Canadian Institute of Steel Construction / Institut canadien de la construction en acier Steel Seismic Force Resisting Systems Ontario Building Officials Association 2007 Annual Meeting and Training Sessions Fairmont Chateau Laurier, Ottawa, ON September 24, 2007 David H. MacKinnon, M.A.Sc., P.Eng. Director of Codes and Standards
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Steel Seismic Force Resisting Systems · Steel Seismic Force Resisting Systems ... Moderately ductile concentrically braced frames ... Column splices
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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
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
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
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
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
EBF – Capacity Design
Canadian Institute of Steel Construction / Institut canadien de la construction en acier
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
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