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@BAretired, correct if you have vertical rollers at supports, but things change if you have hinges (x & y axis supports)

I yesterday supervised an underpass in Ottawa with many similar corbels and all of them were casted together with the walls.

Following links might be helpful: https://www.researchgate.net/publication/273369230_Optimal_Design_of_Horizontally_Framed_Miter_Gates https://www.pianc.org/publications/inland-navigation-commission/incom-wg-154

Pls don't use illegal copies of software

Set other than zero values to UX and UY at the modal data. It will then run properly.

Buckling will come first.

@hotmailbox, your approach seems reasonable.

which programming language do you use?

I wouldn't generally allow this. However, a simple calculation by combining crane load with wind load case will give the capacity ratios of the elements. We need cross sectional data as well as steel grade to do the trick.

ok

I would consider pre-tension. A simple non-linear (large disps) static analysis in sap2000 may easily yield the desired data.

The cross section of an element is independent of its orientation. So, I don't see any point to define Agv and Agh. Use A=width x height of the cross section.

The horizontal stiffness will always have some value, which will increase by increasing the pretension axial force. The point is to determine the tolerated stiffness (applied horizontal foce/developed displacement) in order to choose the pretension force according to catenary thoery. I woulg...

Use File->Create report instead. Further options can be chosen by FIle->Report setup menu item.

That has nothing to do with 2nd order effects. Other (much different) amplification factors shall be applied as per ACI when designing slender structures. Alternatively you can perform non-linear cracked analysis and use the default modifiers (=1). Of course not! Afforementioned crack...

I would apply an horizontal spring rather than full support. The question would then be what its stiffness is. This could be determined considering the friction at the support under the vertical load (reaction).

If wall is not designed for out of plane bending, use 0.1 as modifier for M11,M22,M12 beside the modifiers for F11 and F22 as given above. I think 0.001 is better, do you agree?

Yes, it will double, as linearity is the most basic concept of static analysis of first order.

No they shouldn't bacause there is in-plane stress in the elements.

use yield line theory. I have written an essay about it in the past.