Steel Seismic Force Resisting Systems · Steel Seismic Force Resisting Systems ... Moderately...
Transcript of Steel Seismic Force Resisting Systems · Steel Seismic Force Resisting Systems ... Moderately...
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
SteelSeismic Force Resisting Systems
Ontario Building Officials Association2007 Annual Meeting and Training Sessions
Fairmont Chateau Laurier, Ottawa, ONSeptember 24, 2007
David H. MacKinnon, M.A.Sc., P.Eng. Director of Codes and Standards
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
NBC 2005 Article 4.1.8.9.↑↓
CAN/CSA-S16-01 (S16S1-05)Clause 27
Terminology, Scope and Application
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
NBCC 2005 Article 4.1.8.9. System Limits
Cases Where
IEFvSa(1.0)
< 0.2 ≥ 0.2 to< 0.35
≥ 0.35 to≤ 0.75
> 0.75 > 0.3
Ductile moment-resisting frames 5.0 1.5 NL NL NL NL NL
Moderately ductile moment-resisting frames 3.5 1.5 NL NL NL NL NL
Limited ductility moment-resisting frames 2.0 1.3 NL NL 60 30 30
Moderately ductile concentrically braced frames
Non-chevron braces 3.0 1.3 NL NL 40 40 40
Chevron braces 3.0 1.3 NL NL 40 40 40
Tension only braces 3.0 1.3 NL NL 20 20 20
Steel Structures Designed and Detailed According to CAN/CSA-S16
Type of SFRS Rd Ro
Restrictions(2)
Cases Where IEFaSa(0.2)
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
NBCC 2005 Terminology
Rd = ductility-related force modification factor reflecting the capability of a structure to dissipate energy through inelastic behaviour.
Ro = overstrength-related force modification factor accounting for the dependable portion of reserve strength.
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CAN/CSA-S16 Terminology
IEFaSa(0.2) = "specified short-period spectral acceleration ratio“
IEFvSa(1.0) = "specified one-second spectral acceleration ratio"
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CAN/CSA-S16-01 (S16S1-05)Clause 27
27.1 General27.2 - 4 Moment Resisting Frames27.5 - 6 Concentrically Braced Frames27.7 Eccentrically Braced Frames27.8 Plate Walls27.9 Cantilever Column Structures27.10 Conventional Construction27.11 Special Seismic Construction
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
CAN/CSA-S16-01 (S16S1-05)Clause 27
27.1 General27.2 - 4 Moment Resisting Frames27.5 - 6 Concentrically Braced Frames27.7 Eccentrically Braced Frames27.8 Plate Walls27.9 Cantilever Column Structures27.10 Conventional Construction27.11 Special Seismic Construction
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
General Requirements
Capacity design approach appliesSteel in ductile elements :
Fy < 350 MPa ; Fy < 0.85 Fu
Min. toughness for sections with thick flangesMinimum toughness for weld metalRequirements for bolted connectionsRyFy = 1.1Fy but > 385 MPa for probable capacity of ductile elements
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
Moment-Resisting Frames
Cases Where
IEFvSa(1.0)
< 0.2 ≥ 0.2 to< 0.35
≥ 0.35 to≤ 0.75
> 0.75 > 0.3
Ductile moment-resisting frames 5.0 1.5 NL NL NL NL NL
Moderately ductile moment-resisting frames 3.5 1.5 NL NL NL NL NL
Limited ductility moment-resisting frames 2.0 1.3 NL NL 60 30 30
Moderately ductile concentrically braced frames
Non-chevron braces 3.0 1.3 NL NL 40 40 40
Chevron braces 3.0 1.3 NL NL 40 40 40
Tension only braces 3.0 1.3 NL NL 20 20 20
Steel Structures Designed and Detailed According to CAN/CSA-S16
Type of SFRS Rd Ro
Restrictions(2)
Cases Where IEFaSa(0.2)
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
Moment-Resisting Frames
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
CAN/CSA-S16-01 (S16S1-05)Clause 27
27.1 General27.2 - 4 Moment Resisting Frames27.5 - 6 Concentrically Braced Frames27.7 Eccentrically Braced Frames27.8 Plate Walls27.9 Cantilever Column Structures27.10 Conventional Construction27.11 Special Seismic Construction
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
Collapse Mechanisms
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Type D Moment Resisting FramesRd = 5.0, Ro = 1.5
BeamsClass 1braced for seismic design
ColumnsClass 1 or Class 2 except when column hinging is allowed,
Class 1braced for seismic designaxial force < 0.3AFy in high seismicity regions
Some examples of seismic design requirements
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
