P E E R Van Nuys Testbed Simulation Laura N. Lowes - University of Washington #setAnalysisParameters.tcl #setAnalysisParameters.tcl #----------------------------------------------------------- #----------------------------------------------------------- #PEER VanNuys Testbed Project #PEER VanNuys Testbed Project #----------------------------------------------------------- #----------------------------------------------------------- #script to define analysis parameters including element, section andtomaterial models parameters including element, section and material models #script define analysis # ------------------------------------------------------------------------------------------------------------------------------------------begin setAnalysisParameters # ------------------------------------------------------------------------------------------------------------------------------------------begin setAnalysisParameters source $PATH/units.tcl source $PATH/units.tcl #MODEL #MODEL # model type 2D or 3D # model type 2D or 3D set 2Dvs3DModel "2D"; set 2Dvs3DModel "2D"; #ELEMENTS #ELEMENTS #Element Types #Element Types set ColumnElementType "fiber-hinge"; # options: "elastic", "elasticEffStiff","lumped-plasticity", "fiber-hinge", "fiber", #"displacement-based" set ColumnElementType "fiber-hinge"; # options: "elastic", "elasticEffStiff","lumpedset BeamElementType "fiber-hinge"; # options: "elastic", "elasticEffStiff","lumped-plasticity", "fiber-hinge", "fiber", #"displacement-based" plasticity", "fiber-hinge", "fiber", #"displacement-based" #IF elements are "displacement-based" - set number of elements to use along column / beam length set BeamElementType "fiber-hinge"; # options: "elastic", "elasticEffStiff","lumpedset NumColElements 1 plasticity", "fiber-hinge", "fiber", #"displacement-based" set NumBeamElements 1 #IF elements are "displacement-based" - set number of elements to use along column / beam length #IF elements are "fiber" or "displacement-based"- set Number Integration Pointsto setofNumColElements 1 use along length set NumColIntPts 5 set NumBeamElements 1 set NumBeamIntPts 4 #IF elements are "fiber" or "displacement-based"- set Number of Integration Pointsto use along length set ElementIter "yes"; #forces iteration within the element to set satisfy element equilibrium NumColIntPts 5 set NumElementIter 20; #number of iterations within the element set NumBeamIntPts 4 set tol 1e-12; #tolerance for element convergence set ElementIter "yes"; #forces iteration within the element to satisfy element equilibrium #IF "lumped-plasticity" or "fiber-hinge" - set stiffness factors for beam section set elastic NumElementIter 20; between #number hinges of iterations within the element #IF "elasticEffStiff" - set effective stiffness factors for beams,set columns, slab#tolerance for element convergence tol 1e-12; set BeamStiffnessReductionFactorFlex 0.5; #IF "lumped-plasticity" or "fiber-hinge" - set stiffness factors for elastic beam section between hinges #IF "elasticEffStiff" - set effective stiffness factors for beams, columns, slab set BeamStiffnessReductionFactorFlex 0.5; The Objectives Develop a model of the Van Nuys building within OpenSees that can be used to 1. Simulate building response under variable levels of earthquake loading – results support loss estimation. 2. Determine the impact of epistemic uncertainty on predicted response – results support development of the PEER methodology. 3. Support development of new element models within OpenSees. 4. Predict the post-peak response of the Van Nuys building. Deliverables Original Schedule (11702) Deliverables Revised Schedule (52102) 1/28/02 2D model – Gen. I as needed by PEER researchers 5/31/02 2D model - Gen. II: basic model & parameterized model 5/31/02 2D model – Gen. III: new request includes shear-failure springs, reduced lap-splice capacity, multiple representations of joint deformation 6/15/02 new request version control of models (CVS) 8/1/02 10/1/02 3D model – Gen. IV: 8/1/02 9/1/02 Soil/foundation interaction 9/1/02 Gen. II Model • Basic model: – Comparable to SAP model developed by Degenkolb – 2D model: one exterior & one interior frame (3D with slaving) – Modeling assumptions: BeamWithHinges element model, rigid joints, x = 3% Concrete & steel material response per FEMA 356 Effective stiffnesses