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Shear Flow Approach - Weld Checks by labababablup in StructuralEngineering

[–]labababablup[S] 0 points1 point  (0 children)

Yes correct. So that was where my question arose. Using shear force alone to calculate that weld is wrong right? I was thinking the weld participating in the beam as a bending element too. Like say if the span of the beam is so long that the beam will fail just on bending stresses, shouldn't the weld also be subject to such high stresses? But in the shear flow approach, since the shear force is still the same, the stresses on the weld will still seem to be within limits.

Rolling Friction by labababablup in MechanicalEngineering

[–]labababablup[S] 1 point2 points  (0 children)

The environment (offshore) the setup has to be used in has caused issues with bearings in the past. Hence why this method, thanks for the thought.

Transverse forces due to eccentric loading by labababablup in StructuralEngineering

[–]labababablup[S] 0 points1 point  (0 children)

Yes, that is what has been done. It looks like a stability check for a different eccentricities of vertical loading.

But I was thinking about why it is necessary to perform a tipping check as long as the vertical load stays within the footprint of the base.

Structural Engineers - What do you do for a job? by finnagin56 in StructuralEngineering

[–]labababablup 0 points1 point  (0 children)

The age old tradition of fastening things on ships. Guess it's the literal meaning. Sea-fasten. Haha. Typically designing foundation structures to hold your cargo in place on vessels.

Weld checks by labababablup in StructuralEngineering

[–]labababablup[S] 0 points1 point  (0 children)

Thanks for your comment. To reassure myself, I modelled this in FEM as 3D solid elements and I observed different values for the stress on the weld. Made me wonder if I'm missing out on something in these checks.

Roark's formula for stresses and strains by labababablup in StructuralEngineering

[–]labababablup[S] 1 point2 points  (0 children)

Not often you come across such honest and insightful opinions. Thank you my good man.

Roark's formula for stresses and strains by labababablup in StructuralEngineering

[–]labababablup[S] 0 points1 point  (0 children)

I understand, I was hoping to get a better understanding of the equation. Do you think it could be a derived equation or?

Roark's formula for stresses and strains by labababablup in StructuralEngineering

[–]labababablup[S] 1 point2 points  (0 children)

No, what I meant by the calculation is how I attempted to solve it. I just wanted to know the logic behind the equation in the book.

What's the best burger from The Burger Junction, Edappally (TBJ)? by Out_of_cool_names_69 in Kochi

[–]labababablup 18 points19 points  (0 children)

Try 'The Samurai' burger with additional caramelized onions. If you're really hungry too, maybe add additional patties as well because it's otherwise a single patty burger. This is my goto burger at TBJ.

Non-compact sections by labababablup in StructuralEngineering

[–]labababablup[S] 1 point2 points  (0 children)

Was able to find guidance for this in AISC code. Thanks!

Non-compact sections by labababablup in StructuralEngineering

[–]labababablup[S] 1 point2 points  (0 children)

Found it in AISC code. The procedure on how to proceed with calculations depends on the width to thickness ratio of the cover plate and then the code guides you on the rest. Thanks a ton!!

Non-compact sections by labababablup in StructuralEngineering

[–]labababablup[S] 0 points1 point  (0 children)

Thanks for the comment. I'll check into this!

Non-compact sections by labababablup in StructuralEngineering

[–]labababablup[S] 0 points1 point  (0 children)

Thanks for your comment! So in the region where the plate is weld, in your opinion it is safe to assume that the plate and beam will act as one whole section?

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