rn14
Structural
- Aug 30, 2006
- 79
In Terry Malone's book "The Analysis of Irregular Shaped Structures" he analyses a shearwall using a veirendeel truss analogy (method originally from ATC 7 but adapted to shearwalls). He shows the results in the figure below:
Being a book focused on analysis he makes mention of a few design considerations but no examples. In my mind the primary concerns are ensuring continuity of the load path on gridlines B & C (straps for tension, blocking for compression) as well as axial capacity of the boundary members.
My assumption is that he is calling out the two left corners as the tie-strap forces merely to show that the forces at the corners need to be addressed and not that those two corners in particular as the lower right corner sees the greatest tension force in his example (F_3C(H)). Would you all agree with that? It seems like a pretty dumb question but I wanted to be sure I wasn't misreading the meaning of the results.
On an interesting note, I went through the (tedious) method on a shear wall in a project I'm working on and the inclusion of dead load (primary reason to use this method over others) results in a maximum unit shear of double that when only lateral load is considered. I know that wont always be the case but it appears it is worth looking at.
Being a book focused on analysis he makes mention of a few design considerations but no examples. In my mind the primary concerns are ensuring continuity of the load path on gridlines B & C (straps for tension, blocking for compression) as well as axial capacity of the boundary members.
My assumption is that he is calling out the two left corners as the tie-strap forces merely to show that the forces at the corners need to be addressed and not that those two corners in particular as the lower right corner sees the greatest tension force in his example (F_3C(H)). Would you all agree with that? It seems like a pretty dumb question but I wanted to be sure I wasn't misreading the meaning of the results.
On an interesting note, I went through the (tedious) method on a shear wall in a project I'm working on and the inclusion of dead load (primary reason to use this method over others) results in a maximum unit shear of double that when only lateral load is considered. I know that wont always be the case but it appears it is worth looking at.
