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STRUCTURAL DESIGN - PART 11

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16. Load combination 6B


  • 1,35 permanent loads + 0,54 traffic loads on the whole bridge + 1,5 uniform thermal variation of -15 C
  • maximum values of the elasticity modulus for the whole structure

fig. 53 - deformed configuration (load combination 6B)

fig. 54 - principal stresses S1 (load combination 6B)

fig. 55 - principal stresses S3 (in kg/cm2) (load combination 6B)

fig. 56 - principal stresses S3 (in kg/cm2) (load combination 6B)

fig. 57 - principal stresses S3 in the arch (in kg/cm2) (load combination 6B)

fig. 58 - principal stresses S3 (in kg/cm2) at the arch extrados (load combination 6B)

fig. 59 - principal stresses S3 (in kg/cm2) at the arch intrados (load combination 6B)

The load combinations 6A and 6B give the minimum value of the compressive stresses in the masonry. The region at the crown is subject to very low tensile stresses at the intrados and compressive stresses at the extrados.

The main differences between the analysis 6A and the analysis 6B are summarised in the following:

  • the value of the compressive stress at the extrados of the arch in the crown region is equal to - 9.24 kg / cm2 in the analysis 6A and to 9.81 kg/cm2 in the load combination 6B (with a percentage variation of + 6 %), where the maximum values of the elasticity modulus have been assumed for the whole structure
  • the value of the tensile stress at the intrados of the arch in the crown region is equal to +0.17 kg / cm2 in the analysis 6A and to + 0.22 kg/cm2 in the load combination 6B (with a percentage variation of + 30 %), where the maximum values of the elasticity modulus have been assumed for the whole structure

CREDITS:

Intellectual property of this report and of the design drawings is owned by the University of Florence - Department of Civil Engineering

author of the text: Prof.Eng. Andrea Vignoli other contributes have been mentioned in related paragraphs

- General Engineering Workgroup -

SOURCE:

Final Design Report

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