As a rider to my last post European codes theoretically allow the client to set deflection limits but as a previous poster reflected most clients would not be aware of a reasonable deflection value and would would almost certainly turn the question back to the engineer.
In European Codes there is a final deflection value for situations where there are brittle finishes and a separate value for non brittle finishes. In the UK version it is span/250 and span/125 respectively for timber but the joists or more precisely the floor has to be checked for vibration and...
If the ridge member is designed as a "beam" with load bearing supports the rafters would have to have their fixings at the "beam" designed for the vertical load or the rafters can be birdsmouthed over the beam to ensure vertical load transfer. If the ridge member is merely acting as a means of...
If the trusses are engineer designed you could portalise the frame with the trusses across the building and if you have edge trusses ditto along the building but you would need heavy sections on the weak axis and the connections can be tricky.
Can you not use wind portal frames or wind bracing...
Hello,
I assume the eaves height is about 8-9 feet above sole plate level. Would it be possible to use knee braced oak or other suitable hardwood posts, eaves beams and cross tie beams which could act as portal frames. Possibly fixing the base of the posts into the foundations directly or with...
