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Buckling-Restrained Braced Frames
by Walterio A. López, SE Rutherford & ChekeneRafael Sabelli, SE Walter P Moore
Buckling-Restrained Braced Frames (BRBFs)• Code Intent• How BRBs work• Brief History of BRBFs in US Codes• Sample BRBF Construction• Brief treatment on testing• Building-Code Design• Design Methodology• Specification, Other Issues• Gusset Connections• Summary
Code Intent
Building-Code Philosophy
Objective: Prevent collapse in the extremeearthquake likely to occur at a building site.
Objectives are not to:
limit damagemaintain functionprovide for easy repair
To survive a strong earthquake without collapse:
Design for Ductile BehaviorMaterial Ductility
Member Ductility
System Ductility
AISC Methodology
Designate fuses Members that undergo inelastic strain
Provide ductility in fuse membersPrevent local buckling
Prevent member instability
Prevent connection failure
Design system to ensure ductility is concentrated in fuses
How BRBs work
What is a Buckling-restrained Brace? Two Definitions
De-Coupled Stress and Buckling(Mechanics Definition)
Balanced Hysteresis(Performance Definition)
Stress resisted by steel core
Buckling resisted by sleeve
BRB Definitions Explained: Conventional Bracing
Brace behavior is asymmetric with respect to tension and compression and is subject to strength and stiffness degradation Pcr
Ry Ag Fy
Compression
Tension
0 31 2C
ompr
essi
on S
treng
thSlenderness Parameter λc
BRB Definitions Explained: Sleeved Column
Sleeve achieves π2EI/L2
Stress is zeroNo material stress limit
Fy A
π2 E I
L2Steel core achieves Fy Aλc ~ 0kl/r ~ 0
Brief History of BRBFs in US Codes
Historical Background1st BRBF paper: 2000 SEAOC ConventionBRBF design presentations:
SEAOC: 2001-2006NASCC: 2004, 2005Steel TIPS Seminars: 2004ASCE Structures Congress: 2005AISC braced frame seminars: 2005, 2006
BRBFs in U.S. to date: >100 bldgs, >15,000BRBs
Background (recent past/present)SEAOC/AISC BRBF committee
Background (present)
Sample BRBF Construction
Sample Construction
Sample Construction
Sample Construction
BucklingRestrained
Brace
Unbonded Brace
Buckling-Restrained Brace Types
PowerCat Brace
ACMEBracing
Company
Buckling-Restrained Brace Assembly
Core
Sleeve
Buckling-Restrained Brace Assembly
Buckling-Restrained Brace Mechanics
Unbonded Brace Type
DecouplingBucklingRestraint
Encasing mortar
Yielding steel core
Steel tube
Debonding material between steel core and mortar
Brief treatment on testing
Selected Testing Data
Literature Reference Test Type
Number of Tested Braces
Brace Strain
(%)
SIE, 1999
Uniaxial 3 2.1
SIE, 2001
Uniaxial 2 2.1
UC Berkeley, 2002
Frame (Subassemblage) 3 1.8 - 2.1
Merritt et al., 2003a
Subassemblage 6 2.4 - 2.7
Merritt et al., 2003b
Subassemblage 8 1.8 - 2.6
Merritt et al., 2003c
Uniaxial 2 1.6, 1.7
SIE, 2003
Subassemblage 4 1.6 – 3.0
BRB Tests Short Summary
• About 50+ different brace tests have been performed in support of US projects
• All tests results so far have met Appendix T’s acceptance criteria
• Tests have included Appendix T, moment frame, near-field, and fatigue displacement protocols
• Kinematic rotations of brace ends were not detrimental to brace performance
Building-Code Design
R Values
7 for Basic BRBF System
8 for BRBF System with Rigid Beam-Column Connections
8 for BRBF/SMF Dual System
ASCE 7 2005 (with Supplement 1)
Ωo Values
2 for Basic BRBF System
21/2 for BRBF System with Rigid Beam-Column Connections
21/2 for BRBF/SMF Dual System
ASCE 7 2005 (with Supplement 1)
Cd Values
51/2 for Basic BRBF System
5 for BRBF System with Rigid Beam-Column Connections
5 for BRBF/SMF Dual System
ASCE 7 2005 (with Supplement 1)
Height LimitsSeparated by Seismic Design Category:B&C D E FNL 160* 160 100 for Basic BRBF System
NL 160* 160 100 for BRBF System with RigidBeam-Column Connections
NL NL NL NL for BRBF/SMF Dual System
(NL = Not Limited)*Can be increased to 240 for regular buildings.
