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If this only occurs in a few locations you might consider using a very wide strap and omit the gusset plate. A wide strap can attach to the track and studs. I am assuming wind loading controls the design, not seismic.

My HP41CV is 26 years old and still working perfectly! I hope it never dies!

Using ASCE 7-05, your building would need to be defined as "open" for there to be no internal pressure. This would require 80% of each wall to be open. You most likely have a "partially enclosed" building as defined by ASCE, this means higher internal pressures than a "closed" building. This...

Thank you for your responses. It is good to know that this type of joint isn't automatically regarded as a fee edge.

I am designing some post-installed anchors for a steel bracket that will be located near or perhaps straddling a joint in a concrete slab. The joint is between the main slab-on-grade and the pour-strip next to the tilt up walls, with rebar thru the joint. This is not a control joint and it is...

See section 2.2 of TMS 402-08, Building Code Requirements for Masonry. This is the ASD section on unreinforced masonry. But you can't use it Seismic Design Categories C thru F.

Thanks Mike, your post came in while I was writing my last one.

Thank you all for your responses. I see that I am not alone in thinking there wasn't a drastic difference in 1968. I will look into adding anchors, but I'm not sure if there is a bond beam behind the ledger. I know the wall is grouted at 4' o.c., which could be why there is only a bolt every...

I have been asked to evaluate the gravity load capacity of a wood-framed floor system within a building that was built in 1968. The floor consists partly of 3 x 12's in joist hangers mounted to a 3 x 12 wood ledger. The ledger is bolted to the CMU with 5/8" bolts at 4' o.c. Everything in this...

Thanks WillsV! That is an excellent reference. Maybe ASCE will add the footnotes suggested by the author.

Thank you southard2. I didn't know that about Florida but that is exactly what I have been doing for years. I'm glad someone has come to the same conclusion. My project is in Washington and my use of wall pressures on the soffit is being questioned.

I am designing the attachment of cladding on the underside of a roof overhang using ASCE 7-05 for the wind load determination. The wind load determined by using the GCp factor from figure 6-11B, page 56 (overhang), is the total load on the overhang, including pressure from the upper and lower...

I have been using a pretty good program called "Quick Anchor". I don't know if it is acceptable to push software in this forum, so I will refrain from saying where to get it. But if it is okay, let me know thru a response and I will post the info.

I would like to add a question to this discussion. Do you guys use a steel angle against the anchor bolts that the hairpin is placed against? If so, is the purpose of the angle to provide a direct force transfer from the bolts to the hairpin, thereby avoiding any need to involve ACI 318...

Like DaveAtkins, I have prepared many, many sets of shop drawings for exterior light gage framing over the last 20 years. 99% of the time we are hired directly by the steel stud contractor, not the supplier. In my experience we typically generate the wind loading based on the design criteria...

I believe I can use an OMF in this case based on ASCE 7-02 table 9.5.2.2, footnote i.

Thanks rrmiv. The main thing I am trying to simplify is the column to beam connection. I have no problem meeting the strength requirements of the provisions, but I would like to avoid the weld access holes, weld backing treatment, etc. Reading the provisions for an OMF, I notice it states...

Thanks JAE. Do you have a reference for that exception?

I haven't designed many moment frames, but I am working on a rather simple one that is part of a "canopy". The structure is only 15 feet tall and is very light. Snow loading generates the highest moments in the frame, not seismic. It is in SDC=D. I would like to simply "lock up" the joints...

I haven't designed many moment frames, but I am working on a rather simple one that is part of a "canopy". The structure is only 15 feet tall and is very light. Snow loading generates the highest moments in the frame, not seismic. It is in SDC=D. I would like to simply "lock up" the joints...