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tapered footing design
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4.75 = 57
L = 6 ft
B = 6 ft
Load from column = 97000 p
column size,A = 12 in 4.00 2.74
B = 14 in 2.16
BC = 2912 psf 26
Footing area reqd. = 33.3104 sft 5.25 12
Footing area actual = 34.69 sftA 28 14 A
Fact. Column load = 150350 p 8.5 in 14 1.26
upward pressure = 4334.41 psf = 0.71 ft
Depth,d = 14 in
1.25 2.21 ft 2.51
Punching Shear Check
b = 108 in 1.5 1.5
area = 5.05556 ft² B 3.38
Vu = 128.437 kips 7.75Vu = 128.437 kips 7.75
Fc' = 2800 area x = a*xvu = 272.026 kips Ok a1 = 9.7 1.00 = 9.69
a2 = 3 2.58 = 7.75
Wide Beam Shear Check a3 = 19 3.25 = 61.8
Dir-A a4 = 3 2.58 = 7.75
vu = 66.2353 kips 35 86.9
vc = 79.3408 kips Ok
for moment
fy = 60000
Ma = 4334.41 in-#
a = 2
As = 2.22462 in²
Nos = 12.7121
Spacing = 5.72056 in
Pmin = 0.0033
As min = 3.1200 in²
Nos = 17.3333
Spacing = 4.10204 in
t = 16 in
Wide Beam Shear Check
Dir-B
vu = 51.2554 kips
vc = 84.1984 kips Ok
for moment
fy = 60000
Ma = 1347055 in-p
a = 2
As = 2.07879 in²
Nos = 11.8788
Spacing = 6.15877 in
Pmin = 0.0033
As min = 3.1200 in²
Nos = 17.3333
Spacing = 4.10204 in
t = 16 in
