isolated footing uniaxial
TRANSCRIPT
Page 1 of 8
FOUNDATION_Design of isolated footings F1
Maximum load at foundation (P) 30.00 tones
Net Safe Bearing Capacity (SBC) 15.00
Area of footing required (Ar) 2.20
fy 500Provide footing of:Length (L) 1.60 mBreadth (B) 1.40 m
Hence area provided (Ap) 2.24 SAFECritical Moment at footing (M) 0.00 t-m
Net upward pressure 13.39
Ultimate Net upward factored pressure (p) 20.09 Size of column:Length (a) 0.600 mBreadth (b) 0.230 mSize of pedestal:Length (a1) 0.000 mBreadth (b1) 0.000 mMaximum bending moment (Mu) per meter
a) Parallel to width 2.51 t-m/m
b) Parallel to length 3.44 t-m/m
Compressive strength of concrete (fck) 25Depth of footing required = d M 99.82 mm
0.138*fck*1000Provide d = 245 mm 300 245 Provide depth at edge, d1 = 245 mm 300 245 Clear Cover = 50 mmAssumed bar dia 10 mmProvide D = 300 mmProvide D1 = 300 mmDistance from the face of colm/pedestal to footing edge along 500 mmDistance from the face of colm/pedestal to footing edge along 585 mmMaximum of colm/pedestal along length 600 mmMaximum of colm/pedestal along width 230 mm
Area of reinforcement per meter width (b=1000)(// to widt 240.46 Ast = 0.5*fck/fy[1-Root{1-4.6*Mu/(fck*b*d^2)}]*b*dProvide : dia of bar 10 mm Spacing of bar 200 mm
Ast provided = 392.50 OKp% steel = 0.16
Area of reinforcement per meter length (// to length) 346.67 Ast = 0.5*fck/fy[1-Root{1-4.6*Mu/(fck*b*d^2)}]*b*dProvide : dia of bar 10 mm Spacing of bar 200 mm
Ast provided = 392.50 OKp% steel= 0.16 Shear one-way action(Parallel to width)Shear force per m = Vu 7.17 tonesDepth (d') at distance 'd' from face of column 245 mmBreadth (b) at depth d' 1,400.00 mm
Vu/(b*d') 0.21 N/mm^2pt% = 0.16
18.12 0.30 N/mm2 SAFE
Shear one-way action(Parallel to length)Shear force per m = Vu 10.93 tonesDepth (d') at distance 'd' from face of column 235 mmBreadth (b) at depth d' 1,600.00 mm
Vu/(b*d') 0.29 N/mm^2pt% = 0.16
18.12 0.30 N/mm2 SAFE
Shear two way actionArea of critical section 0.40 m^2Shear force = Vu 36.94 tonesDepth (d") at distance d/2 from face of column 245 mmPerimeter (bo) 2,640.00 mm
Vu/(bo*d") 0.57 0.38
Longer side of columnKs = .5 + Bc >1 0.88
1.25
1.10 SAFE
t/m2
m2
N/mm2
m2
t/m2
q=P/A+M/Z, Z=bd2/6
t/m2
p*(L-a1) 2/8
p*(B-b1) 2/8
N/mm2
mm2/m
mm2/m
mm2/m
mm2/m
Nominal shear stress (tv)
b = [b=0.8*fck/(6.89*pt)], but not less than 1
tc _max (Table_19) = [tc=[0.85*root(0.8*fck)*root(1+5b)-1]/(6*b)
Nominal shear stress (tv)
b = [b=0.8*fck/(6.89*pt)], but not less than 1
tc _max (Table_19) = [tc=[0.85*root(0.8*fck)*root(1+5b)-1]/(6*b)
Nominal shear stress (tv) N/mm2
Bc = Shorter side of column
tc N/mm2
tc'=Ks x tc N/mm2
Page 2 of 8
FOUNDATION CLUBDesign of isolated footings F2
Maximum load at foundation (P) 40.00 tones
Net Safe Bearing Capacity (SBC) 15.00
Area of footing required (Ar) 2.93
fy 500Provide footing of:Length (L) 2.00 mBreadth (B) 1.60 m
Hence area provided (Ap) 3.20 SAFECritical Moment at footing (M) 0.00 t-m
Net upward pressure 12.50
