NEESR-SG Seismic Performance Assessment and Retrofit of Non-Ductile RC Frames with Infill Walls
NEESR-SG-2005
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Transcript of NEESR-SG-2005
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NEESR-SG-2005NEESR-SG-2005
SeismicSeismic Simulation and Simulation and Design of Bridge Columns Design of Bridge Columns
under Combined Actions, and under Combined Actions, and Implications on System Implications on System
ResponseResponseUniversity of Nevada, RenoUniversity of Missouri, Rolla
University of Illinois, Champaign-UrbanaUniversity of California, Los Angeles
Washington University, St. Louis
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ParticipantsParticipants
University of Nevada, RenoUniversity of Nevada, RenoDavid Sanders (Project PI)David Sanders (Project PI)
University of Missouri, University of Missouri, RollaRolla Abdeldjelil “DJ” Belarbi (co-PI)Abdeldjelil “DJ” Belarbi (co-PI) Pedro SilvaPedro Silva Ashraf AyoubAshraf Ayoub
University of Illinois-University of Illinois-Champaign-UrbanaChampaign-Urbana Amr Elnashai (co-PI)Amr Elnashai (co-PI) Reginald DesRoches (GaTech)Reginald DesRoches (GaTech)
University of University of California, Los California, Los AngelesAngeles Jian Zhang (co-PI)Jian Zhang (co-PI)
Washington Washington University, St. LouisUniversity, St. Louis Shirley Dyke (co-PI)Shirley Dyke (co-PI)
University of Mexico University of Mexico Sergio AlcocerSergio Alcocer
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Causes of Combined Causes of Combined ActionsActions
Functional Constraints Functional Constraints - curved or - curved or skewed bridges skewed bridges
Geometric Considerations - Geometric Considerations - uneven uneven spans or different column heightsspans or different column heights
Multi-directional Earthquake Multi-directional Earthquake Motions Motions -significant vertical motions -significant vertical motions input or near field fling impactsinput or near field fling impacts
Structural Constraints Structural Constraints - stiff deck, - stiff deck, movement joints, soil condition and movement joints, soil condition and foundationsfoundations
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Field Evidences of Field Evidences of DamageDamage
Northridge, USA (1994)Northridge, USA (1994) Significant Vertical Motions (V/H=0.98 to 1.79)Significant Vertical Motions (V/H=0.98 to 1.79) Large Horizontal Motions (ALarge Horizontal Motions (Ahh=0.62g to 1.18g)=0.62g to 1.18g) RC Bridge Pier FailuresRC Bridge Pier Failures Combined Shear/Buckling Failure of ColumnCombined Shear/Buckling Failure of Column
Hyogo Ken Nanbu, Japan (1995)Hyogo Ken Nanbu, Japan (1995) Significant Vertical Motions (V/H=1.96 to 1.63)Significant Vertical Motions (V/H=1.96 to 1.63) Medium Horizontal Motions (AMedium Horizontal Motions (Ahh=0.35g to =0.35g to
0.29g)0.29g) RC Pier Failed at Central SectionRC Pier Failed at Central Section RC Piers CollapseRC Piers Collapse
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Significance of Vertical Significance of Vertical Motion Motion Effects of Vertical Motions on StructuresEffects of Vertical Motions on Structures
Direct Compressive FailureDirect Compressive Failure Reduction of Shear and Moment CapacityReduction of Shear and Moment Capacity Increase in Shear and Moment DemandIncrease in Shear and Moment Demand
Axial Force ResponseAxial Force Response
Santa Monica Freeway, Pier 6
1500
1700
1900
2100
2300
2500
2700
2900
3100
8 8.5 9 9.5 10 10.5 11
time: seconds
axia
l fo
rce:
kN
TransverseTrans + LongTrans + Vert
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Significance of Torsion Interaction of Shear-Torsion results in early
cover spalling of non-circular/rectangular cross-sections due to circulatory shear stresses.
Treatment of torsion is based on thin-tube theory.
What are the effects of warping on the flexural and shear capacity of columns?
What is the impact of Shear-Torsion on plastic hinges?
What are the effects on the curvature ductility
and location of the plastic hinge?
