DESIGN OF ECCENTRIC FOOTING - F5
column size = 12 24
pedestal size = 30 30
Load = 101.3 tons 30 x 30 12 x 24
Self = 10.13 tons
Total Load = 111.43 tons
S.B.C = 1.54 T/sft
Area reqd = 72.3571429 sft 2.15
let width of foot = 8 ft
length reqd = 9.04 ft ###
length pro = 9 ft
= 8 ft
N.U.P.I = 1.41 T/sft
Eccentricity(e) = 1.42 ft 17 inches
Ixx = 512.00 ft4
Stress at any = 2.15 T/sft comp(+) safe
point = -0.09 T/sft comp(+) safe -0.09
stress at face 9 ft
of pedestal = 1.45 T/sft
moment at face
of pedestal(y-dir) = 71.96 T-ft
= 1903096 lb-inches
d reqd = 11.77 inches
D pro = 18 inches
Ast reqd in = 4.19 inch2
y-dir = 2619.4 mm2
Dia of Bars 10mm 12mm 16mm 20mm
No: of Bars 33 23 13 8
Avg stress = 1.0 T/sft
moment at face
of pedestal(x-dir) = 43.65 T-ft
Ast reqd in = 2.54 inch2
x-dir = 1589.14 mm2
Dia of Bars 10mm 12mm 16mm 20mm
No: of Bars 20 14 8 5
DESIGN OF ECCENTRIC FOOTING - F6
column size = 12 9
pedestal size = 18 18
Load = 41.1 tons 18 x 18 12 x 9
Self = 4.11 tons
Total Load = 45.21 tons
S.B.C = 1.097 T/sft
Area reqd = 41.21239745 sft 1.61
let width of foot = 6.5 ft
length reqd = 6.34 ft
length pro = 6.5 ft
= 6.5 ft
N.U.P.I = 0.97 T/sft
Eccentricity(e) = 1.42 ft 17 inches
Ixx = 198.34 ft4
Stress at any = 1.61 T/sft comp(+) safe
point = -0.30 T/sft comp(+) safe -0.30
stress at face 6.5 ft
of pedestal = 1.17 T/sft
moment at face
of pedestal(y-dir) = 37.98 T-ft
= 1004385.974 lb-inches
d reqd = 8.55 inches
D pro = 18 inches
Ast reqd in = 2.21 inch2
y-dir = 1382.4 mm2
Dia of Bars 10mm 12mm 16mm 20mm
No: of Bars 18 12 7 4
Avg stress = 0.7 T/sft
moment at face
of pedestal(x-dir) = 13.30 T-ft
Ast reqd in = 0.77 inch2
x-dir = 484.15 mm2
Dia of Bars 10mm 12mm 16mm 20mm
No: of Bars 6 4 2 2
DESIGN OF ECCENTRIC FOOTING - F7
column size = 12 9
pedestal size = 18 18
Load = 44.3 tons 18 x 18 12 x 9
Self = 4.43 tons
Total Load = 48.73 tons
S.B.C = 1.097 T/sft
Area reqd = 44.42114859 sft 1.62
let width of foot = 6.75 ft
length reqd = 6.58 ft
length pro = 6.75 ft
= 6.75 ft
N.U.P.I = 0.97 T/sft
Eccentricity(e) = 1.50 ft 18 inches
Ixx = 230.66 ft4
Stress at any = 1.62 T/sft comp(+) safe
point = -0.32 T/sft comp(+) safe -0.32
stress at face 6.75 ft
of pedestal = 1.19 T/sft
moment at face
of pedestal(y-dir) = 42.11 T-ft
= 1113787.319 lb-inches
d reqd = 9.01 inches
D pro = 18 inches
Ast reqd in = 2.45 inch2
y-dir = 1533.0 mm2
Dia of Bars 10mm 12mm 16mm 20mm
No: of Bars 20 14 8 5
Avg stress = 0.6 T/sft
moment at face
of pedestal(x-dir) = 15.07 T-ft
Ast reqd in = 0.88 inch2
x-dir = 548.75 mm2
Dia of Bars 10mm 12mm 16mm 20mm
No: of Bars 7 5 3 2