Ultimate Net upward factored pressure (p) 18.75 Size of column:Length (a) 0.600 mBreadth (b) 0.230 mSize of pedestal:Length (a1) 0.000 mBreadth (b1) 0.000 mMaximum bending moment (Mu) per meter
a) Parallel to width 4.59 t-m/m
b) Parallel to length 4.40 t-m/m
Compressive strength of concrete (fck) 25Depth of footing required = d M 115.39 mm
0.138*fck*1000Provide d = 295 mm 350 295 Provide depth at edge, d1 = 295 mm 350 295 Clear Cover = 50 mmAssumed bar dia 10 mmProvide D = 350 mmProvide D1 = 350 mmDistance from the face of colm/pedestal to footing edge along 700 mmDistance from the face of colm/pedestal to footing edge along 685 mmMaximum of colm/pedestal along length 600 mmMaximum of colm/pedestal along width 230 mm
Area of reinforcement per meter width (b=1000)(// to widt 367.30 Ast = 0.5*fck/fy[1-Root{1-4.6*Mu/(fck*b*d^2)}]*b*dProvide : dia of bar 10 mm Spacing of bar 200 mm
Ast provided = 392.50 OKp% steel = 0.13
Area of reinforcement per meter length (// to length) 364.32 Ast = 0.5*fck/fy[1-Root{1-4.6*Mu/(fck*b*d^2)}]*b*dProvide : dia of bar 10 mm Spacing of bar 200 mm
Ast provided = 392.50 OKp% steel= 0.13 Shear one-way action(Parallel to width)Shear force per m = Vu 12.15 tonesDepth (d') at distance 'd' from face of column 295 mmBreadth (b) at depth d' 1,600.00 mm
Vu/(b*d') 0.26 N/mm^2pt% = 0.13
21.82 0.28 N/mm2 SAFE
Shear one-way action(Parallel to length)Shear force per m = Vu 14.63 tonesDepth (d') at distance 'd' from face of column 285 mmBreadth (b) at depth d' 2,000.00 mm
Vu/(b*d') 0.26 N/mm^2pt% = 0.13
21.82 0.28 N/mm2 SAFE
Shear two way actionArea of critical section 0.47 m^2Shear force = Vu 51.19 tonesDepth (d") at distance d/2 from face of column 295 mmPerimeter (bo) 2,840.00 mm
Vu/(bo*d") 0.61 0.38
Longer side of columnKs = .5 + Bc >1 0.88
1.25
1.10 SAFE
t/m2
m2
N/mm2
m2
t/m2
q=P/A+M/Z, Z=bd2/6
t/m2
p*(L-a1) 2/8
p*(B-b1) 2/8
N/mm2
mm2/m
mm2/m
mm2/m
mm2/m
Nominal shear stress (tv)
b = [b=0.8*fck/(6.89*pt)], but not less than 1
tc _max (Table_19) = [tc=[0.85*root(0.8*fck)*root(1+5b)-1]/(6*b)
Nominal shear stress (tv)
b = [b=0.8*fck/(6.89*pt)], but not less than 1
tc _max (Table_19) = [tc=[0.85*root(0.8*fck)*root(1+5b)-1]/(6*b)
Nominal shear stress (tv) N/mm2
Bc = Shorter side of column
tc N/mm2
tc'=Ks x tc N/mm2
Page 3 of 8
FOUNDATION CLUBDesign of isolated footings F3
Maximum load at foundation (P) 50.00 tones
Net Safe Bearing Capacity (SBC) 15.00
Area of footing required (Ar) 3.67
fy 500Provide footing of:Length (L) 2.20 mBreadth (B) 1.80 m
Hence area provided (Ap) 3.96 SAFECritical Moment at footing (M) 0.00 t-m
Net upward pressure 12.63
Ultimate Net upward factored pressure (p) 18.94 Size of column:Length (a) 0.600 mBreadth (b) 0.230 mSize of pedestal:Length (a1) 0.000 mBreadth (b1) 0.000 mMaximum bending moment (Mu) per meter
a) Parallel to width 6.06 t-m/m
b) Parallel to length 5.84 t-m/m
Compressive strength of concrete (fck) 25Depth of footing required = d M 132.54 mm
