MAX M ZZ CASE NODES:- 2,5,6,8
INPUT DATA Y
( FACTORED LOADS) Node-LC
= 814.426 kN = 21.816 kN-m = 2.673 kN-m = 25 kN/m3 = 21 kN/m3 X X = 20 Mpa = 415 Mpa = 1.8 m = 1.8 m Y = 0.3 m = 0.3 m = 3 m
Ht. of Pedestal above G.L. = 0 m Grade Level
Net S.B.C = 250 kN/m2
= 250 kN/m2
= 1.5
= 50 mm
Dia of bar used = 12 mm 1 2
Assumed depth of foundation = 0.45 m
= 543.0 KN 1 2
Self weight of footing = 36.5 KN Dead weight of soil over footing = 120.5 KN
Total vertical load = 699.9 KN
= 14.5 kN-m
= 1.8 kN-m
Area of footing required = 2.17 m2
Area of footing provided = 3.24 m2 O.K. SIZE OF COLUMN
Length @ x-x ; bx Length @ y-y ; by Unit wt. of conc.gc Unit wt. of soil gs
FOOTING FOR COLUMN (450 x 230)(F1)
Vertical Load Moment @x-x Mx Moment @y-y My
Moment @y-y My Ch. Strength of conc. Yield Strength of steel SIZE OF FOOTING Length @ x-x ; Lx Length @ y-y ; Ly Depth of Founding lvl(H) Gross S.B.C. Load factor Clear cover to footing
DESIGN CALCULATION (UNFACTORED LOADS) Direct load from footing
Moment @x-x Mx bx by Mx-x My-y bx by Mx-x My-y bx by Lx Mx-x My-y by bx Ly D My-y Mx-x
Zx-x = 0.97 m2
Zy-y = 0.97 m2
P/ A = 216.02 KN/m2
= 14.97 KN/m2
= 1.84 KN/m2
Gross maximum & minimun pressure under the footing are
:-1 2
Pmax = 232.83 KN/m2 O.K. s s'
Pmin. = 199.21 KN/m2 NO TENSION Pmin. = qs1 qs2
Pgross at face of pedestal = 218.82 KN/m2 199.21 213.22 Pmax = 232.83
Paverage at face of pedestal = 225.83 KN/m2 218.82
1 2
Pnet at face of pedestal = 162.83 KN/m2 PRESSURE DIAGRAM ON SOIL
Structural design
Max moment at face of pedestal = 68.69 kN.m
M = 0.138 x fck x b x d 2
For 415 grade of steel.
Effective depth required = 158 mm
Hence O.K
Effective depth Provided = 394 mm
Mu / bd2 = 0.44
% of steel required = 0.125 From SP-16
Ast required = 561 mm2
Dia of barto be used = 12
Ast required Min required 540
Spacing of reinforcement = 201.53 mm
Provide 12 mm dia bars@ 180 mm C / C. in both the directions.
% Ast provided = 0.140
Check for One way shear:
Critical section is "d" from the face of the column.
Pgross at 'd' from face of pedestal = 226.18 KN/m2 P average at 'd' from face of pedestal = 229.51 KN/m2 Pnet at 'd' from face of pedestal = 166.51 KN/m2 Max shear at 'd' from face of pedestal = 88.91 kN
Tv = 0.23 Mpa
Mx-x / Zx-x My-y / Zy-y
% of steel provided = 0.14
Tc = 0.28 Mpa > Tv (Table - 19 , IS - 456-2000 )
Hence SAFE FOR ONE WAY SHEAR
Check for two way shear:
Critical section is considered at a distance d/2 from thr periphery of the face of the column or pedeatal. Pgross at 'd/2' from face of pedestal = 222.50 KN/m2
P average at 'd/2' from face of pedestal = 227.67 KN/m2 Pnet at 'd/2' from face of pedestal = 164.67 KN/m2
B x L = 3.24 m2 a + d
a + d = 0.694 m
b + d = 0.694 m
b + d b B
The max force V = p( BxL - ( a+d)(b+d)) = 681.31 kN
bo = 2((a+d) + (b+d)) = 2776 mm a
Shear stress Tv = V / bo.d = 0.62 Mpa
L
Calculation of allowable shear stress:(CL:31.6.3.1 of IS-456)
Tc = ks x Tc1
ks =0.5 + beta = 1 should not greater 1
beta = 1.000 shortside / long side of column or pedestal Tc1=0.25sqrt(fck) = 1.118033989
