Thank you for replying,
When I design my columns, I do run my model as fixed-fixed and design the columns and walls for these loads.
I generally always provide mesh on both faces for the blade walls. Do you not recommend designing them to Sec 11 if they're fully in compression under ductility...
Hi All,
I know similar topics have been discussed a lot here, and I've tried my best reading and understanding these threads to understand the intent of the different WALL/COLUMN design clauses in these codes. Could someone please let me know if my understanding on how to design a less than 4...
Hi All,
This may be more to do with Geotechnical Engineering than Structural, I thought I would still ask here since my Geotechnical knowledge in this area is quite limited.
I have a laterally loaded pile which is in the vicinity of an adjacent rail line where the natural ground level is about...
Hi All,
Could someone please explain to me why the in plane shear formula for walls (Clause 11.6) has been modified to now depend on the overall height of the wall and not the floor to floor height? When H/Lw > 1, the new formula gives much lower shear capacity. For more context, I was using...
HI ALL,
As per 11.2.1 (a) (ii) and (b) (ii), if the walls are designed as columns, the clause 10.7.1 (a) ( columns to have atleast 0.01Ag reo) applies. I am trying to use lightly reinforced "non ductile" structural walls (mu = 1) in my project (not including the shear walls). These walls are...
