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It's due to the "moderate collapse potential in the underlying alluvium"

Hi all. I'm working on a project where I have to design masonry site walls. The geotechnical report for this development states that "a total settlement of 2.4 inches and differential settlement of 1.2 inches over a 30-foot horizontal distance should be considered for foundation design." What...

I am currently working on a project where the tenant is stacking heavy tires and the owner is concerned about the weight of the tires bearing on the slab on grade. The tires vary significantly in weight and size but can be as heavy as 4,150 lbs. each and have a diameter of over 6 ft. The...

Yes, not much lateral support. I was thinking of adding some diagonal bracing for lateral loads. I can't really add diagonal bracing for in-plane loads because I would be blocking traffic areas or equipment. You are correct, the reason for the "dog leg" columns is to avoid some equipment that...

Sorry for the confusion. The structure is composed of multiple segments just like this one. Some are longer, some are shorter but overall it's a similar frame supporting the entire assembly. Maybe this image will clarify.

Shouldn't there be a moment reaction at the base on either case?

Attached is a 3D view of the frame for clarityhttps://files.engineering.com/getfile.aspx?folder=3e77e9e4-e511-4a80-abe5-22073b59f004&file=Catwalk_Column_3D.JPG

It's pinned at the base with 4 wedge anchors to an existing 6" thick concrete slab

Hi all, I am working on a project where I have to justify a system of frames that were installed without permits. The frames support a conveyor system and a catwalk that is only used for maintenance. The problem that I'm facing is with the columns because some of them are not straight and have...

Ron247: At some points the loads are as high as 30 kips. BAretired: There is no confinement reinforcement. For further clarification, we designed the slab and footing to be cast as a monolithic pour, however, the contractor wants to do it in two pours.

Can I treat it as if the joint between the slab and footing was not there and my hef = 24" or is my embedment depth just the thickness of the slab?

Hi. I'm working on a project where I have to design the footings and anchorage for a pre-fabricated metal building. The slab rests on top of the footing and they are cast in separate pours leaving a joint between them (see attached photo). The building column anchors go through the slab and into...

Do you think that it would be wise to use A if I can justify the bolts resisting the bending as haynewp suggested? I need my concrete breakout strength to be a little higher

Please see the attached file for reference. When designing for the concrete breakout capacity, is the edge of concrete considered "a" or "b"? This condition has always thrown me off. Thank you in...

Well that's a bummer. Thanks guys for the help!

ajh1, the building I'm dealing with was built around 1956. Pretty much what I want to know is if it's safe to assume a 50 ksi yield strength or should I just be conservative and use 36 ksi?

Was it ever common to use A529 steel?

I have to analyze a tapered steel roof beam but have no drawings of existing conditions. Is it usual for these tapered beams to be made of A36 steel or are they normally made out of stronger steel?

Thanks for the help!

Mjkkb2, I will have a joint. For the roof shear, I should also consider the rigidity of the wall that spans from floor to roof in addition to the rigidity of the tall one, right?