The topic seems to have many opinions, but one opinion (that I agree with) is that the wood sill plate will act as a fuse. The anchor will "slip" within the plate before the concrete breaks, creating a ductile failure (CBC1908.1.16, D3.3.5).
So far, some building officials accept this...
Thanks for the suggestion. I finally found my list of problems/solutions.
The variable 'visretain' needs to be set to '1'. If set to '0', layer properties (frozen, off, etc) will not be saved.
I have run into this before and can't seem to find my notes on how to resolve it. When I am in a drawing, I freeze some layers and save the drawing. Upon reopening the drawing, the layers that I had previously frozen, are active again.
Help! Does anybody know what setting changes this...
Another option is to introduce a 'fuse'. This can be accomplished with a coupler, reducing the size of your anchor bolt once in is out of concrete. Also, if still having trouble, contact Simpson. They have been dealing with the problems Appendix D has created and have been helpful as they...
StructuralEIT,
I have often wondered the same thing. I practice in Southern California and if we have a project that only moves a window/door even 6" within a wall that could possibly be a shear wall, we have to look at the lateral system that "might" be there. If we don't - the building...
you must make your polyline a "region", then use the "massprop" command. You will get a variety of different properties. Be sure that the centroid of your section is at 0,0 or the values you receive will be wrong.
I have done:
-wood knee braces as scd72 suggested
-fabricated 'T' or 'L' brackets out of steel channels and place them at the post/beam connection to create a moment connection
-embedded steel angles or tube steel into a caisson (flag pole) and had the steel angles/tube steel only come out of...
JAE is correct - retainpro does have the function you are referring to. It is a very simple program to use, but does have some quirks that will give you some very bad designs so be careful.
Thank you NerdSE - We have battled many plan checkers over the reductions allowed. We typically increase required forces by (omega*1.4/1.7/1.33). I am just happy to see someone else does that as well.
we have also disregarged the nailing from sill to rim completely and specified LTP4's (flat A35's) from the sill to the rim. This was actually done at the request of one of our contractors.
