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/cm^{2}) (load combination 6B)
fig. 56  principal stresses
S3 (in kg/cm^{2}) (load combination 6B)
fig. 57  principal stresses
S3 in the arch (in kg/cm^{2}) (load combination 6B)
fig. 58  principal stresses
S3 (in kg/cm^{2}) at the arch extrados (load combination 6B)
fig. 59  principal stresses
S3 (in kg/cm^{2}) 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 / cm^{2} in the
analysis 6A and to – 9.81 kg/cm^{2} 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 / cm^{2} in the analysis 6A
and to + 0.22 kg/cm^{2} 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
