An Introduction to Cable Roof Structures by H. A. Buchholdt

By H. A. Buchholdt

The second one variation of this ebook offers structural engineers with a concise creation 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 equipment for producing wind and earthquake histories were incorporated because the development in glossy layout codes look more and more to require that dynamic reaction of different sorts of non-linear constructions akin to guyed masts is taken into account on the layout degree

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Because of the great variety of geometrical shapes of cable structures it is in most cases necessary to undertake wind tunnel testing in order to obtain the required values of pressure coefficients. Fortunately, models for wind tunnel testing can be made rigid, since the deformations of real structures are not usually of such magnitudes as to influence the flow across the roofs and hence affect the values of the pressure coefficients. Wind tunnel tests will reproduce any vortex-shedding created by the structure, and this must be accounted for in the analysis in addition to the wind turbulence.

HP, high point; LP, low point: (a) pressure distribution below the roof surface, no edge beams and no walls, H/A = 0-5, wind at 90°; (b) pressure distribution above the roof surface, with edge beams and walls, H/A = 0-5, wind at 0°; (c) pressure distribution above the roof surface, with edge beams and walls, H/A = 0-5, wind at 45°; (d) pressure distribution above the roof surface, with edge beams and walls, H/A = 0-5, wind at 90° 31 Introduction to cable roof structures LP Fig. 8. Pressure distribution above the roof surface; HP, high point; LP, low point; with edge beams and walls, and roof curvature corresponding to H/A = 0-5 of roof shown in Fig.

Methods of both frequency and time domain analysis are presented in Chapter 7. Time domain analysis requires the generation of spatially correlated wind and earthquake histories. In the case of wind the duration of such histories needs to be long enough for the variance of the calculated response to remain constant, in which case the maximum response can be determined by multiplying the root mean square value or standard deviation by the appropriate peak factor. 9). The problem with using recorded earthquake histories is that the number of recordings of strong earthquakes at a particular site at best is very limited, and no two earthquakes are the same.

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