Job Number Sheet No. Rev

Project Name Prepared by Checked by

Client Date Date

Section of Project FOOTING Rec. Spread Ftg. : F3

REFERENCE CALCULATIONS OUTPUT

Design Calculations

Final Eccentricity ( x ) 0.000 m

Final Eccentricity ( y ) 0.000 m

Corner Soil Pressures

457.72 kPa

457.72 kPa

457.72 kPa

457.72 kPa

Design Data Footing contact area is adequate

Design Strengths / Load Check for Wide-Beam Shear

Concrete ……………………………fc' : 25 MPa Vc = (1/6) sqrt (fc' )bd - Shear contributed by conc.

Reinforcing Steel……………… fy : 415 MPa Ult. wide-beam shear developed 1739.33 kN

Unfactored Axial DL………………. 3680 kN Concrete shear capacity 2066.67 kN

Unfacored Axial LL……………… 901 kN Footing thickness O.K. for wide-beam shear !

Factored Axial Load………… 6683.7 kN Check for Punching Shear

Factored Moment (x)………… 0 kN-m

Factored Moment (y)………… 0 kN-m 5600.00 mm

Allowable Soil Bearing Capacity Ult. punching shear developed 5786.57 kN

300 kPa Concrete shear capacity 5786.67 kN

Footing & Column Dimensions Footing thickness O.K. for punching shear !

Footing Width…………………… B : 4.00 m Footing Reinforcement

Footing Length…………………… L : 4.00 m

Footing Thickness…………… T : 0.70 m

Column Width…………………… b : 0.70 m

Column Thickness…………… t : 0.70 m : 0.02573

Rebar Diameters / Area : 0.00337

Rebar Dia.……………………. 20 mm : 0.01930

Rebar Area………………….. 314.16

Other Pertinent Information Along dimension L :

Concrete Cover………………… cc : 50 mm Ult. moment developed 2492.27 kN-m

Effective Depth………………… d : 620 mm 0.07539

Strength Reduction Factor ( Flexu 0.9 : 0.00454

Strength Reduction Factor (Shear) 0.85 0.00454

0.85 11264

Footing Founding Depth H : 1.50 m Use dia. 20mm @ 100mm O.C.

Unit Wt. of Soil 18.00 Along dimension B :

Unit Wt. of Concrete 24.00 Ult. moment developed 2492.27 kN-m

Wt. of Footing 268.80 kN 0.07539

Wt. of Overburden Soil 223.34 kN : 0.00454

Load Factor used for DL : 1.40 0.00454

Col. Ecc. ( x ) fr. Cen. of Ftg. 0 m 11264

qactual = (PuT / B*L) [1± (6*ex / L) ± (6*ey / B) ]

ex :

ey :

q1:

q2:

q3:

q4:

Vub :

PDL Vc :

PLL

Pu :

Mux: Vc = (1/3) sqrt (fc' )bod - Shear contributed by conc.

Muy: bo :

Vup :

qult : Vc :

Mu = f fc' bd2q ( 1- 0.59q ) - basic equation

rbal = b1* 0.85 * ( fc' / fy )*[ 600/(600+fy) ]

Min. Steel Ratio, rmin = 1.4 / fy

f (m) : Max. Steel Ratio, rmax = 0.75rbal

A : mm2

MuL:

q :

f f : Required steel ratio, r = qfc' / fy

f s : use r :

b1 : Required As = r bd : mm2

gs : kN/m3

gc : kN/m3 MuB:

Wftg : q :

Ws : Required steel ratio, r = qfc' / fy

use r :

ex col : Required As = r bd : mm2

1 2

t

b L

B

X

Y

T

Z

+ Mx

+ My3

4

Job Number Sheet No. Rev

Project Name Prepared by Checked by

Client Date Date

Section of Project FOOTING Rec. Spread Ftg. : F3

REFERENCE CALCULATIONS OUTPUT

Col. Ecc. ( y ) fr. Cen. of Ftg. 0 m Use dia. 20mm @ 100mm O.C.

Note : Indicate ± sign convention for moment and column eccentricity.

ey col :