Thats where I was going to, when the beam-column connection is designed for shear as well as axial loads, it should be fine.
However, I was playing with Ram connections and in the program for this particular case, where there are beam on both sides of the column the program doesn't consider...
But then, the beams are connected to the column, and then they maintain the continuity for the collector/ chord system right? via shear tabs or however, the beam column connection is
Hi,
In the roof diaphragm, as shown in the below detail, what is the need for this tie 3/8" plate? if there is a beam on both sides of the grid along this diaphragm line (J) and this line has a vertical brace frame positioned, could this 3/8" tie plate detail eliminated?
With vibration, checked for the floor framing system (metal deck with concrete), and the floor beam configuration was ok, but didn't link that to the OWSJ connection with hangers. One end of walkway is connected to regular beam/ column and other end to the hangers and to roof joist
Hi,
There is an 80-foot span open web steel joist, and apart from the roof loading, it also picks up the floor walking track hung through the hangers. In this case how to go about the deflection limit, the Live load limit L/360 allows 2.67" and total L/240 allows 4". These look large value...
HDStructural:- In STAAD could you do the DAM (Direct analysis method) check/ design the member strengths and then in the same model do regular analysis without DAM to check for the member deflections? without having to remove the DAM commands?
Kootk:- that was hard to say I am not able to recall but I think there was one more floor above, so could be with concrete topping. But attached detail below where there is a continuous L-angle running across the OWSJ and bolted to top chords and deck and the brace gets attached here, is this a...
KootK:-I saw this on one of the office buildings where they had the L-angle brace onto the metal deck. In this case the adjacent steel (Open web steel joist) is 6' away from this, when I have the angle brace onto the OWSJ the angle comes out to 14 deg. approx. is that slope ok for a brace...
Hi,
These are roof beams, but on some loading cases (lateral) there are compression forces in these members. These members are fine for its major axis bending action and gravity deflection, however, because of the length and the minor axis (ry) value, the slenderness limit exceeds 200 and get...
