Enercalc Footing Design
Enercalc Footing Design
(OP)
Does anyone know when Enercalc analyzes the reinforcing if it takes the total reinforcement for a moment footing? Example, 6' square footing should be ok with 7 #5's. If you enter in 14, is it assuming half on top and half on bottom? Of course, I'm talking about 14 in one direction.






RE: Enercalc Footing Design
RE: Enercalc Footing Design
RE: Enercalc Footing Design
RE: Enercalc Footing Design
RE: Enercalc Footing Design
RE: Enercalc Footing Design
RE: Enercalc Footing Design
RE: Enercalc Footing Design
ash060, I use SF of 1.5 against uplift. Where do you get the SF = 1.67?
Regards,
Lutfi
RE: Enercalc Footing Design
RE: Enercalc Footing Design
RE: Enercalc Footing Design
RE: Enercalc Footing Design
Take a footing with eccentricity (M/P) greater than 1/6th the width of the footing. At that point, your footing goes into partial compression where there is partial uplift on one side of the footing. Increase your moment some more and the portion of the footing in uplift can become siginifcant.
When a good portion of that P load came from the self weight of the footing slab and the soil overburden above it, there could be significant negative moment on the uplift side of the footing. Therefore, you will often NEED to add top reinforcing to your footing to resist this moment.
RE: Enercalc Footing Design
Also in the case of steel columns anchor bolts are typically designed to resist the uplift on the column not to pick up the weight of the footing. Anchor rods will pullout before footing "lifts up" so footing won't see that load.
RE: Enercalc Footing Design
If there is uplift on the concrete I always use bars in the top. For a footing with a large plan area under pure uplift, the middle of the footing experiences uplift first and engages the remainder of the footing through bending to resist the total uplift.
RE: Enercalc Footing Design
But I have done it before for "feel good" reasons.
RE: Enercalc Footing Design