I have a steel column that i'm designing for significant thermal expansion. It is pinned between two cantilevering concrete slab elevations. The column is located towards the outside edge of the cantilevered slabs. It's being provided to control vertical deflection of these slabs. I am trying to...
I am trying to come up with a criteria for qualitatively selecting regions of highest "negative moments" in continuous beams. The parameters are of course w and ln. ACI lets you use formulae that are generically wl2 / something.
I am looking for rules of thumbs like when two supports are...
Thank you all. I found AISC 14th edition now talks about pin-connections and eye bars as well. The equations are very similar to the ones in ASME BTH-1. My curiosity as to the failure mode is not completely satisfied but that's because, the ASME equations on pin connected joints are "empirical"...
Guys 11.6.7 commentary tells you -
"When moment acts on a shear plane, the flexural tension stresses and flexural compression stresses are in equilibrium. There is no change in the resultant compression Avf fy acting across the shear plane and the shear-transfer strength is not changed. It is...
weab - 1) where does the factor of 2 for shear tearout come from? 2) Is it because, the pin would, for lack of a better term "emanate out" two cracks from it's circumference out to the plate edge? 3) would this factor of 2 also apply in the case of a bolt and a beam web?
I am designing a single padeye plate (no cheek plates) with a single shackle pin going through it. I am accouting for the two most likely modes of failure namely 1) Bearing = Fu x dia of hole x plate thickness 2) shear tearout = 0.4 Fy x Clear edge distance x plate thickness. Is this sufficient...