Type MD Moment Resisting FramesRd = 3.5, Ro = 1.5
BeamsClass 1 or Class 2braced as plastically analyzed, statically loaded beams
ColumnsClass 1 or Class 2except, when column hinging is allowed,
Class 1 braced for seismic designaxial force < 0.5AFy in high seismicity regions
Some examples of seismic design requirements
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Type LD Moment Resisting FramesRd = 2, Ro = 1.3
Height limits< 30 m where IEFaSa(0.2) > 0.75
< 60 m where IEFaSa(0.2) > 0.35
BeamsClass 1 or Class 2
ColumnsClass 1
Some examples of seismic design requirements
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
www.cisc-icca.ca
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
Moment Connections for Seismic Applicationsby CISC
Reduced beam section
Bolted end plate Bolted stiffened end plate
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Concentrically Braced Frames
Moderately ductile concentrically braced frames
Non-chevron braces 3.0 1.3 NL NL 40 40 40
Chevron braces 3.0 1.3 NL NL 40 40 40
Tension only braces 3.0 1.3 NL NL 20 20 20
Limited ductility concentrically braced frames
Non-chevron braces 2.0 1.3 NL NL 60 60 60
Chevron braces 2.0 1.3 NL NL 60 60 60
Tension only braces 2.0 1.3 NL NL 40 40 40
Cases Where
IEFvSa(1.0)
< 0.2 ≥ 0.2 to< 0.35
≥ 0.35 to≤ 0.75
> 0.75 > 0.3
Steel Structures Designed and Detailed According to CAN/CSA-S16
Type of SFRS Rd Ro
Restrictions(2)
Cases Where IEFaSa(0.2)
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
CAN/CSA-S16-01 (S16S1-05)Clause 27
27.1 General27.2 - 4 Moment Resisting Frames27.5 - 6 Concentrically Braced Frames27.7 Eccentrically Braced Frames27.8 Plate Walls27.9 Cantilever Column Structures27.10 Conventional Construction27.11 Special Seismic Construction
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
Chevron (MDCBF or LDCBF)
Chevron Vee
Balanced, Chevron
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Non-Chevron (MDCBF or LDCBF)
Single Brace Panel (General)
Split-Chevron Split-V British Flag
Balanced, Direct-Acting, Single Brace Panels
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Non-Chevron (MDCBF or LDCBF)
Split-XDirect-ActingX (Cross)
Balanced
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Tension-Only (MDCBF or LDCBF)
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Non-Chevron (MDCBF or LDCBF)
Knee-BracingK-Bracing
Not Permitted
Use Conventional Construction, Rd=1.5, Ro=1.3
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Type MD - Braces (T/C & T-O)
b/t Ratios:
KL/r < 100RHS: 330/√FyOthers: Class 1
KL/r = 200HSS: Class 1Others: Class 2
100 < KL/r < 200Linear interpolation
Some examples of seismic design requirements
Brace Slenderness:
KL/r < 200
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Type MD - Brace Connections
Rotation:
Allow rotation to develop upon buckling, or
Design for 1.1 Ry Mpb
R. Tremblay
2tp
Some examples of seismic design requirements
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Type MD – Column Continuity & Flexure
Columns in braced bays:
Class 1 o 2 in braced bays
Beam-columns with M = 0.20 Mpc
Other Columns:
Class 3 or better
Some examples of seismic design requirements
Columns continuous over:
2 storeys (T/C)
Full building height (T-O)
Column splices:
Shear = 0.4 Mpc/hs
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Type LD - Requirements
Brace KL/r < 300 for single- and two-storey T-O bracing
Brace b/t limitsNo b/t limit for slender tension-only bracesWhere IEFaSa(0.2) < 0.45, Class 2
Some examples of seismic design requirements
Brace connectionsWhere IEFaSa(0.2) < 0.55, no requirements for end rotation when brace KL/r > 100
Column splicesWhere IEFvSa(1.0) < 0.30, requirements for gravity columns waived
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
Eccentrically Braced Frames
Limited ductility concentrically braced frames
Non-chevron braces 2.0 1.3 NL NL 60 60 60
Chevron braces 2.0 1.3 NL NL 60 60 60
Tension only braces 2.0 1.3 NL NL 40 40 40
Ductile eccentrically braced frames 4.0 1.5 NL NL NL NL NL
Ductile frame plate shear walls 5.0 1.6 NL NL NL NL NL
Moderately ductile plate shear walls 2.0 1.5 NL NL 60 60 60
Cases Where
IEFvSa(1.0)
< 0.2 ≥ 0.2 to< 0.35
≥ 0.35 to≤ 0.75
> 0.75 > 0.3
Steel Structures Designed and Detailed According to CAN/CSA-S16
Type of SFRS Rd Ro
Restrictions(2)
Cases Where IEFaSa(0.2)
