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Let's just assume that the beams are moment-connected to the shear walls. This is quite difficult to do, and I share the same doubts as KootK. But for the purposes of answering your question, I'm assuming you're correct in your assumption that the beams are moment connected to shear walls. In...

Trying to summarize what you're saying: Image 1. A few girders are used, which are probably pinned. There are secondary beams (let's say composite beams) between them. Image 2. Long span beams are used, which may be pinned or have moment connections. Based on this, I'd say Image 2 (long span...

I'm not too familiar with high rise design. But in low rise design, most people generally use beams with pinned connections. In high rises, it may be valid to use a moment connection to engage the inner core with the outer shell in an outrigger type of configuration, which has vastly different...

You assumed pinned, so you have zero moment at ends and your reinforcement doesn't necessarily need to continue over the support. However, I would check shear separately with the unreinforced section only. If shear doesn't work with that, then you need to extend the reinforcement over the wall...

Congrats on your purchase! Though...I had an HP T-series plotter for about 4 years. You're right to be nervous. It's very finicky. If things aren't aligned perfectly, ink is low, paper is not loaded with scientific precision, or anything is not correct about it at all, it won't print. After a...

Bruh, I got you. You don't have to be "that guy" (though I would, but whatever). Get Airpods. They have fantastic noise cancellation. If you haven't tried it, go to an Apple store and try it (or something similar from a different company). It's mindblowing technology. When they say noise...

Yeah, that's what a soft story is (though I think it's with diaphragm, not wall line). Anyway, I agree that a strong wall should be stiff enough to justify not checking it. Thanks!

Seismic design category is B so it's not too bad. But going through the typical overstrength checks will be a nightmare for such a small job. I usually do that for bigger jobs where the design fee is justified. I think I'll go with the Strong-Wall route as you mentioned and make my life easy and...

@SWComposites The header is the easy part. I don't want to keep the existing one, will put a new one in. The issue is the lateral system and the code-related issues. For example, does this create a soft story or a vertical irregularity necessitating overstrength design? Even if it's not that...

Floor plan is kind of crazy and has different walls on each floor, so it's not a 3 sided situation. But thanks for the idea, I might use that next time. Yeah, I'm thinking of making a concrete pier down to foundation level to receive the holddowns.

Client wants to make an opening in an existing rear wood wall. This wall is about 100 years old and definitely wasn't designed as a shear wall, but functionally, it's a shear wall. When it comes to ASCE 7 code, alterations/removals to shear walls will require shear walls added somewhere else...

I don't have a great solution for you, but some kind of solution. Just save every few minutes, and definitely before hatching, loading an xref, or copying/pasting something big. Ctrl-S. It's kind of a tic of mine now, since 2013 when I lost a day of work because of a crash. I do it in...

A question like that won't be in the PE exam. I think this is one of those cases where you don't need a consensus, because if you give it to 10 different engineers, they'll all calculate it differently. I'm not sure what design guide 34 is. Anyway, I would design the wind load as an open...

I'm not sure if I'm seeing this correctly, but in the first picture, it looks like you have two nails going down from the plywood spaced at about 6", which makes it look like edge nails. To me, it seems like the edge nailing didn't hit the joist, so it was never fastened in the first place in...

I think you just follow the code, right? Like find the part of the code that pertains to this, and go through it line by line until you have the force distribution. The code would tell you if this is a building or non-building structure, and what coefficients/variables to use. It's kind of a...

I agree with EZBuilding. If this beam was omitted, I'd epoxy something into place and design the beam conservatively as pin-pinned. For non-pinned condition, the embedment I'd use would be enough to develop a tension splice, which is nearly impossible for #8, but it has been accomplished here...

Something using shear friction can also take flexure (i.e. tension/compression)? I didn't know that. I guess it's similar to structural steel in this way. I'm just used to having separate shear friction dowels. But if it works, it works. Personally, I'd add some kind of ledger angle or WT seat...

Do you mean that ETABS export is not including the X and Y components to SAFE? Or you verified that the X and Y loads have been exported, but SAFE is not displaying X and Y reactions? It might be just a matter of turning on the X and Y reactions in the display in SAFE, and checking the 3D view...

Converting an attic to a livable space is easier than adding a loft. I think most attics are designed for small live load, and the joists are not sufficient. I sister them. Problem solved. Lofts are more tricky, but very doable. In my particular area, houses don't see much settlement because...

@Bridgesmith I understand, thanks for the explanation. It's for diaphragm shear transfer, not moment. I prefer to keep this pinned, so maybe I'll shorten the bars to the ACI minimum. I'll keep it in mind for real moment connections. @Greenalleycat Thanks for sketching it out! I get what you...