I feel confident in the first calculation. Considering only the area of the flanges and neglecting the webs altogether is conservative and the flat slab analysis is applicable to the appendix D equations. Unfortunately, this analysis does not yield the required strength.
I considered a hairpin...
I need to check a hollowcore plank's capacity to resist shear breakout force applied by embedded anchors. The anchors are post installed, and embedded though the entire plank (top flange through to the bottom flange and through a hollow core, not into a web). The shear force is parallel to the...
dhengr: Not sure if the first part or your reply got cut off. But attached are the details I produced. The wind load case controlled for column moment (not uneven live load) and that moment was much more reasonable. Outside of the center bay, plated moment connections work. Bolting the beams to...
CANPRO you are correct, the moment I was sizing the weld for was not the right one. The moments I were using were equal because the controlling load case for max moment was DL + LL. In that case the column has no moment because the beams are equal and opposite. Correct on the weld into the...
I'm designing moment connections for 2 bay moment frame, with an HSS8x8x5/8 column in the middle that connects to W21x68 beams, each with matching 239.2 K-Ft end moments at the column. I have been following AISC Design Guide 24, example 4.2 to do this. This was pretty straight forward until I...
I'm designing a cable for a fabric screen wall on the edge of a roof penthouse (and its connections to a steel post and CMU wall). Since there is very little dead load, I'm not concerned with vertical deflection. I'm designing it primarily for the horizontal wind force.
The issue I'm having is...
