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retired13- What is the software in the above image?

BAretired- I agree with adding a stiffener but in general when the shear capacity of a beam or the compression capacity of the web in a beam is 2 to 3 times greater than the actual point load from the column above or below, why is it always the stiffeners are added in the beam when a column is...

no the 35kip-feet is the total full (if its 16% of it then its 5.81k-feet)

Wow! that was a quick way to get the relative rigidity between the members and find out the % of moment transfer to column!

The moment there is 35kip-feet & supposedly that column has a little more in its capacity there with 50ksi as yield strength

KootK (Structural)12 May 20 23:30 @Vrpps_EIT: 1) What size is your beam? 2) What size is your column? 3) How tall is your column? W10x30 beam 5x5x3/8 11'-8"

Ok! thats a good learning

If I consider the entire bending moment to be transferred there at that junction into the column then the column fails in its bending capacity, so that's why asked should that moment be 50% or full?

In case of a moment transfer happening at that beam-column junction, how much % of the moment is that column to be checked for? is it that entire moment or will the vertical download reduce the moment? Thank you

Yep will do that, thanks mate

WARose- that couple creates tension on one side (creating an upward pull) and compression on the other. But if I am not mistaken you're saying that the download from the overhang column will tally out this upward pull is that right? Also, I will do the calc. as well. Thanks

Kootk- why I asked uplift was the joist runs parallel to the beam so most of the load acts only at that corner where the overhang is and it doesn't have that much of weight above it as well

Thanks, will check it for pin connection. Just an additional one, since this overhang column is an addition to the existing beam and this creates higher reaction force on the existing column-A should this column-A also to be checked for it's uplift capacity at the foundation wall where it is...

Kootk- so the tensile load on those bolts will be from?

Josh- The moment on the beam there at support-A will be the load * the distance of 2'-6" (overhang) and this sits on top of the column. But in general when you have your bolt connection to connect a beam sitting on top of the column what load do you take for your design?

Hi All, Attached the situation in the pic, under this loading, when the overhang portion has a column on top of it and has a point load. This creates a moment at the beam and column-A connection. which in turn will create an uplift load. So, this uplift will be resisted by the beam & column-B...

The end walls will be parallel to wind direction

Thank you everbody for the suggestions its really helpful.

Thank you! Steel Pe it makes sense to have diagonals in between, you would put them alternate directions right? between one and the other

SteelPe It's a roof parapaet to be mounted in a strange situation and the end wall shear load is 5kips and a unit shear force (5/4) which is 1.25 kip per feet of shear wall panel required. Yes a 3/4 ply wood be used for roof sheathing