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At my previous company, we had always specified 3" composite floor decks in the typical office type buildings. As a young engineer, I never thought to question why 1 1/2" decks were never used. At my current company, one the engineers has always specified 1 1/2" composite metal decks and only...

My company's specs say to not use admixtures, accelerators, retarders, etc. in the mortar and grout mixes. I've asked around and no one seems to be sure why we state that. One of the senior engineers told me to just ignore what the spec said and allow them to use the retarder as long as the...

I'm working on a new federal building project requiring calculations to be submitted for review. It's a fairly comprehensive project with many components to it aside from just the building elements. I'm struggling with how to compile, organize, and decide what needs to be included in the...

The longitudinal loads applied to bridge crane girders from ASCE 7 means that the girder will experience some axial forces. In this case, how important is the KL/r < 200 recommendation?

Hmm... maybe I'm not asking the question the right way. See below. Say I have a seismic diaphragm force of 50 kips at this particular roof level. In order to design the fastener layout pattern for the east portion of the diaphragm, I need to know what the diaphragm shear is (in lb/ft along the...

Ah, that's what you meant by drag struts; I misunderstood. Yes, there will be chord members/truss "verticals" in the horizontal truss system. That diaphragm system is kind of what I was envisioning. But to go back to my original question, is breaking up the seismic weights of the different...

Yes, I am mainly concerned with the seismic forces in the E-W direction. The entire roof construction will be 1 1/2" metal roof deck on steel beams but the horizontal x-bracing exists only in the North portion (for now). I don't plan on having any drag struts since I think I'm providing enough...

See attached... I have a roof diaphragm as shown. The yellow highlighted lines are shear wall locations. Dashed lines are horizontal braces. Wind load controls in the North-South direction (which required the horizontal braces). But in the East-West direction, seismic controls. Question is...

So I'm designing a building that is using precast concrete shear walls to resist seismic and wind loads. Because of the heavy nature of these walls, the seismic story forces are turning out to be fairly large. When designing the diaphragm deck connections (metal roof deck), can you ignore the...