We are about to commence analysis of some heavy wall lines (18" x 71mm wall thk)with 5D bends. The flexibility charateristic in B31.3 Appendix D is approx 3.2 and way off the end of Chart A in the appendix. Does anyone know of any published data to justify the calculation of flexibility factor k using B31.3 code rules at h values so far beyond 2? Are values of k < 1.0 possible or is it safe to assume k=1 for values of h >2?
Alternatively should we be using FE stress analysis to predict the flexibility for bends of these proportions?
If anyone can share the benefit of their experience in this area it would be appreciated.
We are about to commence analysis of some heavy wall lines (18" x 71mm wall thk)with 5D bends. The flexibility charateristic in B31.3 Appendix D is approx 3.2 and way off the end of Chart A in the appendix. Does anyone know of any published data to justify the calculation of flexibility factor k using B31.3 code rules at h values so far beyond 2? Are values of k < 1.0 possible or is it safe to assume k=1 for values of h >2?
Alternatively should we be using FE stress analysis to predict the flexibility for bends of these proportions?
If anyone can share the benefit of their experience in this area it would be appreciated.
We are about to commence analysis of some heavy wall lines (18" x 71mm wall thk)with 5D bends. The flexibility charateristic in B31.3 Appendix D is approx 3.2 and way off the end of Chart A in the appendix. Does anyone know of any published data to justify the calculation of flexibility factor k using B31.3 code rules at h values so far beyond 2? Are values of k < 1.0 possible or is it safe to assume k=1 for values of h >2?
Alternatively should we be using FE stress analysis to predict the flexibility for bends of these proportions?
If anyone can share the benefit of their experience in this area it would be appreciated.
We are about to commence analysis of some heavy wall lines (18" x 71mm wall thk)with 5D bends. The flexibility charateristic in B31.3 Appendix D is approx 3.2 and way off the end of Chart A in the appendix. Does anyone know of any published data to justify the calculation of flexibility factor k using B31.3 code rules at h values so far beyond 2? Are values of k < 1.0 possible or is it safe to assume k=1 for values of h >2?
Alternatively should we be using FE stress analysis to predict the flexibility for bends of these proportions?
If anyone can share the benefit of their experience in this area it would be appreciated.
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