steel moment frame connection performance limits for disproportionate collapse analysis (sei 2012)
TRANSCRIPT
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STEEL MOMENT FRAME CONNECTION PERFORMANCE LIMITS FOR
DISPROPORTIONATE COLLAPSE
Caroline Field, P.E., CEng MICE Andy Coughlin, P.E. Steven Wopschall, P.E.
Hinman Consulting Engineers, Inc.
San Francisco, CA
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Overview
• Definitions • Analysis Process • Criteria
Introduction
• 1960’s high rise building
• Partially restrained moment connections
Case Study • Connection
Strength • Material Strength • Rotation Limits
Key Findings
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STEEL MOMENT FRAME CONNECTION PERFORMANCE LIMITS FOR DISPROPORTIONATE COLLAPSE
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Definitions
• Disproportionate Collapse – “A collapse that is characterized by a
pronounced disproportion between a relatively minor event and the ensuing collapse of a major part or whole of a structure”
• Progressive Collapse – “A collapse that commences with the failure
of one or a few structural components and then progresses over successively affected other components”
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STEEL MOMENT FRAME CONNECTION PERFORMANCE LIMITS FOR DISPROPORTIONATE COLLAPSE
ASCE Terminology and Procedures Subcommittee
Design and Performance
Phenomenon and Mechanism
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A likely scenario…
Federal Building • Occupied by
DoD • Major
Investment
UFC 3-023-03 • Occupancy III
Bldg • Alternate Path
Method
ASCE 41-06 • Nonlinear
Method • Connection
Backbones • Rotation Limits
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STEEL MOMENT FRAME CONNECTION PERFORMANCE LIMITS FOR DISPROPORTIONATE COLLAPSE
How valid is the use of modeling parameters created for seismic time-history analysis?
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Case Study • 1960’s era steel
high rise • 30 stories • WF30 to WF16
girders • Double Split-T
Connections • UFC 3-023-03,
Alternate Path Method
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STEEL MOMENT FRAME CONNECTION PERFORMANCE LIMITS FOR DISPROPORTIONATE COLLAPSE
Source: Chicago Tribune
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Analysis Assumptions • LS-DYNA Nonlinear Time History
Analysis (LSTC 2007)
• *MAT_SEISMIC_BEAM with nonlinear backbones from ASCE41-06
• Belytschko-Schwer resultant beam elements
• Instantaneous column removal
• 2% damping
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STEEL MOMENT FRAME CONNECTION PERFORMANCE LIMITS FOR DISPROPORTIONATE COLLAPSE
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Column Removal Locations
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STEEL MOMENT FRAME CONNECTION PERFORMANCE LIMITS FOR DISPROPORTIONATE COLLAPSE
9 Bays @ 28’-0” = 252’-0”
5 B
ays
@ 2
8’-0
” =
140’
-0”
3 plan locations x 13 elevations x 4 lateral load directions = 156 total runs 3 plan locations x 9 elevations x 1 lateral load direction = 39 total runs
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Steel Connections
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STEEL MOMENT FRAME CONNECTION PERFORMANCE LIMITS FOR DISPROPORTIONATE COLLAPSE
Source: ASCE 41-06
Source: FEMA 274 (2000)
Source: UFC 3-023-03
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Steel Connections • Limit State 1: Shear in Bolt • Limit State 2: Tension in Bolt • Limit State 3: Tension in Tee • Limit State 4: Flexure in
Tee
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STEEL MOMENT FRAME CONNECTION PERFORMANCE LIMITS FOR DISPROPORTIONATE COLLAPSE
Source: ASCE 41-06
ASCE 41-06
FEMA 274
vs.
≈30% of Beam Moment Capacity
≈70% of Beam Moment Capacity Source: AISC Steel Manual, 13th Ed.
vs.
FEMA 355D ≈50% of Beam Moment Capacity
(Empirical)
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ANALYSIS RESULTS Per ASCE 41-06 Connections (≈30% of Beam Moment Capacity)
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SENSITIVITY RESULTS Per FEMA 355D Connections (≈50% of Beam Moment Capacity)
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STEEL MOMENT FRAME CONNECTION PERFORMANCE LIMITS FOR DISPROPORTIONATE COLLAPSE
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STEEL MOMENT FRAME CONNECTION PERFORMANCE LIMITS FOR DISPROPORTIONATE COLLAPSE
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SENSITIVITY RESULTS Per FEMA 274 Connections (≈70% of Beam Moment Capacity)
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STEEL MOMENT FRAME CONNECTION PERFORMANCE LIMITS FOR DISPROPORTIONATE COLLAPSE
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STEEL MOMENT FRAME CONNECTION PERFORMANCE LIMITS FOR DISPROPORTIONATE COLLAPSE
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Discussion-Connection Strength
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STEEL MOMENT FRAME CONNECTION PERFORMANCE LIMITS FOR DISPROPORTIONATE COLLAPSE
Source: ASCE 41-06 Source: AISC Steel Manual, 13th Ed.
Huge difference in outcomes.
ASCE 41-06 vs.
FEMA 355D vs.
FEMA 274
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Discussion-Material Strength • Default Properties
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STEEL MOMENT FRAME CONNECTION PERFORMANCE LIMITS FOR DISPROPORTIONATE COLLAPSE
Material ASTM Lower Bound Yield Strength
(ksi)
Expected Strength Translation Factor
Expected Yield Strength
(ksi) Steel WF A36 37 1.1 40.7
Steel Column A36 37 1.1 40.7 Steel Column A441 42 1.1 46.2
H.S. Bolts A325 15 (shear);
40 (tension) 1.1 (tension) 44.0
• Coupon Testing Coupon Location
(Steel WF Girders)
Yield Strength (ksi)
Ultimate Strength (ksi)
2nd 49 73.8 13th 42.8 68.5 31st 51.9 77.6
Mean 47.9 73.3 Std. Deviation 4.7 4.6
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Discussion-Material Strength • Comparison
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STEEL MOMENT FRAME CONNECTION PERFORMANCE LIMITS FOR DISPROPORTIONATE COLLAPSE
Method Lower Bound Yield Strength
(ksi)
Expected Yield Strength
(ksi)
ASCE 41-06 36 40.7 FEMA 273 36 54
Coupon Testing 43.3 47.9
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Discussion-Rotation Limits “The test results show that the rotational capacities of both the WUF-B and RBS connections under monotonic column displacement are about tw ice as large as those based on seismic test data.” [emphasis added]
-NIST Technical Note 1669 “An Experimental and Computational Study of Steel
Moment Connections under a Column Removal Scenario,” Sept 2010, pp. xvi.
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Key Findings
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STEEL MOMENT FRAME CONNECTION PERFORMANCE LIMITS FOR DISPROPORTIONATE COLLAPSE
Seismic Criteria for Disproportionate Collapse
Analysis?
Rotation Limits
Material Properties
Connection Strength
Coupon Testing Preferred for Both
Could affect whether costly retrofit is required.
Conservative?
Highly Sensitive for Disp. Collapse
Analysis
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Questions?
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STEEL MOMENT FRAME CONNECTION PERFORMANCE LIMITS FOR DISPROPORTIONATE COLLAPSE
www.hce.com/blog
@hinmanpulse
Andy: [email protected] Caroline: [email protected]
Contact Info:
Source: Chicago Tribune