By Dimitri Beskos, Giulio Maier
This quantity provides and discusses fresh advances in Boundary point equipment (BEM) and their good mechanics functions in these components the place those numerical equipment end up to be the appropriate answer device. the purpose is to demonstrate those equipment of their latest varieties built over the last 5 to 10 years and show their benefits while fixing quite a lot of strong mechanics difficulties encountered in lots of branches of engineering, comparable to civil, mechanical or aeronautical engineering.
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Extra info for Boundary Element Advances in Solid Mechanics
Consider the row of eight concrete piles of circular cross-section shown in Fig. a. Every pile has a sectional diameterd and length h, while the pile spacing iss. This row ofpiles oflength f acts as a barrier to waves (mainly surface ones) generated by the action of a vertical Ioad. This Ioad varies harmonically with time, has a magnitude P 0 = 1 kN and an operational frequency 50 Hz and is placed at a distance r from the piles. l. The solution ofthe problern is obtained with the aid ofthe frequency domain BEM as the superposition of a symmetric and an antisymmetric problern for each of which only onequarter of the problern requires discretization.
The solution ofthe problern is obtained with the aid ofthe frequency domain BEM as the superposition of a symmetric and an antisymmetric problern for each of which only onequarter of the problern requires discretization. This discretization (quadratic boundary elements) is shown in Fig. a and involves five substructures (four for the piles and one for the soil). The free soill surface discretization is extended to a distance of 3AR from the center of the pile barrier system. a depicts the variation ofthe factor AR on the whole soil surface.
0 (c) 3 0 4 wfw1" Figure 25. Responses versus the norrnalized frequency CO I ffiJ to: (a) Ground upstrearn excitation, (b) Ground vertical excitation, (c) Ground cross-stream excitation. Dynamic Analysis of Structures and Structural Systems 43 The responses (upstream acceleration) at the dam crest versus the normalized frequency ro I ro 1 , where ro 1 is the fundamental frequency of the empty dam on rigid rock for an antisymmetric mode, is shown in Fig. a-c. These responses are due to ground vertical (P wave ), upstream (S wave ), and cross-stream (S wave) excitation.