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I am not suggesting that a boundary element is not required at the diaphragm edges. On point #2, I was referring to the force in the top plate/(chord), which you agree is zero at the corners. My point is there is no force in the top plate that needs to be resolved at the corners.

Boundary edge as a collector, yes it would be uniformly loaded along the edge but it would also be resolved along the edge. Boundary edge as a chord, the force would be zero at the outer corners.

If we are just looking at the extreme outer corners of the diaphragm, wouldn't the force be 0 at these points? In my opinion the lap is a good idea at all exterior corners/jogs because it is the termination point for the top plates so why not lap the plates, but any intersecting interior wall...

focuseng, I agree with all of those functions for a double top plate and agree that a single ply top plate can be problematic. My question isn't regarding the top plate, or even lap splices along the length (for drag loads, etc) but rather to the code requirement that the top plate be...

I suppose so, but requiring something that has no basis seems like it could get us in trouble. I personally believe any extra strength comes from the extra materials we don't account for. Drywall, exterior finishes, construction bracing, and non-load bearing framing. What would this single ply...

Good morning, 2012 IRC R602.3.2 requires the double top plate to provide overlapping at corners and intersections with bearing partitions. Does anyone know what this requirement is addressing? It certainly isn't a brace of the adjacent wall as it is only at the top and would be at odd...

That's a good catch Steel, I mis-spoke in my original post. I actually didn't certify the building as a storage building, I gave them allowable loads for fixed shelving locations. I'm sure my report and layout is posted at every entrance to the building... Your point about the residential live...

A few years ago I performed a structural analysis for a very old factory which was being converted into a storage building for the local Historical Society. I was just recently contacted by the group asking if they could have a party in the building. I re-ran the numbers and determined that...

This is for single story residences. Differential settlement would be a problem. I agree that 6" of top soil with what I would describe as some or few roots wouldn't result in what I believe is 1/2-1" of settlement. Digging out the organic zone is not an option because they are wanting to...

The topsoil was silt/silty sand over fine sand. They then put 3-1/2' of new soil over top. I guess the geo is worried about the roots he encountered in the 6" layer of original dark top soil that were left by the developer. Truthfully, this is probably what we build 95% of our houses on, just...

The Geotech found organic soil which was apparently left in place by a lazy developer and is recommending a "stiffened" foundation to compensate for approximately 1/2-1 inches of non-uniform settlement over a 5-10 year period. Question is, what design method do you guys recommend for this...

No idea. I wrote a report conveying my concerns. I guess the insurance company could have another engineer back their case. We'll see.

Thanks for the replies. I agree that adding members to compensate for the loss in strength is justified, or checking the new dimensions of the effective "good material" left. This particular house is fairly old and the county is requiring the contractor to bring it up to code. It is located...

What is the overall consensus on fire/smoke damage? I am often consulted to evaluate fire damaged roof members when the insurance company does not agree that the roof should be replaced. Charring is obvious, but smoke damage is difficult. Do any of you know of a resource that outlines the...

actually I think CarlB is correct, if they fill to an elevation over the DFE then the foundation would never need to withstand the flood load. The structure would be on an "island". I was originally thinking the foundation would be exposed.

Thanks FM1, I have been buried in the NDS for far too long. I need to determine the effective length of the column based on the relative stiffness of the column and intersecting grade beams. Then size the column fixed top and bottom with that adjusted length. How do the load positions move when...

I posted this in the concrete pile forum, but not sure how many structural users make it over to that forum?? Any help is greatly appreciated 2 story house on the beach. 120/C/Enclosed. Finish Floor @ 18' (based on Base Flood Elevation) Existing grade @ 9' Scour to 5.5' Using the Coastal...

I would consider each level as a seperate enclosure classification depending on the openings. Also, check the partially enclosed criteria, the governor just signed a bill voiding the previously allowed partially enclosed classification. If in a wind-borne debris region, the window openings...

2 story house on the beach. 120/C/Enclosed. F.F. @ 18' (based on BFE) E.G. @ 9' Scour to 5.5' Using the Coastal Construction Manual, point if fixity is 8.5' below the localized pile scour (2'-8" based on 2x the diameter of a 16" pile). So that leaves me with a 23'-3" cantilevered pile. I ran...

Thanks, This is a residential structure however, and they will likely stucco the walls between the piles. I was thinking of a cantilevered wall that would roll over at a load somewhat greater than the design wind load or even unreinforced masonry that would simply break upon flood impact. The...