used to generate an initial period of 0.89 sec No gravity load representation (waiting on new element that includes distributed loading) • No representation of shear failure for columns • Inadequate representation of splice failure for columns - reduced strength not ductility capacity) • • • • Gen. II & III Models • Parameterized model: – For use is assessing the impact of epistemic uncertainty – 2D model: one exterior & one interior frame – Modeling parameters: • Element type: BeamWithHinges / NonlinearBeamcolumn / EffectiveStiffness / DisplacementBased • Column failure mechanisms: Splice failure / shear failure • BC Joints: Rigid / center-line dimensions / strength & stiffness degrading • Material models: Variable material models / variable material data (stiffness & strain capacity) • Level of discretization: Displacement-based elements / sections • Effective stiffness values: BeamWithHinges / EffectiveStiffness model • Damping What is the form of the model? VanNuys.tcl model BasicBuilder -ndm 3 -ndf 6 source setAnalysisParameters.tcl source setFrameGeometry.tcl source setNodalMass.tcl - define parameters for this particular analysis - write data structure defining frame geometry (story height, bay width, etc.) - write data structure defining frame member geometry (column/beam/slab prop.) - write data structure defining material properties (each column/beam/slab has concrete & steel material properties - write data structure defining elements elastic section properties (all elements have elastic properties - Torsional stiff.) - nodal / distributed mass for dynamic analysis source source source source source - source setFrameMemberSectionProperties.tcl source setMaterialProperties.tcl source setElasticElementProperties.tcl defineStructuralMaterials.tcl defineSections.tcl defineNodes.tcl defineElements.tcl defineBoundaryConditions.tcl source analyze.tcl execute OpenSees execute OpenSees execute OpenSees execute OpenSees execute OpenSees conditions - run analysis command command command command command to to to to to generate required materials generate required sections generate required nodes generate required elements establish required boundary setAnalysisParameters.tcl setAnalysisParameters.tcl #MODEL #Model Type – options: “2D”, “3D” set 2Dvs3DModel "2D"; #ELEMENTS #Element Types - options: "elastic", "elasticEffStiff", "lumped-plasticity", "fiber-hinge", "fiber", “disp” set ColumnElementType "fiber-hinge"; set BeamElementType "fiber-hinge"; #SECTIONS #IF fiber section - Define maximum fiber dimension set MaxFiberDim [expr 0.5*$in]; #MATERIALS set ConcreteMaterialType "Concrete01"; # options: “Concrete01",“Concrete02", … set SteelMaterialType "Steel02"; # options: “Steel01”, “Steel02” #ANALYSIS #set AnalysisType - options: "Gravity", "Eigen", "Dynamic", "Pushover" set AnalysisType "Pushover“; #OUTPUT #options Columns 1, 4, 8 set Columns 1; #Output is disp., vel. & accel. at a single column Basic Model: Push-Over Analysis Base Shear (kips) 700 600 500 400 300 200 100 0 00 5 10 15 20 Roof Displacement (in.) 25 0 5 10 15 20 Roof Displacement (in.) 25 Basic Model – Simulated Response – NR vnuy Ground Acceleration – Northridge Eq. - Building Instrumentation 0 5 10 tim e (seconds) 15 20 Basic Model – Simulated Response – NR vnuy Ground Acceleration – Northridge Eq. - Building Instrumentation 0 5 10 tim e (seconds) 15 20 Basic Model – Response to Dynamic Loading Deformation Distribution at Maximum Roof Displacement 8 7 Story 6 5 Hazard Level: 10% in 50 yr. 4 3 * 2 NR.cnpk SF.vnuy NR.vnuy SF.466 1 0 5 10 15 Displacement (in.) 20 25 Results – Parameterized Model 1100 FEMA 356 load distribution 1000 Base Shear (kips) 900 700 800 600 500 400 300 nonlinearBeamColumn 200 100 0 0 5 10 15 20 Roof Displacement (in.) 25 30 Distribution & Documentation • Web-based distribution • Accessible from UW website: – Data from numerical simulation: Gen II – basic model – Documentation of modeling decisions – Tcl script defining Van Nuys building • To be developed - version control for models Current Tasks • Issue of model period – predicted period ~0.9 seconds, observed is 1.5 sec. – May need to run model through San Fernando record to pre-damage the building • Gravity loading – this determines point of yielding • Shear / splice failure • Distrubiton of results (story drift & acc.)