PSI - Issue 81

Svyatoslav Gomon et al. / Procedia Structural Integrity 81 (2026) 192–197

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4. Conclusions 1. The behavior of a steel-wood trapezoidal truss with local damage to individual elements was modeled. 2. For design purposes, the geometric scheme of truss No. 2 is preferable because the change in design forces under member failure is significantly smaller than in truss No. 1. In truss No. 1, the maximum force occurs in member 16, increasing by 756.1% relative to the design value, whereas in truss No. 2, it occurs in member 14, increasing by 348.6%. 3. After performing the calculations and selecting cross-sections of truss No. 2 members, taking into account the effects of progressive collapse, it was determined that the cross-sections of elements 5 and 6 (bottom chord of the truss) need to be increased by 8.8%, and element 14 (central diagonal) should be increased by 57.14% compared to the original calculations (without considering progressive collapse). 4. 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