Search results for query: *

Hi BAretired, thank you for your input. Please see my response in red. The detail seems excessive to me. There is no need for a continuous HSS above the WF. And there is no need for a continuous bent plate. Each joist shoe can be detailed to prevent rollover. Per "Designing with Vulcraft 3rd...

Greetings to all. I am currently designing a steel framed building with metal roof deck supported by open web steel joist. The roof has a gable profile. The steel joist is spaced at 10 ft and sitting on wide flange girders. Based on my quick calculation, the rollover strength is not enough to...

Thanks guys for your input. If I go with option A and have braced frames in the main orthagonal directions as lateral system, should I add some moment frames in the rotate portion to stiffen up the local area?

Hi fellow steel framing gurus, how would you frame out the shaded area in the follow sketch? Would it be better to rotate the framing at that local area to align with the layout? I am leaning towards option b with orthogonal framings. I am not sure what the standard practice is to handle this...

The connection I am designing is a truss type connection. The HSS tube is sandwiched between two plates where bolt goes through all of them. I think it is equally loaded thus "t" should be doubled to reflect both walls.

Lomarandil, thank you for the clarification.

Thanks Mike. No I am not referring single shear vs. double shear of bolt. I am talking about the bearing capacity predicted by 1.8FyApb. Does that only refer to bearing capacity of one side of HSS wall?

I am designing a HSS through bolt connection only subject to shear. AISC eq. 7-15 and spec. J7 give the equation to predict the bearing strength of HSS through bolt holes. Does anyone know if the bearing capacity given by 1.8FyApb or 1.8nFydt refer to only one side of HSS wall? In another...

Thanks KootK. I thought I missed something in the equation. At least you confirmed my speculation about the DAM. As I recall, the AISC 2010 states that the overall structural stability calculations can be dropped in some of the member strength check provisions if DAM was employed. But the...

Hello everyone, I have recently studied direct analysis method introduced in AISC 2005. After reading lots of materials, I still have questions on my mind regarding situations where compression members have effective length factor k < 1. For example, the columns in a fully braced frame...