MAX M ZZ CASE NODES:- 3,4,9,11,14,17,20
INPUT DATA Y
( FACTORED LOADS) Node-LC
= 479.993 kN = 22.142 kN-m = 3.974 kN-m = 25 kN/m3 = 21 kN/m3 X X = 20 Mpa = 415 Mpa = 1.4 m = 1.4 m Y = 0.3 m = 0.3 m = 3 m
Ht. of Pedestal above G.L. = 0 m Grade Level
Net S.B.C = 250 kN/m2
= 250 kN/m2
= 1.5
= 50 mm
Dia of bar used = 12 mm 1 2
Assumed depth of foundation = 0.3 m
= 320.0 KN 1 2
Self weight of footing = 14.7 KN Dead weight of soil over footing = 68.6 KN
Total vertical load = 403.3 KN
= 14.8 kN-m
= 2.6 kN-m
Area of footing required = 1.28 m2
Area of footing provided = 1.96 m2 O.K. Depth of Founding lvl(H)
Gross S.B.C. Load factor Clear cover to footing
DESIGN CALCULATION (UNFACTORED LOADS) Direct load from footing
Moment @x-x Mx Length @ y-y ; Ly SIZE OF COLUMN Length @ x-x ; bx Length @ y-y ; by SIZE OF FOOTING Length @ x-x ; Lx Unit wt. of conc.gc Unit wt. of soil gs Moment @y-y My
FOOTING FOR COLUMN (450 x 230)(F1)
Vertical Load Moment @x-x Mx Moment @y-y My
Ch. Strength of conc. Yield Strength of steel
bx by Mx-x My-y bx by Mx-x My-y bx by Lx Mx-x My-y by bx Ly D My-y Mx-x
Zx-x = 0.46 m2
Zy-y = 0.46 m2
P/ A = 205.77 KN/m2
= 32.28 KN/m2
= 5.80 KN/m2
Gross maximum & minimun pressure under the footing are
:-1 2
Pmax = 243.85 KN/m2 O.K. s s'
Pmin. = 167.69 KN/m2 NO TENSION Pmin. = qs1 qs2
Pgross at face of pedestal = 213.93 KN/m2 167.69 197.61 Pmax = 243.85
Paverage at face of pedestal = 228.89 KN/m2 213.93
1 2
Pnet at face of pedestal = 165.89 KN/m2 PRESSURE DIAGRAM ON SOIL
Structural design
Max moment at face of pedestal = 37.64 kN.m
M = 0.138 x fck x b x d 2
For 415 grade of steel.
Effective depth required = 117 mm
Hence O.K
Effective depth Provided = 244 mm
Mu / bd2 = 0.63
% of steel required = 0.180 From SP-16
Ast required = 539 mm2
Dia of barto be used = 12
Ast required Min required 360
Spacing of reinforcement = 209.97 mm
Provide 12 mm dia bars@ 180 mm C / C. in both the directions.
% Ast provided = 0.209
Check for One way shear:
Critical section is "d" from the face of the column.
Pgross at 'd' from face of pedestal = 227.20 KN/m2 P average at 'd' from face of pedestal = 235.53 KN/m2 Pnet at 'd' from face of pedestal = 172.53 KN/m2 Max shear at 'd' from face of pedestal = 79.19 kN
Tv = 0.32 Mpa
My-y / Zy-y Mx-x / Zx-x
% of steel provided = 0.21
Tc = 0.33 Mpa > Tv (Table - 19 , IS - 456-2000 )
Hence SAFE FOR ONE WAY SHEAR
Check for two way shear:
Critical section is considered at a distance d/2 from thr periphery of the face of the column or pedeatal. Pgross at 'd/2' from face of pedestal = 220.57 KN/m2
P average at 'd/2' from face of pedestal = 232.21 KN/m2 Pnet at 'd/2' from face of pedestal = 169.21 KN/m2
B x L = 1.96 m2 a + d
a + d = 0.544 m
b + d = 0.544 m
b + d b B
The max force V = p( BxL - ( a+d)(b+d)) = 422.36 kN
bo = 2((a+d) + (b+d)) = 2176 mm a
Shear stress Tv = V / bo.d = 0.80 Mpa
L
Calculation of allowable shear stress:(CL:31.6.3.1 of IS-456)
Tc = ks x Tc1
ks =0.5 + beta = 1 should not greater 1
beta = 1.000 shortside / long side of column or pedestal Tc1=0.25sqrt(fck) = 1.118033989
MAX M ZZ CASE
