Recommendations for the Seismic Design of High-rise Buildings

Recommendations for the Seismic Design of High-rise Buildings - Printable Version

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Recommendations for the Seismic Design of High-rise Buildings - TAFATNEB - 09-01-2013

Author: h Recommendations for the Seismic Design of High-rise Buildings Draft for Comment - 1 21 February 2008 Principal Authors Michael Willford Andrew Whittaker Ron Klemencic | Size: 2 MB | Format: PDF | Quality: Unspecified | Year: 21 February 2008 | pages: 28

There is a resurgence of construction of high rise and ultra-high rise buildings around the world. The design of these tall buildings in seismically active regions varies dramatically from region to region Whereas rigorous performance-based assessments are required in some countries, including Japan and China, many other countries do not require anything beyond a traditional design based on force reduction factors.
The objective of this Guide is to set out best practice for the seismic design of high-rise buildings anywhere in the world. Best practice for high-rise buildings is not represented by the traditional design codes such as the Uniform Building Code [ICBO, 1997] or its successor, the International Building Code [ICC, 2006]. Whilst these codes are referenced for the design of high-rise buildings in many countries, in part because the UBC still forms the basis for many national building codes, they are not suitable for the design of high-rise buildings for the following reasons:
1) They were developed for application to low and medium-rise buildings [and the framing systems used in those buildings] and not for the modern generation of tall buildings.
2) They permit only a limited number of structural systems for buildings taller than 49m in height, which are not economic for buildings of significantly greater height, and do not include systems that are appropriate for many high rise buildings
3) Rules appropriate at or below 49m are not necessarily valid at 100+m in height
4) The use of elastic response analysis with force reduction factors (denoted R in the United States) for strength design is inappropriate for buildings where several modes of vibration contribute significantly to the seismic response along each axis of a building.

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