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Eng - Maybe I'll pitch the idea to the client, I'll take pics if it happens. SW - Is it silly for a shed, sure, but I didn't pick this framing system. I'm just trying to detail it so that it is adequate. Lex - [thumbsup]

Eng1680 - Not sure that testing is something that I can pull off for a small residential shed, but I really do like the idea and being able to quantify real performance. Just for fun, what would be your approach to trying to test something like this? Hanging weights from the frame, doing...

You could try to drill and anchor some #4 bars into the already hardened concrete with structural adhesive if needed for the shear transfer. Depending on how much space there is and how thick the slab is this option may or may not be do-able.

Agree that this is a non issue. Depending on how the foundation of your home was built the brick may just be a veneer/facade and not be supporting any of the structure. Can't determine this without more information, but no need for further investigation imho.

Kootk - I kind of liken this to a prescriptive portal frame, where the nail pattern from the header to the sheathing resists some amount of moment. I haven't come across a detailed reference for how the portal frame was derived but was hopeful that something like this exists out there?? I may...

See image below. A local inspector has required an Engineer stamp on the framing that creates the roof/walls of this 16'x24' shed; so I have been called in on this. Analysis of the framing isn't too complicated but I am looking for some ideas on the simplest way to analyze the gusset/nails...

I agree with others that drift may be the driver here. Ensuring that the stiffness of each 3-sided area is sufficient so that the non-lateral load resisting framing in the high bay center area doesn't get pushed/pulled/twisted would be my top priority. Design of the "drag truss" and its...

Every firm (at least that I've worked for) has their own "standard" detail for how this reinforcing is done. One that I have used extends the bars a lap length + half the height of the opening.

KootK - It's a single joist and the stresses aren't particularly high in flexure because it's not that close to mid-span. The dead load of the sheathing and floor finishes has been removed as part of the bigger project so these repairs can be made with only the load of self weight of the member...

Agree with others here about pony walls or piers to help distribute the load. If you are against those options for whatever reason I don't see anything wrong with conc pads or continuous curbs placed on top of the existing slab to accomplish the same load distribution. Just use something...

SWComposites - Unfortunately, because of the existing plumbing the new hole needs to be where it is for gravity to do its part with draining the lines. fp - Using LVL's is a good idea. Full length may be a tough sell to avoid removing more subfloor or potentially ceiling below, but the...

I've got a client who needs a fix for a wood floor joist that had a hole cut too close to the top edge of the member (see below). I'm considering trying to analyze this with a 2x6 spliced on to each face of the existing joist. My thought is that as long as the flexural and shear stresses of...

Agreed with Celt Mentors of mine introduced this chart to me but I don't see it used much these days.

DTS - Contractor pressure is something we all have to deal with on some level, so I do understand that it is a factor. However the most competitive companies that I know are the ones who do things right and aren't looking to trim everything down to bare bones.

Agreed with Pham here. Also 0.6 vs 0.67 is splitting hairs imho.

I would use the provisions in ASCE Chp 29 for open signs/lattice structures. Not sure how different the pressure calculations would end up being vs. the open building provisions of Chp 27, but you are designing the stairs not the building so I think Chp 29 is more appropriate.

Yea was thinking LVLs to span horizontally to the perpendicular walls. Detailing might get kind of weird but probably do-able.

Different question on the same garage structure I posted another thread about. Can you use a prescriptive portal frame from the residential code at a gable end wall where the wall framing is balloon framed (i.e. full height studs with no flat double top plate at ceiling level)? The code (in my...

Not saying you shouldn't provide dowels, just wasn't clear to me how they were tied together from your post. Your contractor probably just has a process/sequence he likes to follow to minimize time and the number of pours. I don't see a big issue with either route. The turndown at the walkout...

How does a turndown at the walkout side tie the slab to the wall footings? It will be a separate pour so unless you are providing dowels there wont be a physical connection?