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We have no info. Although we've done investigations during other projects in the area and we know the bedrock is typically slate, and the UCS would be 25 worst case scenario. Using that relationship I found the shear strength is roughly 14 Mpa.

I'm not a geotechnical engineer, so I wasn' sure how to relate the uniaxial Compressive strength to shear strength. I asked an AI and it gave me the following response. Is it legit?https://files.engineering.com/getfile.aspx?folder=e9d3f309-de11-4aa6-ac0a-54b5829de302&file=image.png

Thanks for the replies! Yes A23.3 has that as well. So where my wall only 18" thick I wouldn't require skin reinforcing.

Hi Everyone, I've never quite understood the concept of skin reinforcing. I understand it's purpose is to prevent surface cracks but I'm wondering if I need to supply skin reinforcing as well as flexural reinforcing. For context, I'm designing a retaining wall which has 25M @150 both ways each...

Okay that makes sense now. Thank you!

Yes, we also have a slenderness factor Kc which is used to consider buckling. So the size factor is there because the longer members have less strength?

Hi everyone, In the Wood Design Manual there's a factor Kzc which is used to determine compressive capacity of sawn timber columns. The equation is as follows: Kzc = 6.3(dL)^-0.13 <= 1.3 or Kzc = 6.3(bL)^-0.13 <= 1.3 which ever is more This factor is to account for the size of the member to...

Thanks for your replies! We did have a prefab option but it was extremely costly, double the price of getting it manufactured. In order to make the downstream plate thick enough it'd have to be 38 mm thick... It was too heavy so I had to use stiffeners. I followed a similar approach to the...

Good point about the welds, I hadnt thought of that. The load is on the downstream angle so stiffeners arent needed on the upstream side.

Hi everyone, I am designing a stoplog gain which is essentially a channel or in my case two angles bolted to a concrete wall which hold 10 x 10’s in place. See attached sketch. In this configuration I’m loading the flange of an angle. I have sized the angle flange based on bending and shear...

I was using this page:

I did find this, but it's not as reputable as I'd like. https://www.containerhandbuch.de/chb_e/stra/index.html?/chb_e/stra/stra_03_00.html

Okay, that makes sense. Thank you for your advice!

Okay, I'll revisit the wall capacity. And I have designed the footing to take the larger of the two loads, but I didn't want to underestimate the overturning of the container as a whole. The distributed moment was how I envisioned the global overturning. Maybe I'm over complicating things lol.

This was my intial attempt but it seemed way too large...

Maybe I'm misinterpreting it. What do you think of this:

Hi Ryaneng, Thanks for the reply. Yes I have looked at the loading of the trusses on the walls. I Distributed the reactions from the trusses as a UDL of the walls and checked it for deflection. I then compare to ISO 1496 - 1:1990 (E) which said the allowable deflection was 25 mm (1") and my...

I've also tried modelling it in SFrame. And these are my results.... about 50 knm at the support.

Hi all, I'm designing a footing for a Secan Building (uses a shipping container for two of the exterior walls). The Secan is supporting the roof load which produces an eccentricity on the container itself, see figure below. The forces in the figure are the reaction of one truss, and due to the...