I calculated the stresses based on an ungrouted 6" wall with mortar just at the face shell and the tension stresses from the lateral load due to soil are so low the wall still remains well in net compression due to self weight.
Does this match your intuition?
Open question to anyone reading...
Oof. That's tough. I wonder if I might just dig to determine size of footing then check:
- wall for bending/shear based on unreinforced condition & mortar beds @ 50%
- footing for overturning + sliding
If utilization < 0.5 for both these conditions, am sure I will be fine.
Your thoughts?
Hey all, structural engineer for industrial facilities here, need some help from folks familiar with residential construction:
Currently leveling out a backyard which is stepped (2 foot elevation drop halfway across the yard). After leveling I am adding an additional 2 feet of soil up against...
@skeletron is there an AISC example with the beam to beam connection you mentioned that I can reference?
@dik why b/2 for the moment arm rather than b?
Appreciate the responses so far everyone
Interesting - thanks Lomarandil.
Would you design the shear tab weld to consider the flexure due to weak axis bending?
i.e. the weld on one side of the tab would be in compression and the other side be in tension..
Have done this in the past but it seems a bit odd that weld resists moment.
Hi All,
I have the un-ideal situation of designing a welded shear tab for some horizontal shear (about a kip or so).
What moment arm would you consider for designing the weak-axis flexure induced in the plate?
My thought is that it would be the "b" dimension I show in the image given that the...
Hi All,
I am performing a FEM analysis using RISA 3D for the bearing of a plate on a concrete wall. In order to do this I need to figure out what kind of stiffness modulus [units: kip/in^3] to apply to my spring. How would I go about calculating this based on my concrete strength fc'?
Thanks
