I have a question regarding a simply supported beam overhanging one support. There is a vertical load and load in the plane of the page at the end of the beam. The support nearest the overhang is actually a brace. See the figure I attached. My question is regarding the modelling of the...
The floor is noncomposite. haynewp, you would provide shear studs only on the beams that frame
into braced bays? There are some issues here with this floor. The design is for a new floor in a power
plant. They are not wanting to use the typical method of puddle welds to attach the deck to...
I want to add something more that is important to the story. It is reasonable in this case that the steel take the lateral load. It's an existing building and we're adding this floor in between existing floors. The lateral load resisting system is braced frames. The concrete on deck does not...
I am involved in the design of a 5" total depth concrete slab on 1 1/2" metal decking. I am designing the slab on deck and someone else is desiging the steel framing. My questions are regarding the lateral load resistance of the floor. The floor is being designed for 10% of the DL of the...
JAE and msquared48:
You said the end stud and sill plate will see weak axis bending. It will be minimal won't it??....The vertical component of the brace force will induce shear on the vertical screws and the horizontal component of the brace force will induce shear in the (horizontal) screws...
I have a situation where the owner of a home wants to remove the basement posts supporting the beams. The beams run along the center of the basement. the house is approx 3000 sq ft. there are 2 beams which are 8" deep (didn't get the exact size yet) that span from the top of the foundation to...
By torsionally flexible, does that mean the polar moment of inertia is low? So that means that if the channel/member was torsionally stiff or relatively stiff (higher J), torsion has to be accounted for? What constitutes a non-flexible channel/member?
sorry if some of these questions are...
Dave,
What do you mean exactly by "close to the shear center". Is e0 (distance from face to shear center considered close? If the deck/slab bears on the entire flange, the distance to the shear center would be half the flange width plus e0, right? Is this considered negligible?
You said...
I'm analyzing a channel supporting a uniform load. i've assumed a C8x11.5 spanning 11.5'. the channel supports a metal deck. the channel is the end support and the span to the adjacent beam is 4'. I'm designing the channel as a simply supported member in flexure. The channel will be...
I have a situation where I currently have a gusset plate welded to both the top (for vertical component of brace force) and bottom (for the horizontal component of shear force). The brace is at such a steep angle that the weld (length of the plate) in the vertical direction is about 16". This...
I'm back on this project again and still have the questions above. sorry for posting again but maybe this thread was missed. The only thing I'm wondering about is if you typically provide stiffeners at the opposite side of the web for local web effects. Technically I could design the gusset...
I have a question as I'm reading through the ASD 9 Steel manual. When/why would you use a slip critical connection in a framed beam connection as opposed to a bearing simple shear connection? I'm assuming the only applicable case would be high seismic regions. Do you typically specify short...
Why was the 246 practice problems worthless? I bought that book. The practice test can be purchased through NCEES? The SE review course runs over 4 or so months meeting once a week for 2 hours reviewing a different topic each week.. You say that just reviewing the basics and knowing all...
I know IIT has courses as does SEAOI. I am referring to the SEAOI sponsored courses. They have (supposedly) teachers that are practicing engineers but also know the SE exam. It's pretty expensive, so I just want to know if people think it's a good investment.
I've seen horizontal cross bracing in all the perimeter bays of a floor framing scheme before. Could you design the bracing and not take into account the diaphragm to be conservative? or is that over conservative?
When designing steel floor framing, I'm looking on input on how others resolve floor framing lateral loads. for example, the wind load are uniform across the building, but are assumed to act at the joints. Do you design the diaphragm (metal decking, concrete on metal decking, or whatever it...
JAE said:
"This detail is fine for moderately loaded connections. I'm not sure I'd use it for a full seismic application as the stiffner plate and the gusset plate are at 90 degrees from each other."
I have several questions so sorry in advance.
What would be an appropriate detail for...
