FIRE PROTECTION OF STEEL STRUCTURES ... - CISC-ICCA

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SEISMIC CORNER CONVENTIONAL CONSTRUCTION IN NBCC 2010 A look at new provisions to account for greater uncertainty in predicting force demand in taller structures Although the name “Conventional Construction” was introduced in the National Building Code of Canada (NBCC) 2005, the use of seismic-force-resisting systems based on a force modification factor of R = 1.5 goes back to the NBCC 1990. Ductility requirements for Conventional Construction were introduced in CSA Standard S16-01, Clause 27.10, for regions of moderate and high seismicity. Because of the low force modification factor, seismic design forces in Conventional Construction are greater than in other systems, but connection details are simpler since the other ductility provisions of Clause 27 do not apply. In regions of higher seismic hazard, however, the building height limit of 15 m represented a significant restriction in the NBCC 2005. In the NBCC 2010, the use of Conventional Construction was extended for buildings taller than 15 m in moderate and high seismic zones provided they comply with the more stringent requirements in S16-09 Clause 27.11, outlined below. • Seismic forces are increased in proportion to the height for buildings taller than 15 m. Charles Albert, P.Eng. Montreal, QC • The height is limited to 60 m and 40 m for buildings subject to increasing levels of seismicity. • A dynamic analysis must be used, and due consideration given to elements affecting seismic response and to stability effects. • There are more stringent requirements for steel material ductility, notch toughness of base and weld metals, and crosssectional stockiness. • Design loads have been increased for columns (in some situations), as well as connections, diaphragms and members intersecting at unbraced locations. • There are additional ductility requirements for connections. Overall, these provisions are intended to account for the greater uncertainty in predicting force demand in taller structures, to prevent premature failure and non-ductile response, and to encourage beam and brace yielding rather than column buckling. The <strong>CISC</strong> Commentary in Part 2 of the Handbook of Steel Construction may be consulted for further information. 1 0 S P R I N G 2 0 1 1 A D V A N T A G E S T E E L
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Page 8 and 9: Q & A Alfred F. Wong, P.Eng. This c
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Page 14 and 15: FOR GREEN’S SAKE “Steel buildin
Page 16 and 17: FiRE PROtEctiON Protected steel: sp
Page 18 and 19: FiRE PROtEctiON Protected steel - c
Page 20 and 21: FiRE PROtEctiON 2 0 Protected steel
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Page 24 and 25: StEELDAY much appreciated. Thank yo
Page 26 and 27: SSEF PROGRAmS Loraine Fallow presen
Page 28 and 29: ONtARiO StEEL DESiGN AwARDS Leading
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Page 32 and 33: DESIGN Get the CISC Advantage CISC
Page 34 and 35: EDUcAtiON Curtis Williams Universit
Page 36 and 37: NEwS & EvENtS Mont Tremblant, Québ
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Page 40 and 41: ADVANTAGE STEEL CANADIAN INSTITUTE
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Page 44 and 45: ciSc ASSOciAtE - PROFESSiONAL mEmbE
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FIRE PROTECTION OF STEEL STRUCTURES ... - CISC-ICCA

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