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Bending-Shear
Shear-Torsion Combination of
Bending-Shear-Torsion
M-V-T Interactions
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ParametersParameters Cross-section - Circle, Interlocking Spiral, Square Column aspect ratio - moment/shear ratio Torsion/shear ratio - high and low torsion Level of axial loads Level of detailing for high and moderate seismicity Bidirectional bending moment - non-circular
cross-sections Type of Loading – Slow Cyclic, Pseudo-dynamic and
shake table/dynamic
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Pre-test System AnalysisPre-test System Analysis Perform seismic simulations of bridge Perform seismic simulations of bridge
systems under combined actions to study systems under combined actions to study effects of various bridge components on effects of various bridge components on global and local seismic response behavior of global and local seismic response behavior of bridge systembridge system Bridge superstructureBridge superstructure Columns (Piers)Columns (Piers) Foundations and surrounding soilFoundations and surrounding soil EmbankmentsEmbankments Nonlinear soil-foundation-structure interactionNonlinear soil-foundation-structure interaction Multi-directional motionsMulti-directional motions
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Pre-test Component AnalysisPre-test Component Analysis
Perform pretest simulations of test Perform pretest simulations of test specimens with realistic loading and specimens with realistic loading and boundary conditionsboundary conditions Provide guidance for tests conductedProvide guidance for tests conducted Optimize number and parameters of test Optimize number and parameters of test
specimensspecimens Identify realistic loading and boundary Identify realistic loading and boundary
conditionsconditions Integrate various analytical models into the Integrate various analytical models into the
framework of UI-Simcor for pseudo-dynamic framework of UI-Simcor for pseudo-dynamic hybrid testinghybrid testing
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Analytical ProgramAnalytical Program Development Inelastic Models for RC Sections Development Inelastic Models for RC Sections
under Combined Loadingunder Combined Loading
Modeling of Specimens tested under Pseudo-Modeling of Specimens tested under Pseudo-Dynamic/Dynamic ConditionsDynamic/Dynamic Conditions Complex and Simplified ToolsComplex and Simplified Tools
Parametric StudiesParametric Studies
Bridge System AnalysisBridge System Analysis
Development of Seismic Design CriteriaDevelopment of Seismic Design Criteria
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Experimental ProgramExperimental Program
Experimental investigation of columns Experimental investigation of columns under multi-directional loadings with under multi-directional loadings with varying levels of axial force and axial-varying levels of axial force and axial-flexure interaction ratios linked to flexure interaction ratios linked to analysis.analysis.
Slow cyclic tests at UMR.Slow cyclic tests at UMR. Pseudo-dynamic tests at UIUC Pseudo-dynamic tests at UIUC Dynamic tests at UNRDynamic tests at UNR Integrated bridge test managed by Integrated bridge test managed by
UMR, tested at UIUCUMR, tested at UIUC
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UMR Test SetupUMR Test Setup
Loading Frames
Load Stub
(2) Vertical Actuators
Unit Tie Downs
(2) Horizontal Actuators
Test Unit
Unit Base
Strong Floor/Wall
Test Unit
Tie Downs for (1) Horizontal Actuator
(1) Horizontal Actuator
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Position of (2) Horizontal Actuators. Actuators Position for S-Pattern loading
Test Unit (Interlocking Spiral Column Setup for Bi-Axial Bending Shown)
Loading Frame
Loading Frame Rotation Angle – Twist/Torsion
Test Unit Offset Angle for Bi-Axial Bending
UMR Test SetupUMR Test Setup
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Large Testing Facility, Large Testing Facility, UIUCUIUC
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Large Testing Facility, Large Testing Facility, UIUCUIUC
Experiment Module
Static Analysis Module
UIUI--SimCorSimCor
Disp.Disp.
Forc.Forc.
Experiment Module
Static Analysis Module
UIUI--SimCorSimCor
Disp.Disp.
Forc.Forc.
Three 6 DOF loading and Three 6 DOF loading and boundary condition boxes of boundary condition boxes of capacity 3000kN to 4500kNcapacity 3000kN to 4500kN
Displacement capacity +/- Displacement capacity +/- 250 mm per box250 mm per box
Reaction wall ~15x9x8 Reaction wall ~15x9x8 metersmeters
Three advanced high speed Three advanced high speed DAC systemsDAC systems
Video and J-Camera data Video and J-Camera data capturecapture
Simulation Coordinator UI-Simulation Coordinator UI-SIMCOR for multi-site SIMCOR for multi-site hybrid simulationhybrid simulation
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Small Scale Testing Small Scale Testing Facility, UIUCFacility, UIUC
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UNR Shake Table FacilityUNR Shake Table Facility
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UNR Shake Table FacilityUNR Shake Table Facility
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UNR Shake Table FacilityUNR Shake Table Facility
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Tested Structure
Soil & Foundation
Module
(OpenSees)
UI-UI-SIMCORSIMCOR
Disp.Disp.
