Issue 51

A. Chikh, Frattura ed Integrità Strutturale, 51 (2020) 115-126; DOI: 10.3221/IGF-ESIS.51.09

0,2 0,3 0,4 0,5 0,6 0,7 0,8 0,9 1,0 1,1 1,2 1,3 1,4

K w K w K w K w K w

=0

=10 =20 =50

=100

w

0,0 0,5 1,0 1,5 2,0 2,5 3,0

/  2

K p

4 ( / 2)100

w L

c E I

Figure 2: Variation of the non-dimensional transverse displacement

of an isotropic-homogeneous

( / 2)

w L



qL

beam with Pasternak parameter

p K and Winkler parameter

w K .

5 10 15 20 25 30 35 40 45 50

N

K w K w K w K w K w

=0

=10 =20 =50

=100

0,0 0,5 1,0 1,5 2,0 2,5 3,0

/  2

K p

Figure 3: Variation of the non-dimensional buckling load parameter N of an isotropic-homogeneous beam with Pasternak parameter p K and Winkler parameter w K .

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