NODES:-INPUT DATA Y
( FACTORED LOADS) Node-LC
= 336.502 kN = 19.743 kN-m = 2.927 kN-m = 25 kN/m3 = 21 kN/m3 X X = 20 Mpa = 415 Mpa = 1.2 m = 1.2 m Y = 0.3 m = 0.3 m = 3 m
Ht. of Pedestal above G.L. = 0 m Grade Level
Net S.B.C = 250 kN/m2
= 250 kN/m2
= 1.5
= 50 mm
Dia of bar used = 12 mm 1 2
Assumed depth of foundation = 0.3 m
= 224.3 KN 1 2
Self weight of footing = 10.8 KN Dead weight of soil over footing = 45.9 KN
Total vertical load = 281.1 KN
= 13.2 kN-m
= 2.0 kN-m
Area of footing required = 0.90 m2
Area of footing provided = 1.44 m2 O.K. SIZE OF FOOTING Length @ x-x ; Lx Length @ x-x ; bx Length @ y-y ; by 1,7,10,12,13,15,16,18,19, 21,22,23,24 Depth of Founding lvl(H) Gross S.B.C. Load factor Clear cover to footing Length @ y-y ; Ly SIZE OF COLUMN
Ch. Strength of conc. Yield Strength of steel
DESIGN CALCULATION (UNFACTORED LOADS) Direct load from footing
Moment @x-x Mx Moment @y-y My Unit wt. of conc.gc Unit wt. of soil gs
FOOTING FOR COLUMN (450 x 230)(F1)
Vertical Load Moment @x-x Mx Moment @y-y My bx by Mx-x My-y bx by Mx-x My-y bx by Lx Mx-x My-y by bx Ly D My-y Mx-x
Zx-x = 0.29 m2
Zy-y = 0.29 m2
P/ A = 195.19 KN/m2
= 45.71 KN/m2
= 6.78 KN/m2
Gross maximum & minimun pressure under the footing are
:-1 2
Pmax = 247.68 KN/m2 O.K. s s'
Pmin. = 142.70 KN/m2 NO TENSION Pmin. = qs1 qs2
Pgross at face of pedestal = 208.31 KN/m2 142.70 182.07 Pmax = 247.68
Paverage at face of pedestal = 228.00 KN/m2 208.31
1 2
Pnet at face of pedestal = 165.00 KN/m2 PRESSURE DIAGRAM ON SOIL
Structural design
Max moment at face of pedestal = 25.06 kN.m
M = 0.138 x fck x b x d 2
For 415 grade of steel.
Effective depth required = 95 mm
Hence O.K
Effective depth Provided = 244 mm
Mu / bd2 = 0.42
% of steel required = 0.119 From SP-16
Ast required = 356 mm2
Dia of barto be used = 12
Ast required Min required 360
Spacing of reinforcement = 318.08 mm
Provide 12 mm dia bars@ 180 mm C / C. in both the directions.
% Ast provided = 0.209
Check for One way shear:
Critical section is "d" from the face of the column.
Pgross at 'd' from face of pedestal = 229.66 KN/m2 P average at 'd' from face of pedestal = 238.67 KN/m2 Pnet at 'd' from face of pedestal = 175.67 KN/m2 Max shear at 'd' from face of pedestal = 54.28 kN
Tv = 0.22 Mpa
Mx-x / Zx-x My-y / Zy-y
% of steel provided = 0.21
Tc = 0.33 Mpa > Tv (Table - 19 , IS - 456-2000 )
Hence SAFE FOR ONE WAY SHEAR
Check for two way shear:
Critical section is considered at a distance d/2 from thr periphery of the face of the column or pedeatal. Pgross at 'd/2' from face of pedestal = 218.99 KN/m2
P average at 'd/2' from face of pedestal = 233.33 KN/m2 Pnet at 'd/2' from face of pedestal = 170.33 KN/m2
B x L = 1.44 m2 a + d
a + d = 0.544 m
b + d = 0.544 m
b + d b B
The max force V = p( BxL - ( a+d)(b+d)) = 292.31 kN
bo = 2((a+d) + (b+d)) = 2176 mm a
Shear stress Tv = V / bo.d = 0.55 Mpa
L
Calculation of allowable shear stress:(CL:31.6.3.1 of IS-456)
Tc = ks x Tc1
ks =0.5 + beta = 1 should not greater 1
beta = 1.000 shortside / long side of column or pedestal Tc1=0.25sqrt(fck) = 1.118033989
