By H. A. Buchholdt
The second one version of this booklet offers structural engineers with a concise advent to the architectural, structural and technological elements of cable roofs, and provides enough details for engineers to hold out their very own designs. the enhanced tools for producing wind and earthquake histories were integrated because the development in glossy layout codes appear more and more to require that dynamic reaction of alternative sorts of non-linear constructions equivalent to guyed masts is taken into account on the layout level
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Additional info for An Introduction to Cable Roof Structures
6. , 1961) 40 The nature and properties of earthquakes 1000 0-2 001 002 004 006 0-1 0-2 0-4 0-6 10 20 40 60 100 Period (s) Fig. 7. 2g (after Housner '5) Design spectra are commonly averaged over a number of accelerograms, which all are scaled to the same peak acceleration, and then smoothed to give the type of curves shown in Fig. 7. The type of response spectra described so far are applicable only to linear structures. It is, however, possible to construct response spectra for nonlinear oscillators with a prescribed degree of nonlinearity by using an iterative procedure for each time step, such as the incremental equation of motion in which the stiffness is updated at the end of each time step.
35) decrease with increasing height. Finally it can be observed that for the lower frequencies the spectrum based on the ESDU model yields much lower values for the power spectral density function in the lower frequency range than do the other three spectra. The use of the above spectra by one of the author's research team to calculate the response of a 250 m tall mast yielded very unsatisfactory results when compared with the recorded ones. The calculated response, however, agreed fairly closely with the recorded one when using spectra constructed from wind recordings taken at the site itself.
H. Freeman, San Francisco, CA, 1978. 9 Eiby, G. A. Earthquakes. Heinemann, London, 1980. 44 4. Generation of wind and earthquake histories Introduction The response of weakly nonlinear structures due to turbulent wind may, provided the turbulence intensity is not too great, be predicted by first determining the nonlinear static response due to the mean wind speed and then determining the maximum response to the turbulent component through frequency domain analysis using appropriate spectral density functions as discussed in Chapter 2.
An Introduction to Cable Roof Structures by H. A. Buchholdt