0.138*fck*1000Provide d = 345 mm 400 345 Provide depth at edge, d1 = 345 mm 400 345 Clear Cover = 50 mmAssumed bar dia 10 mmProvide D = 400 mmProvide D1 = 400 mmDistance from the face of colm/pedestal to footing edge along 800 mmDistance from the face of colm/pedestal to footing edge along 785 mmMaximum of colm/pedestal along length 600 mmMaximum of colm/pedestal along width 230 mm
Area of reinforcement per meter width (b=1000)(// to widt 413.98 Ast = 0.5*fck/fy[1-Root{1-4.6*Mu/(fck*b*d^2)}]*b*dProvide : dia of bar 10 mm Spacing of bar 180 mm
Ast provided = 436.11 OKp% steel = 0.13
Area of reinforcement per meter length (// to length) 410.71 Ast = 0.5*fck/fy[1-Root{1-4.6*Mu/(fck*b*d^2)}]*b*dProvide : dia of bar 10 mm Spacing of bar 190 mm
Ast provided = 413.16 OKp% steel= 0.12 Shear one-way action(Parallel to width)Shear force per m = Vu 15.51 tonesDepth (d') at distance 'd' from face of column 345 mmBreadth (b) at depth d' 1,800.00 mm
Vu/(b*d') 0.25 N/mm^2pt% = 0.13
22.96 0.27 N/mm2 SAFE
Shear one-way action(Parallel to length)Shear force per m = Vu 18.33 tonesDepth (d') at distance 'd' from face of column 335 mmBreadth (b) at depth d' 2,200.00 mm
Vu/(b*d') 0.25 N/mm^2pt% = 0.12
24.24 0.26 N/mm2 SAFE
Shear two way actionArea of critical section 0.54 m^2Shear force = Vu 64.71 tonesDepth (d") at distance d/2 from face of column 345 mmPerimeter (bo) 3,040.00 mm
Vu/(bo*d") 0.62 0.38
Longer side of columnKs = .5 + Bc >1 0.88
1.25
1.10 SAFE
t/m2
m2
N/mm2
m2
t/m2
q=P/A+M/Z, Z=bd2/6
t/m2
p*(L-a1) 2/8
p*(B-b1) 2/8
N/mm2
mm2/m
mm2/m
mm2/m
mm2/m
Nominal shear stress (tv)
b = [b=0.8*fck/(6.89*pt)], but not less than 1
tc _max (Table_19) = [tc=[0.85*root(0.8*fck)*root(1+5b)-1]/(6*b)
Nominal shear stress (tv)
b = [b=0.8*fck/(6.89*pt)], but not less than 1
tc _max (Table_19) = [tc=[0.85*root(0.8*fck)*root(1+5b)-1]/(6*b)
Nominal shear stress (tv) N/mm2
Bc = Shorter side of column
tc N/mm2
tc'=Ks x tc N/mm2
Page 4 of 8
FOUNDATION CLUBDesign of isolated footings F4
Maximum load at foundation (P) 60.00 tones
Net Safe Bearing Capacity (SBC) 15.00
Area of footing required (Ar) 4.40
fy 500Provide footing of:Length (L) 2.20 mBreadth (B) 2.00 m
Hence area provided (Ap) 4.40 SAFECritical Moment at footing (M) 0.00 t-m
Net upward pressure 13.64
Ultimate Net upward factored pressure (p) 20.45 Size of column:Length (a) 0.600 mBreadth (b) 0.230 mSize of pedestal:Length (a1) 0.000 mBreadth (b1) 0.000 mMaximum bending moment (Mu) per meter
a) Parallel to width 6.55 t-m/m
b) Parallel to length 8.01 t-m/m
Compressive strength of concrete (fck) 25Depth of footing required = d M 152.37 mm
0.138*fck*1000Provide d = 394 mm 450 394 Provide depth at edge, d1 = 394 mm 450 394 Clear Cover = 50 mmAssumed bar dia 12 mmProvide D = 450 mmProvide D1 = 450 mmDistance from the face of colm/pedestal to footing edge along 800 mmDistance from the face of colm/pedestal to footing edge along 885 mmMaximum of colm/pedestal along length 600 mmMaximum of colm/pedestal along width 230 mm
Area of reinforcement per meter width (b=1000)(// to widt 389.81 Ast = 0.5*fck/fy[1-Root{1-4.6*Mu/(fck*b*d^2)}]*b*dProvide : dia of bar 12 mm Spacing of bar 200 mm
