I have been looking at racking in timber frame buildings. As I am sure many designers out there will agree, the use of steel to many clients/builders is to be avoided like the plague! I am therefore trying to get as much out of timber racking as possible. The design of the panels are OK, with high loads being capable of being carried depending on configuration.
The stumbling block I am coming up with is getting a suitable detail for is the fixing of the sole plate to the masonry wall to prevent sliding, particularly in timber clad buildings with no outer leaf masonry. I have looked at many fixings (by hilti, spit, fischer etc) and can only see fixings with capacities up to 0.3kN per fixing. Taking these at 0.2m CRS would mean the maximum shear capacity of a racking panel would be 1.5kN/m. This seems ridiculously low. Am I missing something??? Is there values of coefficients of friction between the sole plate and DPM/masonry that can carry the shear load. I know in reality this will happen but how can you prove it?
Thank you in advance
The stumbling block I am coming up with is getting a suitable detail for is the fixing of the sole plate to the masonry wall to prevent sliding, particularly in timber clad buildings with no outer leaf masonry. I have looked at many fixings (by hilti, spit, fischer etc) and can only see fixings with capacities up to 0.3kN per fixing. Taking these at 0.2m CRS would mean the maximum shear capacity of a racking panel would be 1.5kN/m. This seems ridiculously low. Am I missing something??? Is there values of coefficients of friction between the sole plate and DPM/masonry that can carry the shear load. I know in reality this will happen but how can you prove it?
Thank you in advance