ASCE 7 2005 (with Supplement 1)
Coefficients for Determination of Approximate Period
Ta = Cr (H/ft.)x
Cr = 0.03 (ASCE to incorporate)x = 0.75(Similar to EBF)
ASCE 7 2005 (with Supplement 1)
Combined effect of R and T
Period
Des
ign
Bas
e Sh
ear SCBF
BRBF
SCBF Building
BRBF Building
Design Methodology
Design Procedure
Define appropriate BRB modelingDetermine required brace strengthCheck drift Determine brace displacements at 2.0 Δm
Compare required displacements to existing testsPlan and conduct new tests?
Determine adjusted BRB strengths at 2.0 ΔmRequires test data or manufacturer’s summary
Calculate required strength of columns, beams, and connections based on adjusted BRB strengths
BRBF Design Methodology• BRB is energy dissipater• Steel core material
specified as mild & ductile
• Design checks:• BRB φPn• Global drift • BRB deformation, ΔbM• Adjusted BRB strengths
• Beam Ru/φRn• Column Ru/φRn• Connections Ru/φRn
Analysis
Gravity LoadSize frame to resist 100% of gravity
All load combinationsDo not model braces as resisting gravity load
Check that braces do not yield under Live LoadSeismic Load
Size braces for seismic load onlyDo not model braces to resist gravity loadSize for 100% of seismic load?Or consider shear in columns
Found by analysisSize frame considering plastic mechanism
Design Summary
Design for seismic force from analysis; do not include gravity
Check to make sure live load does not cause (cyclic) yieldingBraces
Design for maximum brace forces, plus 100% of gravity
Design for 100% of loadFrame
1.2D + 0.5L + E1.2D + 1.6LSeismicGravity
Load Combination
Brace StiffnessKbr = P/Δ
Δ ~ PLy/AyE
Ly = 0.5-0.8 L(depending on brace type and configuration)
Kbr = 1.2 - 2.0 AyE /L
Flexibility L y
EA sc
L L y
EA nonyielding
BRB Modeling
Kbr = 1.3 AscE /L ? Kbr = 1.6 AscE /L ?
BRB Modeling (Nonlinear)
Isotropic and kinematic strain hardeningDifference in tension/compression valuesModified DRAIN, PERFORM 3D
Steel Core Material
• Specifications• ASTM A36 Grade 36/42 • JIS G3136 SN400B
• Wide range of yield strength not desired• Solution: supplementary yield strength
requirements verified by coupon tests• Current practice: material procured based on
MTRs, coupon tests performed prior to fabrication
Preliminary BRB Design
ysc
usc F
PA
φ≥
θcos2 F
Pu= Assume braces
resist 100% of story shear
Design braces to calculated capacity(Pu = φPn = φFyscAsc)
F
θ
BRB Axial Deformation Check
Compute elastic story drift ΔXExtract from analysis program ΔbX = Δbrace at ΔXstory drift
BRB Axial Deformation Check
ΔbX is computed at largest elastic story drift (ρ = 1.0 for drift)
Compute ΔbM = Cd ΔbX = Δbrace at ΔM story driftCompute max. brace strain εMAX= 2.0ΔbM / Lysc
εMAX cannot exceed maximum value testedIf εMAX exceeds tested values, resize BRB
BRB Axial Deformation Comparison
For a ASCE 7 earthquake (2/3 of MCE)2.0 Δbm ~ 10 Δby (elastic methods, Ch. 16)Mean = 9-11 Δby (Sabelli, Fahnestock)
For a 2%/50 year eventNot addressed in codesMean = 17-19 Δby (Sabelli, Fahnestock)
• Ductilities underestimated but not forces• Solution: fabricate BRBs to Δby larger than
predicted by elastic methods
Plastic Mechanism
All braces yieldingTension or compressionStrain Hardened“Adjusted strength”
= Maximum forceBased on first mode
BRB Adjusted Strength
Compression: βωRy Fysc AscTension: ωRy Fysc AscAdjusted for Various Factors
ω Strain-Hardeningβ Compression OverstrengthRy Material Overstrength
If Fy is used as core yield strength Fysc, Ry is > 1.0If Fysc is taken from material coupon test, Ry = 1.0.
