combined shear and bending fv/Fv + fb/Fb
combined shear and bending fv/Fv + fb/Fb
(OP)
sqrt((fv/Fv)2 + (fb/Fb)2)
i am checkin a calc for steel with this equation.
where can i find this.
i know combined axial and bending but shear and bending.
i am checkin a calc for steel with this equation.
where can i find this.
i know combined axial and bending but shear and bending.






RE: combined shear and bending fv/Fv + fb/Fb
RE: combined shear and bending fv/Fv + fb/Fb
he also has same combined check for the welding of cantilever beam to plate.
RE: combined shear and bending fv/Fv + fb/Fb
RE: combined shear and bending fv/Fv + fb/Fb
RE: combined shear and bending fv/Fv + fb/Fb
how about the welds?
RE: combined shear and bending fv/Fv + fb/Fb
Even if you full-pen weld the flanges and fillet weld the web, I still would check the web weld for the shear and the flange welds are ok for bending (tension/compression) simply by the beam section being ok.
I suppose there's a case to make for checking the entire I-shaped weld for combined shear and bending with V/A + M/Sw, but I think the web is so stiff compared to the flanges (from a shear standpoint) that the flange welds see very little direct shear stress
RE: combined shear and bending fv/Fv + fb/Fb
RE: combined shear and bending fv/Fv + fb/Fb
RE: combined shear and bending fv/Fv + fb/Fb
RE: combined shear and bending fv/Fv + fb/Fb
RE: combined shear and bending fv/Fv + fb/Fb
This topic generally comes up for gusset plate design by the uniform force method where the welds are designed for combined axial load, shear, and perhaps bending. In this case, in my opinion the easiest way to design the gusset itself is to determine the peak weld stress using typical elastic combination of stresses and then make sure the gusset plate is thick enough to develop the size of weld required using the equations on p9-5 of the 13th ed. manual.
Alternatively, if you really feel the need to check an interaction equation, I would recommend using a plasticity interaction check from Astaneh:
(Mu/PhiMn)+(Pu/PhiPn)^2+(Vu/PhiVn)^4 <= 1
As you can see from this equation, the shear contribution is quite small (to the fourth power).
RE: combined shear and bending fv/Fv + fb/Fb
For example, if you are using an all-around weld of a wideflange cantilever to a column flange, at the top flange you MAY have:
max strong axis tensile bending + max weak axis tensile bending shear + any axial tension + any torsion
In this case the highest stress in the top flange would be at the tip of the top flange that is in tension. In a case like this (and I believe Blodgett does this...) one usually uses an average shear stress for the entire wideflange shape. This is, like Lion is saying, conservative.
RE: combined shear and bending fv/Fv + fb/Fb
max strong axis tensile bending + max weak axis tensile bending + shear + any axial tension + any torsion
RE: combined shear and bending fv/Fv + fb/Fb
RE: combined shear and bending fv/Fv + fb/Fb
Thanks
EIT
RE: combined shear and bending fv/Fv + fb/Fb
...though I assume you are asking for the actual reference =).
So for the long answer see equation 4.2 from his 12/1998 Steel Tips article "Seismic Behavior and Design of Gusset Plates". Steeltips articles can be downloaded (for a nominal price) here:
http://www.steeltips.org/steeltips/index.php
The original equation was actually proposed by Neal in 1977 I believe. Thornton discusses combined stresses in the attached white paper and, if you are going to check interaction, proposes this same equation (the one in my previous post from Astaneh / Neal) on the bottom of page 4 in the attached.
RE: combined shear and bending fv/Fv + fb/Fb
EIT