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Petr Konečný, M.S.

Parametric study of the Safety of a Steel Bar using SBRA Method. Petr Konečný, M.S. S tructural Mechanics Division Department of Civil Engineering VŠB – TU Ostrava Czech Republic . Parametric Study.

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Petr Konečný, M.S.

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  1. Parametric study of the Safety of a Steel Bar using SBRA Method Petr Konečný, M.S. Structural Mechanics Division Department of Civil Engineering VŠB – TU Ostrava Czech Republic

  2. Euro-SiBRAM’2002 Prague June 24 to 26, 2002 Parametric Study • The safety of 26 steel bars exposed to tension and designed according to LRFD Code was investigated by students in California using SBRA Method (see Probabilistic Engineering Mechanics 14, 1998) • The safety of the same set of steel bars designed according to Eurocode was evaluated using SBRA in 2001 at VŠB - TU Ostrava. • The steel bars are exposed to different mutually uncorelated load effect combinations. • Probabilities of failures Pf are compared

  3. Euro-SiBRAM’2002 Prague June 24 to 26, 2002 Snow Longlasting Dead Short lasting Wind Loadings

  4. Euro-SiBRAM’2002 Prague June 24 to 26, 2002 LRFD Cross-sectional area - A [m2 ] Cases

  5. Euro-SiBRAM’2002 Prague June 24 to 26, 2002 EC3 LRFD Cross-sectional area - A [m2 ] Cases

  6. Euro-SiBRAM’2002 Prague June 24 to 26, 2002 SBRA EC3 LRFD Cross-sectional area - A [m2 ] Cases

  7. Euro-SiBRAM’2002 Prague June 24 to 26, 2002 LRFD Pf Probability of failure Pf Pf = 0,001 Cases Pf = 0,000001

  8. Euro-SiBRAM’2002 Prague June 24 to 26, 2002 LRFD EC3 Probability of failure Pf Pf = 0,001 Cases Pf = 0,000001

  9. Euro-SiBRAM’2002 Prague June 24 to 26, 2002 LRFD SBRA EC3 Probability of failure Pf Pf = 0,001 Cases Pf = 0,000001

  10. Euro-SiBRAM’2002 Prague June 24 to 26, 2002 Summary and Observations Both codes, LRFD and Eurocode, lead in the presented parametric study to a wide range of probabilities of failure Pf depending on the actual load effects combination. Significant differences between the probabilities of failure, in case of the LRFD design and Eurocode design, can be observed. More attention should be given to the substance of the load effects combination analyses in order to explain the observed differences. Simulations based approach SBRA can serve as tool in such investigation.

  11. Thank you for your attention Petr Konečný, M.S. Structural Mechanics Division Department of Civil Engineering VŠB – TU Ostrava Czech Republic

  12. Euro-SiBRAM’2002 Prague June 24 to 26, 2002 Loading EC SBRA 1 gY S SSBRA 1 Dead Gk 1,35 gG.Gk Gd.Dead1.dis Long lasting Qk1 1,5 gQ.Qk Qd.Long1.dis Snow Qk2 1,5 0,6 Y0.gQ.Qk Qd.Snow1.dis Wind Qk3 1,5 0,6 Y0.gQ.Qk Qd.Wind1.dis Short lasting Qk4 1,5 0,7 Y0.gQ.Qk Qd.Short1.dis Short lasting Qk5 1,5 0,7 Y0.gQ.Qk Qd.Short1.dis Short lasting Qk6 1,5 0,7 Y0.gQ.Qk Qd.Short1.dis Extrem of the load Histogram 1.st incidental load Rest of the incidental loads Incidental loads Dead load Dead load Load effects combinations S EC SBRA

  13. Euro-SiBRAM’2002 Prague June 24 to 26, 2002 LRFD SBRA Pf EC3 Probability of failure Pf Pf = 0,001 G+1×Q G+4×Q G+2×Q G+3×Q G G+6×Q G+5×Q Pf = 0,000001

  14. Euro-SiBRAM’2002 Prague June 24 to 26, 2002 SBRA EC3 LRFD Cross-sectional area - A [m2 ] G+1×Q G+4×Q G+2×Q G+3×Q G G+6×Q G+5×Q

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