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
CAN/CSA-S16-01 (S16S1-05)Clause 27
27.1 General27.2 - 4 Moment Resisting Frames27.5 - 6 Concentrically Braced Frames27.7 Eccentrically Braced Frames27.8 Plate Walls27.9 Cantilever Column Structures27.10 Conventional Construction27.11 Special Seismic Construction
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
Eccentrically Braced Frames
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Canadian Institute of Steel Construction / Institut canadien de la construction en acier
EBF – Capacity Design
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EBF - Requirements
Links:Fy ≤ 350 MPaClass 1 webs / Class 1 or 2 flanges for “short” links;Class 1 web and flanges for “long” linksMinimum and maximum length of link, eShear resistance = lesser of ø Vp′ and 2 ø Mp′ / eMaximum link beam rotation
Some examples of seismic design requirements
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
EBF - Requirements
Portions of beams outside of links: To resist 1.30 Ry times load corresponding to Vp′ or Mp′Bracing requirements
Braces:Class 1 or 2Braces and end connections to resist 1.30 Rytimes load corresponding to Vp′ or Mp′
Some examples of seismic design requirements
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
EBF - Requirements
Columns:Class 1 or 2To resist 1.15 Ry times load corresponding to Vp′ or Mp′
(or 1.30 Ry times for top two storeys).
Beam-column interaction value ≤ 0.85 (except 0.65 for top tier)
Some examples of seismic design requirements
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
Plate Shear Walls
Non-chevron braces 2.0 1.3 NL NL 60 60 60
Chevron braces 2.0 1.3 NL NL 60 60 60
Tension only braces 2.0 1.3 NL NL 40 40 40
Ductile eccentrically braced frames 4.0 1.5 NL NL NL NL NL
Ductile frame plate shear walls 5.0 1.6 NL NL NL NL NL
Moderately ductile plate shear walls 2.0 1.5 NL NL 60 60 60
Conventional construction of moment frames, braced frames or shear walls
1.5 1.3 NL NL 15 15 15
Cases Where
IEFvSa(1.0)
< 0.2 ≥ 0.2 to< 0.35
≥ 0.35 to≤ 0.75
> 0.75 > 0.3
Steel Structures Designed and Detailed According to CAN/CSA-S16
Type of SFRS Rd Ro
Restrictions(2)
Cases Where IEFaSa(0.2)
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
CAN/CSA-S16-01 (S16S1-05)Clause 27
27.1 General27.2 - 4 Moment Resisting Frames27.5 - 6 Concentrically Braced Frames27.7 Eccentrically Braced Frames27.8 Plate Walls27.9 Cantilever Column Structures27.10 Conventional Construction27.11 Special Seismic Construction
+ Clause 20
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In the Lab
In the field
Plate Shear Walls
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Plate Shear WallCapacity Design
yielding
OverturningMoment
B x MfL
L2 storeys>
Vre
R. Tremblay
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
Type D – Plate WallRd = 5.0, Ro = 1.6
NBCC term “Ductile frame plate shear walls”Beams
Class 1Column Splice
full flexural resistance of smaller sectionsplice @ ¼ the storey height
Column Joint Panel ZonesBeam-to-Columns Joints and Connections
Some examples of seismic design requirements
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Type LD – Plate WallRd = 2.0, Ro = 1.5
NBCC “Moderately ductile plate shear walls”proportioned in accordance with Clause 20
no special requirements
Some examples of seismic design requirements
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
Conventional Construction
Ductile eccentrically braced frames 4.0 1.5 NL NL NL NL NL
Ductile frame plate shear walls 5.0 1.6 NL NL NL NL NL
Moderately ductile plate shear walls 2.0 1.5 NL NL 60 60 60
Conventional construction of moment frames, braced frames or shear walls
1.5 1.3 NL NL 15 15 15
Other steel SFRS(s) not defined above 1.0 1 15 15 NP NP NP
Cases Where
IEFvSa(1.0)
< 0.2 ≥ 0.2 to< 0.35
≥ 0.35 to≤ 0.75
> 0.75 > 0.3
Steel Structures Designed and Detailed According to CAN/CSA-S16
Type of SFRS Rd Ro
Restrictions(2)
Cases Where IEFaSa(0.2)
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
Height Restriction for Conventional Construction
Commentary J to NBCC 2005 states:
This restriction was intended to retain the traditional 3-storey height limit stipulated in previous editions of the NBCC. However, this height limit does not apply to single-storey steel industrial structures.
