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Thanks All! CivEng80 - I'd be more worried about the stiffness throwing the plastic hinge hierarchy, not the capacity. Say you got a couple of degrees slip out of the splice - wouldn't that throw your calcs? Or if the splice was significantly stiffer that the rest of the section, again that...

Thanks for the response! I understand that it is normal practice; however do you make any design allowances for it, or would you be happy for a continuous rafter in a portal frame designed to 100% utilisation (more or less...) to have a splice put in it without any further checks?

Hi all, I have designed a 20m bay portal structure which is currently about to go into fabrication. 20m rafters can be transported to site, but the steel fabricators have requested a splice in the rafters so that they can store them more easily in their yard. The rafters have been designed...

Thanks! I'll have a read through.

Thanks for your answers! If my cladding is designed to take the thermal movement from the steelwork, and the portal frames are not stiff enough to cause any locked in stresses, then if i design the columns for the resulting out of verticality would that not be sufficient? I agree that a...

Thanks for your reply - that's good to know! When I said 9x20m though I wasn't very clear - I meant 9 bays in a row i.e. 180m long in the direction of the portals (by around 220 m in the other direction, but bracing in that direction is another topic...) - is it still acceptable to just impose...

Hi there, I've been using eng tips as a resource for a while, but this is the first time i haven't found my question already answered in another thread! I'm designing a large (9x20m bays) portal frame, and the software that I'm using to model the frame doesn't seem to have the option to input...