rscassar
Structural
- Jul 29, 2010
- 631
This question is relating to the theory around clause 10.12 in ACI318 (formerly section 10.15). It says that if the column strength is greater than 1.4 times the strength of the floor then the column joint needs to be designed based on an effective strength of 75% of the column strength plus 25% of the slab strength.
When designing this joint region, is it appropriate to design the joint region based on the ultimate squash load of the concrete without the reduction factor for eccentricities?
I.e. Can I disregard the reduction in axial load design strength that accounts for eccentricities?
If this is the case, then I will need to increase the size of all the concrete columns based on the effective concrete strength of the column joint
OR
Specify concrete strength equivalent to the column strength to be 'puddled' at the floor column intersection?
When designing this joint region, is it appropriate to design the joint region based on the ultimate squash load of the concrete without the reduction factor for eccentricities?
I.e. Can I disregard the reduction in axial load design strength that accounts for eccentricities?
If this is the case, then I will need to increase the size of all the concrete columns based on the effective concrete strength of the column joint
OR
Specify concrete strength equivalent to the column strength to be 'puddled' at the floor column intersection?