BRB Adjusted Strength
FactorsFactors Taken from Test Results within 2.0
Δm.Compression Strength Adjustment Factor
β = Cmax/Tmax
Strain-Hardening Adjustment Factor ω = Tmax/FyA
Provided by brace manufacturers
BRB Uniaxial Test Results
Hysteresis courtesy of SIE, Inc.
BRB Adjusted Strength (example)
εMAX = 0.98 % at 2.0ΔbM
Go to graph from BRB manufacturer and obtain:ω = 1.22ωβ = 1.25β = ωβ/ω
= 1.25/1.22 = 1.03
BRB Adjusted Strength
Case at inverted-V beam
ωRyFyscAsc
βωRyFyscAsc
βωRyFyscAsc
ωRyFyscAsc
βωRyFyscAsc
ωRyFyscAsc
βωRyFyscAsc
ωRyFyscAsc
βωRyFyscAscωRyFyscAsc
Frame Design: Model BRB Forces Directly
Combine with 1.2D + 0.5 L + 0.2 Sds D
Column flexural forces not calculated
E = 1 ksi
α = 1/oF
ΔT = ωRyFysc
Tension
ΔT = βωRyFysc
Compression
Axial force approximationColumn flexural forces not calculated
Combine with 1.2D + 0.5 L + 0.2 Sds D
Frame Design: Model BRB forces Using Temperature
Specification, Other Issues
Use of Proprietary BRBs
Engineer Specifies:Brace StrengthBrace Core Area (or stiffness)Maximum and Minimum Fy
Displacement rangeManufacturer Provides:
Braces that meet the specificationTest data that qualifies the braces
Typical Specification of BRB Size- ASC
Uncertainty in strength (example)Calculations
φPn = 0.9Aysc (38 ksi)Ry = 46 ksi/38 ksi = 1.21
DrawingsAsc = 8.5 in.2 (for example)
Specifications38 ksi ≤ Fysc ≤ 46 ksi
ManufactureAsc = 8.5 in.2
323 kips ≤ Pysc ≤ 391 kips
Proportioning of strength likely similar to design
Alternate Specification of BRB Size- Pysc
Uncertainty in stiffness (example)Calculations
φPn = 0.9Asc Fysc where Fysc is measured during manufacture and Asc is adjusted accordingly
Ry = 1.0Asc = φPn /0.9 (44 ksi) [reasonably low stiffness for analysis]
DrawingsPysc = 323 kips (= Pu /φ)
Specifications38 ksi ≤ Fysc ≤ 46 ksi
ManufacturePysc = 323 kips7.0 in.2 ≤ Asc ≤ 8.5 in.2
Proportioning of stiffness likely similar to design
Construction AdministrationGeneral contractor
BRBDetailer
Steel fabricator
Fabricator Detailer
DrawingExchange
Coordinated submittals:BRBs, gusset plates, frames
Code Issues
• BRB is a better brace that doesn't buckle.• BRB is a performance-specification item.• Single diagonals in one direction and stacked
chevron allowed without penalty.• BRB and gussets often need not be fireproofed.• If manufactured in approved shop, inspections
may be waived.• Non-structural attachments to casing not
prohibited.
Gusset Connections
Sample Connections
Alternative Connections
Courtesy ofSTAR Seismic
Courtesy ofCoreBrace
Direct bolting of core
Direct welding of core
Gusset Plate Design Issues
•Adjusted BRB strengths readily determined from backbone curve (first validation of methodology)
•Frame fixity must be acknowledged in analyses
•Recognize that cyclic testing of gusset plates not fully developed
•Avoid unnecessary connection restraint
Beam (or column) yield at <1%Rotation ductility not testedThese issues apply to all gussets at large drift
SCBF and OCBF drift likely to be greater than BRBFEBF rotations may be much greater
Potential Connection Issues
Courtesy of K.C. Tsai
Potential Connection Issues
Pin Connection
Courtesy of
L. Fahnestock
Summary
BRBF Design Summary
• BRB is energy dissipater
• Check BRB ductility demands
• Check surrounding elements for adjusted BRB strengths
Overall Summary
BRBs harness steel ductility to provide member ductility
BRBF provide a ductile system ifConnection failure is precludedBraces are proportioned to earthquake demandFrame is designed for plastic mechanismBraces are properly specified.
Thank You