Issue 39

J. Navrátil et alii, Frattura ed Integrità Strutturale, 39 (2017) 72-87; DOI: 10.3221/IGF-ESIS.39.09

For the steel tube, the yield strength of steel is f y = 210 GPa, and corresponding stress-strain diagram (linear elastic perfectly plastic model) used for the analysis appears in Fig. 7 (assuming ߝ su = 20 ‰). = 280 MPa, the elastic modulus can be set as E s

Figure 7 : Stress-strain diagram of steel tube.

For concrete, the compressive strength and the elastic modulus are specified as f c assume the stress-strain relationship for non-linear analysis given by EN 1992-1-1 [4], provision 3.1.5, with: f cm = 101 MPa and E c

= 45 GPa. We = 101 MPa,

ߝ

ߝ

E cm

= 45 GPa,

= 2.8 ‰,

cu1 = 2.8 ‰. The resulting stress-strain diagram for concrete used for the analysis is illustrated

c1

in Fig. 8.

Figure 8 : Stress-strain diagram of concrete.

Horizontal displacement at the mid-length of the analysed column is compared with IDEA StatiCa results, see Fig. 9. Both material and geometrical nonlinearity is taken into account with no analysis of post-critical behavior.

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