Recent content by Lion06

I would consider vertical and diagonal angles with post installed anchors into the CMU and lag screws into the sill. It looks like you will need to pack out the sill to be flush with the inside face of the CMU.

Are you trying to get some general anchorage or do you have specific forces in specific locations to resist?

Bones - I like the idea of giving both. That will also allow for a little commentary. JStephen - Agreed on the 33'. My bad on the reference to 50'. I will just stick with the 3 second gust for now. Do you know of any good literature that discusses factors for gusts shorter than 3 seconds...

I have a question on wind loading. I have a case where I need to determine the actual wind speed that will cause a ballasted sign to topple. The sign is a small sign (about 1x2) with a weighted ballast base. I'm approaching this from two fronts. First, to determine the actual ballast weight...

Thanks, Bones! That is very helpful!!

It's a non-composite form deck, approximately 5/8" deep.

I am evaluating an existing mezzanine with a non-composite form deck. Does anyone know where I can find information on what this stamp can tell me?

Thank you for the feedback and reference.

Does anyone have a good reference for evaluation of masonry facades subject to high wind events?

I came across something today I hadn't seen before and I'm looking for thoughts, literature, if anyone else has come across this and what you've done. I have a 38' tall brick veneer wall on a two story building with no relief angles. The height just barely makes it for the maximum height...

Thanks, bones. I think where I landed is that I will design the CMU core and reinforcement for the full wind load for strength and only count on the brick veneer in the deflection analysis to, as you said, not have to deal with cracking complaints with a wind storm. I'm currently around h/670...

Thanks everyone for the input. One more thought - can you reasonably get composite behavior out of the wall with the brick cladding on either side? It's not needed for strength, but it would add quite a bit of stiffness and help with the second order effects and cracking. I can design...

@Pham - It's not getting rebuilt as it was before. It was just a double wythe wall with no core. I am just starting to study this, so I haven't studied the second order effects yet with an accurate reflection of the cracking moment. I have second order effects accounted for without cracking...

@WesternJeb - Wind controls over seismic for this wall. I hear you and I typically take that approach. I was just thinking about the lack of redundancy in a 37' tall free standing wall and the potential liability if it falls in a high wind event and were to hurt someone. 37' covers a big part...

The only time I use two nuts on a connection is when it's a slotted hole and I want to allow the bolt to slide in the hole. The first nut get finger tightened and the second nut gets tightened against the first. It's literally the only time I can think of that I ever use two nuts... for a bolt.