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In the attached typical detail, is the #3 tie bar necessary? IMO we don't need it for the following reasons: 1. We design in a location with no soil uplift so the slab would not see any upward load. Also low seismic. 2. Laterally, the slab shouldn't see any load because all tie downs "by pass"...

Does anyone know if there is a maximum pre-drill depth for piles? I assume there has to be some limit, but I cant find any specifications for this.

Sorry, I should have posted the table in its entirety. See image for table with footnotes. https://files.engineering.com/getfile.aspx?folder=676bfe5d-28ac-409f-8450-0db2d4c28898&file=aisi_S213_tb_c2.1-1.png

Hello, I have a question about the table mentioned in the subject line. The table has dashes in it which I cannot figure out what they represent. For 15/32" structural 1 sheathing, the value of 1065 plf is given for 6" fastener spacing, but 4", 3" and 2" are all "-". To me this means that 1065...

Thank you for the responses! I read through ASME BTH-1 and it is suitable for my situation. CANPRO, The previous engineer checked the padeye weld for shear only and didn't include moment induced by eccentricity. Essentially, his calculations were not checking the correct failure mechanisms...

Hello All, Sorry if this is in another post, but I have searched for hours and I cant seem to find anything that states outright what the safety factor on a padeye should be. I have a client who wants me to verify another engineer's design for some padeyes. The padeyes were not designed...

Sorry if I wasn't clear. I am considering single sided lateral bracing (perpendicular to rail). I will have longitudinal on both sides.

Hello, I am designing a bridge crane in an existing structure where the building owner will not allow attachments to the building. Due to the location of the crane in the building, I am considering using lateral bracing on only one side of the crane. Has anyone done this before? I have read...

Hey everyone, I am designing a concrete moment frame with a steel braced frame on top that holds bulk material (ore). How should I classify this building? Currently I'm analyzing it by taking the total horizontal load from the ore and adding that to the seismic loads of the steel braced frame...

Hello, I am currently designing a concrete foundation that fits into an area of 6m wide x 7m deep x 1.2m thick. It will be holding a large belt winder that will create lots of shear and torque on the foundation. The moment and shear are so large that i need to anchor the foundation into the...