thanks - I feel that now I have, at least, a couple of options. I bookmarked the web-site, it did have a similiar topic of discussion.
When I use a brace it seems I can either design it so that I can xfer the loads into the roof diaphram via the brace (platform framed), or balloon frame and...
Given: Conventional light weight wood construction with premanufactured trusses, shear walls, and platform framing, non-blocked diapram.
My understanding of the load path to the roof diaphragm (for wind load parallel to ridge) is via the gabled end truss connection top (sloping) chord. On some...
So, the top chord would be designed for the tension due to bending? I would think you'd be tying the Bottom chord to the end-wall top plate? Is this typical design for gabled diaphrams?
I need to supply calc's for the design of a "rock retaining wall" (+/- 8 foot). I'm familiar with concrete cantilevered ret wall design, but have not designed a "rock ret wall," yet. I'm not finding any design guides (or codes) on the subject. The wall will retain the backyard fill of a...
Ah---let me try again. My first post had to do with stitch nailing at abutting shrwall panels, but now I'm wondering if the stitch nailing of a dbl 2x at a shrwall "endpost" would be subjected to additional demands.........i.e.due to overturning forces in the shrwall chord.
Any thoughts are...
thanks- what about at holdowns. Perhaps, I should determine
tension due to O.T. moment and compare this to shrwall capacity...then design for controlling. Currently I have some HD with through bolting and some with the Simpson screws (eg PHD's).
When designing the stitch nailing for doubled 2x's (where used at abutting shearwall panels), is the design load used to calculated the required stitch nailing simply the shearwall capacity.
Any comments are appreciated...........
Yes, loads are low and cantilevered horiz diaphrams are what I'm generally seeing. Thanks to both of you for your input.
It would seem that there may be some benefit from a fully "blocked" deck diaphram, I'm thinking greater diaphram rigidity
(although I don't plan to detail it this way because...
What are you folks using for lateral bracing for raised wood decks attatched to the house (via ledger board and joists) on one side, and supported by columns on the opposite side. I suppose I could design a steel column w/ moment connections, but I'm not really seeing that in conventional light...
I am designing some floor joists that will be perpendicular and adjacent to a concrete retaining wall. The joist can be top flange mounted to a sill plate ontop the retaining wall. Question: Is there a code which tells me that I would have to use a ledger board between the joist ends and the...
thanks - you guys are good. My analysis/design will be in accordance with the 97 UBC (2001 CBC) projected area method. My calcs indicate that the pressure at the top plate due to varying wind pressures (Ce) are the same as if I were to use a mean roof height based on the eave height and the...
thanks AlohaBob - just a follow-up to your response. The A35's will probable be my choice. I believe I can account for some load transfer from the studs @16'' oc with 2-16d into the top plate.
Now, I'll design (or select) a roof diaphram based on the shear reaction and a calculated unit...
I have a 2-story house with the top plate height of 20 feet.
The top of the roof ridege is 15 feet above that. So, a total height of 35 feet from the ground. When I select the Ce factor, would you suggest using the total 35 foot height or a mean value. This would make a differece of...
