DESIGN OF FOOTINGS

As per ACI 318-02

FOOTING F-1

column size (in) 135 x 135

Fy (K) (unfactored) 1281.00

M (K.ft) (unfactored) 10972.00

factored Fy: (K) fc' (psi): 3,000 P= 1281 k

Mu: (K-ft) fy (psi): 60,000 M= 10972 k-ft

ew=M/P (in) 102.8 O.K A= 1369 sft

Z= 8442.17 ft3

q net 2865.2 psf q induced= 2235 psf

Area 'A' reqd (for axial load): 447 sft -21.98 %

Footing area 'A' selected 1369 sft

footing size (ft x ft): 37 x 37 calculations for punching shear

(short side, 'a') (long side,'b') let d: 8.75

qu induced 0.00 ksf force causing (K) force resisting (K)

h' 11.25 in - 827

let 'h' 15 in (Fy fact-qu xAº) (Φ.4√fc'.bºd)

d' (punch shear criteria) 12.5 in

pressure check for selected area against (axial force+bending)

% increment in "q"=

One-way shear check:

Vub (K): 0 Shear cap (K): 456

(Φ.2√fc'.a.d) O.K

Vua (K): 0 Shear cap (K): 456

(Φ.2√fc'.a.d) O.K

Reinforcement:

Longer side: Shorter side

Mub (k-ft): (qu*(a/2-col/2)^2/2) 0.00 Mua (k-ft): 0.00

steel ratio:ρ=(Mu/φbd^2*fy) - steel ratio: -

min steel ratio:ρmin=(200/fy) 0.0033 min steel ratio: 0.0033

selected value:ρ sel= 0.0033 selected value: 0.0033

As (sq.in/ft)=(ρbd) 0.50 As (sq.in/ft) 0.50

As shown on drawings As shown on drawings