Specification of the design wind load based on wind tunnel experiments

Theoretically estimated peak wind loads

“…These results compare favorable with those presented in Ref. [10] for which the coefficients of variation of the peaks at the 84%, 97.5%, and 99.9% quantiles varied from 6.3% to 7.9%. The latter results were based on time histories of bending moments from a center bay frame of a lowrise building obtained from wind tunnels tests of unknown turbulence intensity.…”

“…[9], the distribution of the 64 peaks of the pressure and load coefficients obtained from 30-s data records generally follows the Gumbel distribution. This observation has been corroborated Kasperski [10]. Consequently, the peaks available from these independent records obtained under identical flow conditions are used to evaluate the parameters that define the distribution of these peaks.…”

“…(e) The coefficients of variation of the predicted surface pressure and load coefficients presented in this article do not exceed those of the bending moment predictions presented in Ref. [10]. (f) The use of the method of moments instead of the PPCC method to evaluate the gamma parameters leads to uncertainties in estimation of the peak pressure and load coefficients at 99% of non-exceedence in the range of À1.0% to +5.0%.…”

Design wind loads for a low-rise building taking into account directional effects

“…(4) for the specified target exceedance probability (Kasperski, 2003). In case of a directional design, the accumulation of the exceedance probability considering the orientation of the building and the directionality of the wind climate and the aerodynamic coefficient leads to…”

“…The extremes of local pressures on the roof are best described by an extreme value distribution type I (Kasperski, 2003). In Fig.…”