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Thanks again for reply, glad to see things are more consistent than I originally thought. I just needed to get the updated design guide.

Thanks ANE91 for the response! I agree, with the adage of no two engineers doing this the same. But now with this required fetch length information, and the 0.85 and 0.75 factors from the design guide, this provides a lot of clarity for many situations. FAQ 9 actually highlights the...

There was an article in the March 2025 article of Structure Mag by O'Rourke titled Roof Snow Drift due to Ground Snow Load. See here: https://www.structuremag.org/article/roof-snow-drifts-due-toground-snow/ This got me thinking about stepped roofs and what fetch distances should be used. In...

If this were a wall cladding assembly like a rainscreen (so vertical application instead of a slope), the most common solution would be the z-clips as mentioned. Yes, this has some thermal bridging, but the idea would be to space them out to minimize the effect. Say a 6" long z-clip spaced 48"...

So the Shentu method is based on testing, I believe, by the Storage Equipment Manufacturers Association and The Second Research and Design Institute of Chinese Mechanical Industrial Department. I've tried to reach out for this testing and from what I've gathered, it doesn't exist, or no one can...

Agreed. And to clarify the X-bracing down the center in those drawings was your diaphragm truss if I remember correctly.

Typically, the standing seam roof is designed to float. You really shouldn't count on it for bracing or for diaphragm action (unless it's a through fastened system or has testing done per S908). A couple of good documents are AISI D111 (https://scholarsmine.mst.edu/ccfss-aisi-spec/235/) and the...

Thanks for the response. I should have been clearer in my original post. The wall itself is a cantilever soldier pile wall. But my problem would still be the same. The cohesion is so high that I don't have any lateral earth pressure, see below. I'm wondering what you would use as a minimum:

I suppose my main question is, what do you use as a "minimum lateral earth pressure" when designing temporary excavation bracing. This project involves excavation bracing for an 11' deep basement for a new home. The basement is fairly tight to the lot lines, but the neighboring structures are...

Can you design the bolts in bending (as a cantilever)?

I usually see plywood/OSB gussets and adding members/bracing as needed. Here is an old article.

We need to excavate below an existing RCP to install a new diversion box. The pipe is active and filled with water. The contractor is asking to support the RCP via option-1 and option-2 below. Typically, we completely support the pipe with straps and beams above in this case. We can do that...

We have some general notes and a detail regarding conduit running horizontally through concrete slabs. One of those notes is to provide rebar perpendicular to pipe embedments. This is in accordance with ACI 318-19 section 20.6.4 which says to provide at least 0.002 x area of concrete normal to...

Thanks both of you. I was a little too deep in the trees and missed the forest. As you both mentioned. Start with per length of wall, then apply the trib width. I think some fairly high cohesion values were throwing me off. Which is a topic of a different conversation... Thanks again

I am checking a soldier pile design with 'mixed soils' (i.e. uses friction angle and cohesion). The way I typically apply lateral earth pressures to the pile is to multiple the active forces above the dredge line by the pile spacing and the passive & active forces below the dredge line by the...

Is it possible to convert 10-minute mean wind velocity to 3-sec gust? Or even fastest mile? Thanks!

Good follow up. I accept this conclusion. Thanks.

After some outside consultation, I suppose this is "why" they are not the same... The strips are overlapping and essentially integrating the same stresses over the same areas (see image below). So it is "double counting" in my mind, but what should the required area of steel actually be? The...

Here is why I struggle with the FEM results and end up finding myself in the "double counting the load" camp... If I stay with SticksandTriangles example and I were to look break up the slab into four beams along the column lines and design for tributary load. I would get 1/2 the shear that I...