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Agree with TXStructural. I have used bolted plywood gusset plates on many truss repairs because the number of nails required can become excessive, requiring the plates to become quite large. You can still end up with a lot of bolts, but it makes the plate sizes smaller.

I have also had this same question in the past. Not specifically what code you are looking for, avolonnino, but how to state, with certainty, which code was adopted in a given municipality during a given time period. In many smaller jurisdictions, the building officials don't always have that...

This is a great article on wood truss repairs: http://www.structuremag.org/article.aspx?articleID=797

Thanks for all of the input. I'm convinced that the deformations were not due to snow loading or lateral torsional effects after all!

Mike, but these deformations were observed at midspan too, not just near the supports! Chicopee - are you aware of other cases where this has happened due to installation? How are the holes in the purlins made (or, how WERE they made 30-40 years ago?)

Here's a photo of the condition.http://files.engineering.com/getfile.aspx?folder=29a9b0fc-410c-40e3-b9fa-495d628007bb&file=P3310184.jpg

Looking for some opinions regarding local buckling of lips on cold formed steel C-purlins. The subject building is comprised of 10 inch deep C-purlins spanning (continuously via bolted splices) over girts spaced at 20' o.c. No bridging is installed in the building. Sprinkler pipes are...

Thanks VTEIT!

That sounds similar to my phone call! I asked what snow loads were used and for what frost depth residential structures needed to be designed, and got a similar response.

I was in Burlington a couple of weeks ago for another investigation. What a beautiful town! The whole state in general is breathtaking, codes adopted or not!

VTEIT, I'm sure the builders in VT are pretty sharp, but I'm still surprised that there is formally adopted code. The home I looked at was still under construction - the framing was completed and had not been dried in yet. This particular structure was three stories including a daylight...

I am conducting a forensic investigation on a home in VT involving a heaving slab. When I went to the local jurisdiction's website to determine the adopted building code, I was unable to find any information. So I called the Zoning department (which handles residential building permits), and...

It's not just the recent graduates who are having a rough time finding jobs. I moved to Boston from Phoenix to be near my wife's family, and I'm having a tougher time than I would have thought finding a job. I have ten years of experience, I'm licensed in several states (both civil and...

Check and check... I also referenced the certified mail article numbers in the letter. The lawyer part may have to wait until finances permit it.

TDAA, I did... I also stated that all plans, reports, etc are not to be used without our explicit authorization and that deficiencies were observed during our inspections, the corrections of which were not verified since the project died. I'm still not extremely confident with my odds of...

Thanks for the suggestions guys! As it turns out, I talked to the Building Official today about the matter. He said it was unlikely that I could be removed as the EOR. However, in order to obtain a Certificate of Occupancy, the owner would need the final SSI certificate from me, which of...

That's what I was figuring... But what if somebody else builds a different house on top of it and hires their own engineer? Would I be liable for any potential foundation failures, even though I didn't design it for the new structure? The other thing I was thinking of doing was sending a...

I did the structural engineering for a spec home several years ago. The contractor went bankrupt during construction, and now the bank has the property for sale. The basement of the house was completed before the contractor went under, so anyone who purchases the property will likely want to...

If the core is a monolithic concrete tube, then we are essentially analyzing a cantilevered tubular beam subjected to an eccentric point load at each floor. The analyses noted above assume all four walls act independently, which would be unusual for a core.

I am designing the foundation for an array of solar panels. There are four 15' x 18' panels attached to a continuous horizontal pipe support. Between each panel, there is a vertical column which connects the pipe support to the foundation. All four panels can rotate together about the...