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Thanks, I was thinking that too, but they give a friction angle for design. But the poissons ration is similar to concrete (it is concrete) so I cant see how a lateral load would be presented on a vertical wall

Using Elastizell behind some retaining walls. Anyone ever use it? How do you handle surcharge behind the wall, do you assume that it would end up on the wall via the cellular concrete?

Of course not.

The columns are W18x76, Beams W27x94. Gonna be alot of drilling. I can ask the contractor the question.

Got beam attaching to an existing column and needs to be a moment connection. They didnt pre-drill holes for future, so going will welded. My first thought is a angle for setting the beam welded to existing, and they set the beam and bolt for temporarily. Come back and weld angle to new beam...

Lets say dont have a geotech report, using prescriptive values. Are compaction to SPDD 95% generally acceptable? Backfill lifts 2'-0" behind walls and compact? Proof roll slab subgrades, k=100 pci min? I dont want to go too far with specs, but want something as a catch all

One drive since its integrated into my file system, just another "hard drive" to me. Plus I can use it with my phone, remarkable, etc. Pretty much have access to my network anytime I need.

Ok, thank you.

Question on naming cold formed steel. Should I be using the SSMA nomenclature, or AISI, or can I use both? Designing with Software, it lets me pick AISI, SSMA, Dietrich, or Dale Incor. What is the "generic spec" I should use?

How much specification wise do you folks show on the drawings? Do you have a min requirement for back filling behind walls, around footings, under slabs, etc? Min compaction requirements? Moisture content? lift heights? Or is it better to leave that to the geotech report i.e. "All soil back...

Something like this?

What does that detail look like?

Thats a good point, will mention this to the architect.

IBC really has nothing on decks. For a multi story deck, is the preference to use full height column, and secure the ledger beam to the column, or notch the column? 4' x 8' decks up an apartment building.

Existing footing is 3' deep, 18" wide. Im trying make it one footing that takes the load, and if need be spread down the wall length a little.

Its a 54K load. With the eccentric load, the new footing would exceed the bearing pressure at the joint.

Im not forcing all of it onto the new one, just the left side. its a pretty even distribution under the combined footing, but unless I say the existing is spreading it out more (the 9'-6") ,then the combined is 2900psf at the footing on the left side. Maybe the question should be, do you think...

Would an existing wall footing (or really the soils) have additional capacity after 35 years from consolidation? I have a wall footing I want to add some load to. Current design pressure is 2000 allowable bearing. Its maybe got 900lbs/ft currently (including footing weight). I want to dowel...

My thoughts was a roll of strapping, they can put in as much as they can. Doesn't need compressive strength, since a X

Looking at options for bracing ZS purlins, and came up with strap bracing over bolted or welded angles, etc. Anyone ever done this? Would it make sense to call it out continuous, i.e. they just weave it in and out each space? Then lap at a joint as needed? Thanks