ForceForce
Structural Module
(Zeus-NL)
UMR Test at UIUCUMR Test at UIUC
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UMR ProgramUMR Program
Shape Ht. Scale Design Directions Description
M01 - 24 108 1:2 High U, A1 Level 1axial-high shear-flexure(I01) (a)
M02 - 24 108 1:2 High U, T, A1 M01 with torsion (e) M05 - 24 108 1:2 High U, T, A1 M02 with high torsion (c) M06 - 24 156 1:2 High U, T, A1 high torsion (d) M07 - 24 156 1:2 Mod. U, A1 M01 with moderate details (b) M08 - 24 156 1:2 High T, A2 Level 2 axial-torsion (g) M09 - 24 156 1:2 High U, T, A2 Level 2 Axial (f) M10 -24x48 156 1:2 High U (m) Level 1 axial-low shear- (b) M11 -24x48 156 1:2 High U (M) M10 with bidirectional M (b) M12 - 24x48 156 1:2 High U, T (m) M10 with torsion (d) M13 - 24x48 156 1:2 High U, T (M) M11 with torsion (d) M14 - 24x24 108 1:2 High U Level 1 axial-high shear (a)
M15 - 24x24
108 1:2 Mod. U, T M14 with high torsion and moderate details (c)
M16 - 24x24
156 1:2 Mod. U, T M15 with high torsion and moderate details (d)
M17 - 24 - 24 - 24
144 156 108
1:2 1:2 1:2
High High High
Earthquake Prototype bridge evaluation – DONE AT UIUC by UMR.
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UIUC – MUST-SIM ProgramUIUC – MUST-SIM Program
Shape Ht. Scale Design Directions Description
I01 - 20 160 1:2 High E1, E2, A1 Level 1 axial-low shear
I02 - 24 108 1:2 High U, A1 Level 1 axial-high shear (M01)
I03 - 24 108 1:2 Mod. E1, E2, A2 I02 with moderate details
I04 - 4 32 1:10 High E1, E2, A1 Level 1 axial-low shear
I05 - 4 18 1:10 High U, A1 Level 1 axial-high shear (M01)
I06 - 4 18 1:10 High E1, E2, A2 I05 with Level 2 axial load
I07 - 4 18 1:10 Mod. E1, E2, A2 I06 with moderate details
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UNR ProgramUNR Program Shape Ht. Scale Design Directions Description
N01 - 16 104
1:3 High CA,E1,E2,T
Constant axial, low shear, torsion
N02 - 16 104
1:3 High VA,E1,E2,T
N01 but with variable axial load
N03 - 16 72
1:3 High CA,E1,E2,T
Constant axial, high shear, torsion
N04 - 16 72
1:3 High VA,E1,E2,T
N03 but with variable axial load
N05 - 12x20 72
1:4 High VA,E1,E2 Variable axial, high shear
N06 - 12x20 72
1:4 High VA,E1,E2,T
N05 with torsion
N07 - 12x20 72
1:4 High VA,E3,E4,T
N06 with near field motions
N08 - 12x20 72
1:4 High VA,E1,E2,T2
N07 with high torsion
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International CooperationInternational Cooperation
University of MexicoUniversity of Mexico
E-Defense - ?????E-Defense - ?????
Shape Ht. Scale Design Directions Description X01 - 20 x 20 80 1:1.2 High CA, U Strengthened prior
to testing X02 - 20 x 20 80 1:1.2 High CA, U X01 with second
repair scheme X03 - 20x80 120 1:2 High CA, U1 Bidirectional
Motion 1 X04 - 20x80 120 1:2 High CA, U2 Bidirectional
Motion 2
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Educational ActivitiesEducational Activities
UCIST shake UCIST shake tables tables incorporated for incorporated for hands-on hands-on exercises and exercises and experimentsexperiments
Existing K-12 outreach programs will Existing K-12 outreach programs will be enhanced with additional modulesbe enhanced with additional modules UNR: Summer camps and ME2L programUNR: Summer camps and ME2L program UIUC: Engineering Open HouseUIUC: Engineering Open House UMR: High school engineering summer UMR: High school engineering summer
coursecourse WU: GK-12 ProgramWU: GK-12 Program
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Educational ActivitiesEducational Activities
Modules to be developed to enhance Modules to be developed to enhance curriculum on undergraduate and graduate curriculum on undergraduate and graduate levelslevels
Undergraduates involved in research through Undergraduates involved in research through REU programsREU programs
Encourage students from underrepresented Encourage students from underrepresented groups through Minority Engineering groups through Minority Engineering Program, GAMES, MERGE, and GetSet Program, GAMES, MERGE, and GetSet programprogram
Online continuing education course to be Online continuing education course to be developed at UMR for practicing Engineersdeveloped at UMR for practicing Engineers
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Questions??Questions??