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Foundation Design:

Axial load(P) Xi Yi P*Xi P*Yi

KN m m KNm KNm

A1 281.495 0 0 0 0

A2 455.267 1.736 0 790.344 0

B1' 331.816 -1.7 2.741 -564.087 909.508

B1 358.054 0 2.819 0 1009.35

B2 620.749 1.736 2.819 1077.62 1749.89C1' 269.977 -3.184 5.23 -859.607 1411.98

C1 369.228 0 5.509 0 2034.08

C2 514.543 1.736 5.639 893.247 2901.51

3201.129 1337.52 10016.3

Xi Yi X Y qu

m m m m KN/m2

A1 0 0 -0.51 -3.25 99.694

A2 1.736 0 1.23 -3.25 93.330

B1' -1.7 2.741 -2.21 -0.509 98.548B1 0 2.819 -0.51 -0.431 92.106

B2 1.736 2.819 1.23 -0.431 85.742

C1' -3.184 5.23 -3.69 1.98 97.288

C1 0 5.509 -0.51 2.259 84.865

C2 1.736 5.639 1.23 2.389 78.151

L 6.05 m

B 5.94 m

X(load) 0.418 m

Y(load) 3.129 m

x cg 0.51 m

y cg 3.25 m

Column

Column

Required data:

Case considered=1.5(DL+LL)

Total design factored load=3201.129KN

Safe soil bearing capacity=100KN/m2

Concrete grade M20

Steel grade Fe500

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ex X-x -0.09217 m

ey Y-y -0.121 m

Mx (P)*ey -387.351 KNm

My (P)*ex -295.059 KNm

Ix 105.6656m

Iy 109.6153m4

qu1

89.08 -3.66582 x -2.69177 y

Moment calculation and depth check

Longest span in X axis 3.184 m

Longest span in y axis 3.226 m

Mu (w*l^2)/10 0.000 KNm

Mu MulimMu 0.36*fck*b*xu,max(d-0.42xu,max)

d > 0 mm

Mu (w*l^2)/10 0.000 KNm

Mu MulimM

u 0.36*f

ck*b*x

u,max(d-0.42x

u,max)

d > 0 mm

Punching check

at B2 (one face edge)

Pu 620.749 KN

Permissible shear stress 0.25fck 1118KN/m2

d 0.255 m

at A2 (two face edge)

Pu 455.267 KNPermissible shear stress 0.25fck 1118KN/m2

d 0.375 m

at B1 (Interior)

Pu 358.054 KNm

Permissible shear stress 0.25fck 1118KN/m2

d 0.157 m

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Taking Maximum of all

d 0.375 m

d 0.4 m (for safety)

Cover 0.05 m

D 0.45 m

Calculation of bar

Mu 103.75 KNm

ast 620.31mm2

Provide 12mm dia. Bars

spacing 182.2314649 mm

taking

spacing 175 mm