However, structures such as stadia, large exhibition halls, arenas, convention centres and other similar structures must satisfy the height restrictions.
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
CAN/CSA-S16-01 (S16S1-05)Clause 27
27.1 General27.2 - 4 Moment Resisting Frames27.5 - 6 Concentrically Braced Frames27.7 Eccentrically Braced Frames27.8 Plate Walls27.9 Cantilever Column Structures27.10 Conventional Construction27.11 Special Seismic Construction
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
Conventional ConstructionRd = 1.5, Ro = 1.3)
Where IEFaSa(0.2) > 0.45 :
design connections for an expected ductile failure mode* or
design for 1.5 E + gravity
* See CISC Commentary on Cl. 27.10 for examples of ductile failure mode in general
Some examples of seismic design requirements
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
Other SFRS
Ductile eccentrically braced frames 4.0 1.5 NL NL NL NL NL
Ductile frame plate shear walls 5.0 1.6 NL NL NL NL NL
Moderately ductile plate shear walls 2.0 1.5 NL NL 60 60 60
Conventional construction of moment frames, braced frames or shear walls
1.5 1.3 NL NL 15 15 15
Other steel SFRS(s) not defined above 1.0 1 15 15 NP NP NP
Cases Where
IEFvSa(1.0)
< 0.2 ≥ 0.2 to< 0.35
≥ 0.35 to≤ 0.75
> 0.75 > 0.3
Steel Structures Designed and Detailed According to CAN/CSA-S16
Type of SFRS Rd Ro
Restrictions(2)
Cases Where IEFaSa(0.2)
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
CAN/CSA-S16-01 (S16S1-05)Clause 27
27.1 General27.2 - 4 Moment Resisting Frames27.5 - 6 Concentrically Braced Frames27.7 Eccentrically Braced Frames27.8 Plate Walls27.9 Cantilever Column Structures27.10 Conventional Construction27.11 Special Seismic Construction
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
Cantilever Column Systems
Rd = 1.0, Ro = 1.0
(Rd = 1.5, Ro = 1.3, if Class 1 columns)
design base connectionfor 1.1 Ry Mpc
UCV h
f ff s
2 1 125= +⎛
⎝⎜
⎞
⎠⎟ <
Σ ΔΣ
. R. Tremblay
Some examples of seismic design requirements
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
CAN/CSA-S16-01 (S16S1-05)Clause 27
27.1 General27.2 - 4 Moment Resisting Frames27.5 - 6 Concentrically Braced Frames27.7 Eccentrically Braced Frames27.8 Plate Walls27.9 Cantilever Column Structures27.10 Conventional Construction27.11 Special Seismic Construction
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
Special Seismic Construction
Systemsspecial bracing and ductile truss segmentsseismic isolation and other energy-dissipating devices
Designpublished research results and design guidesobserved performancespecial investigation
Comparable level of safety and performance
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
CISC Short Courses Fall 2007
Seismic Design of Steel Framed BuildingsMoncton, NB, (October 11) Vancouver-Richmond, BC, (October 30) Calgary, AB, (November 1) Toronto-Richmond Hill, ON, (November 6) Montréal, QC, (22 novembre)
www.cisc-icca.ca/courses