interactionparametersEDP:engineeringdemand param.DM:damagemeasureDV: decisionvariableSelectO, DO:locationD:designEnvironment infoDecision-makingDf(SP|D)f(SP)StructuralcharacterizationSP:structuralsystem parametersStructuralsysteminfo
  25. 25. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco Bontempi25Of(IM|O)f(IM) f(IP|IM,SP)f(IP)f(EDP|IM,IP,SP)G(EDP)f(DM|EDP)G(DM)f(DV|DM)G(DV)Hazard analysisInteractionanalysisStructural analysis Damageanalysis Loss analysisIM: intensitymeasureIP: interactionparametersEDP:engineeringdemand param.DM:damagemeasureDV: decisionvariableSelectO, DO:locationD:designEnvironment infoDecision-makingDf(SP|D)f(SP)StructuralcharacterizationSP:structuralsystem parametersStructuralsysteminfoDamage analysisProbabilistic damage analysis: assign a probability distribution to the perceptionthresholdsProcedure: obtain a pdf that assigns at each vibration level a percentage of personsthat experience discomfortKwok, K.C.S., Hitchcock, P.A., 2008. Occupant comfort test using a tall building motion simulator. In: Proceedings of FourthInternational Conference on Advances in Wind and Structures, Jeju, Korea, 28–30 May.Vibration and occupant comfort issues
  26. 26. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco Bontempi26Of(IM|O)f(IM) f(IP|IM,SP)f(IP)f(EDP|IM,IP,SP)G(EDP)f(DM|EDP)G(DM)f(DV|DM)G(DV)Hazard analysisInteractionanalysisStructural analysis Damageanalysis Loss analysisIM: intensitymeasureIP: interactionparametersEDP:engineeringdemand param.DM:damagemeasureDV: decisionvariableSelectO, DO:locationD:designEnvironment infoDecision-makingDf(SP|D)f(SP)StructuralcharacterizationSP:structuralsystem parametersStructuralsysteminfoLoss analysisProbabilistic loss analysis: assign a cost probability for different damagesIssues: the uncertainty in the cost relies on various factors (e.g. market trend)DMNon structural elementsStructural elementsComfortSafetyServiceabilitySafetyServiceabilityDVDirectIndirect(As a direct damage to the structure)(As a consequence of the damaged structure)IMSPIP EDP DM DV- Direct VS indirect cost that are notpossible to account for in monetary terms.- Initial VS life-cycle cost. In particularregarding the evaluation of retrofittingstrategies that could improve theserviceability performance (e.g. comfort),by means of vibration mitigation.Vibration and occupant comfort issues
  27. 27. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco BontempiPresentation outline27• Overview of the Performance Based WindEngineering (PBWE) procedure.• Models for tall buildings and the assessment ofoccupant comfort• Application on a high-rise building• Assessment of the annual probabilities of exceedingthe human perception thresholds• Vibration and occupant comfort issues• Damage analysis• Loss analysis• Conclusions and indications for further research
  28. 28. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco Bontempi• Occupant comfort is an important issue in the design oftall buildings. Due to the stochastic nature of wind actionand wind-induced vibration, deterministic analyses areinadequate for carrying out a comfort assessment.• The insertion of passive control devices can reducethe vibration perception of building occupants. But theeffectiveness of the device must be evaluated in terms ofcost (by computing the probability of exceedingacceptable values of an appropriate DV).• Damage and loss analysis of wind-induced vibrationswill be based on corroborated literature studies thatprovide statistics on the occupant comfort.28Conclusions and indications for further research
  29. 29. RecentdevelopmentsanduncertaintyaspectsintheperformancebaseddesignofstructuresforwindCOMPDYN 20134th International Conference on Computational Methods in Structural Dynamicsand Earthquake Engineering, 12-14 June, Kos, GreeceFrancesco PetriniKonstantinos GkoumasFranco BontempiThank you for your attention29Francesco Petrini, Konstantinos Gkoumas, Franco BontempiSapienza - University of Rome, Dipartimento di Ingegneria Strutturale e GeotecnicaAcknowledgements:Prof. Marcello Ciampoli, Prof. Giuliano AugustiThis study is partially supported by StroNGER s.r.l. from the fund “FILAS - POR FESR LAZIO2007/2013 - Support for the research spin-off”.

×