Issue 39

J. Navrátil et alii, Frattura ed Integrità Strutturale, 39 (2017) 72-87; DOI: 10.3221/IGF-ESIS.39.09 77 For the steel tube, the yield strength of steel is f y = 280 MPa, the elastic modulus can be set as E s = 210 GPa, and corresponding stress-strain diagram (linear elastic perfectly plastic model) used for the analysis appears in Fig. 7 (assuming ߝ su = 20 ‰). Figure 7 : Stress-strain diagram of steel tube. For concrete, the compressive strength and the elastic modulus are specified as f c = 101 MPa and E c = 45 GPa. We 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, E cm = 45 GPa, ߝ c1 = 2.8 ‰, ߝ cu1 = 2.8 ‰. The resulting stress-strain diagram for concrete used for the analysis is illustrated 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.