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I guess that's why I'm here. I'll either calc up a FBD with a enough of a factor of safety incorporated into it or size a column that meets or exceeds the strength of an 8x8 rough sawn timber if we are replacing at the same locations.

Good eye. Yes we were aware of that so we took out the other one. Got a call from the builder this morning and it dropped 5/16". We're either going with a steel beam or try to incorporate some low profile steel columns in place of the timber posts for support. There's always an option to...

I've got someone who wants to knock out the fireplace in the middle of the house. It's already been removed (not a masonry FP, just stone veneered on stud), but what's left are two 8x8 solid timber posts which extend from the 2nd floor up to the ridge timber. Then there is a composite type pair...

I do PEMB foundations regularly. I have a design to handle most building sizes where we use continuous footings to transfer all loads rather than isolated spread footings. The size of these isolated footings are wild considering the first thing that's going fly off on these tin cans is the...

I can see this being beneficial when you are leaving out the slab for a shell building and can temporarily use cable between opposite columns to tame thrust.

To the point, we do a lot of dock designs for a local lake but have come across one where the owners are insistent on pulling off their roof on their existing floating dock section and replacing with an upper deck. We've done them before, but most always they are fixed with a floating or fixed...

pham - No it's not but in the same states. They go up to 12'x40' or something like that. We'd be producing the plans but as far as stamping that's where i'm not sold yet.

Says they manufacture 3500 sheds a year. That's a lot of liability

I just received their RFP. Their billing proposal states: "[X] proposes to pay a one-time project fee for the generic drawings, a yearly fee for the maintenance and consulting on a renewable yearly contract, and and agreed upon fee as needed per site specific plan."

Hi all, Is it appropriate to stamp a "standard" design for a number of shed template designs to be used in multiple locations? I've always been told to stamp site-specific drawings with an address. They want review for wind load rating up to 150 mph as they are looking to sell near the coast.

Thanks retired13 - I must have missed those when reviewing the '71 PCI. Based on that, ain't no way I'm getting the live load I need.

Yes I was just thinking about the ratio to help make an argument here on deflection. I think I'm going to go that route and guide the design to installing a separate floor system. The existing walls are 8" CMU. Footings would have to be exposed to verify capacity.. that may be another issue...

I would assume so as well.. I just cannot find any data or literature at all for tees of this size from that period to help me back it up.

Just 10 psf snow... it would be partitioned office space I assume, just like the main floor. Yes there would need to be some thorough investigation if there were any way this could be feasible. There are 2 sections - up to a 40'-6" clear span.

I have a client who wanted me to look at a single story building that he's in contract to purchase to see if it's possible to add a second story onto part of it - office use. The original section was built in 1957. I popped up a couple of ceiling tiles and lo and behold there are double tees...