Ast provided = 565.20 OKp% steel = 0.14
Area of reinforcement per meter length (// to length) 495.13 Ast = 0.5*fck/fy[1-Root{1-4.6*Mu/(fck*b*d^2)}]*b*dProvide : dia of bar 12 mm Spacing of bar 200 mm
Ast provided = 565.20 OKp% steel= 0.14 Shear one-way action(Parallel to width)Shear force per m = Vu 16.61 tonesDepth (d') at distance 'd' from face of column 394 mmBreadth (b) at depth d' 2,000.00 mm
Vu/(b*d') 0.21 N/mm^2pt% = 0.14
20.24 0.29 N/mm2 SAFE
Shear one-way action(Parallel to length)Shear force per m = Vu 22.10 tonesDepth (d') at distance 'd' from face of column 382 mmBreadth (b) at depth d' 2,200.00 mm
Vu/(b*d') 0.26 N/mm^2pt% = 0.14
20.24 0.29 N/mm2 SAFE
Shear two way actionArea of critical section 0.62 m^2Shear force = Vu 77.31 tonesDepth (d") at distance d/2 from face of column 394 mmPerimeter (bo) 3,236.00 mm
Vu/(bo*d") 0.61 0.38
Longer side of columnKs = .5 + Bc >1 0.88
1.25
1.10 SAFE
t/m2
m2
N/mm2
m2
t/m2
q=P/A+M/Z, Z=bd2/6
t/m2
p*(L-a1) 2/8
p*(B-b1) 2/8
N/mm2
mm2/m
mm2/m
mm2/m
mm2/m
Nominal shear stress (tv)
b = [b=0.8*fck/(6.89*pt)], but not less than 1
tc _max (Table_19) = [tc=[0.85*root(0.8*fck)*root(1+5b)-1]/(6*b)
Nominal shear stress (tv)
b = [b=0.8*fck/(6.89*pt)], but not less than 1
tc _max (Table_19) = [tc=[0.85*root(0.8*fck)*root(1+5b)-1]/(6*b)
Nominal shear stress (tv) N/mm2
Bc = Shorter side of column
tc N/mm2
tc'=Ks x tc N/mm2
Page 5 of 8
FOUNDATION CLUBDesign of isolated footings F5
Maximum load at foundation (P) 70.00 tones
Net Safe Bearing Capacity (SBC) 15.00
Area of footing required (Ar) 5.13
fy 500Provide footing of:Length (L) 2.40 mBreadth (B) 2.20 m
Hence area provided (Ap) 5.28 SAFECritical Moment at footing (M) 0.00 t-m
Net upward pressure 13.26
Ultimate Net upward factored pressure (p) 19.89 Size of column:Length (a) 0.600 mBreadth (b) 0.230 mSize of pedestal:Length (a1) 0.000 mBreadth (b1) 0.000 mMaximum bending moment (Mu) per meter
a) Parallel to width 8.05 t-m/m
b) Parallel to length 9.65 t-m/m
Compressive strength of concrete (fck) 25Depth of footing required = d M 167.22 mm
0.138*fck*1000Provide d = 444 mm 500 444 Provide depth at edge, d1 = 444 mm 500 444 Clear Cover = 50 mmAssumed bar dia 12 mmProvide D = 500 mmProvide D1 = 500 mmDistance from the face of colm/pedestal to footing edge along 900 mmDistance from the face of colm/pedestal to footing edge along 985 mmMaximum of colm/pedestal along length 600 mmMaximum of colm/pedestal along width 230 mm
Area of reinforcement per meter width (b=1000)(// to widt 425.36 Ast = 0.5*fck/fy[1-Root{1-4.6*Mu/(fck*b*d^2)}]*b*dProvide : dia of bar 12 mm Spacing of bar 200 mm
Ast provided = 565.20 OKp% steel = 0.13
Area of reinforcement per meter length (// to length) 526.45 Ast = 0.5*fck/fy[1-Root{1-4.6*Mu/(fck*b*d^2)}]*b*dProvide : dia of bar 12 mm Spacing of bar 200 mm
Ast provided = 565.20 OKp% steel= 0.13 Shear one-way action(Parallel to width)Shear force per m = Vu 19.95 tonesDepth (d') at distance 'd' from face of column 444 mmBreadth (b) at depth d' 2,200.00 mm
Vu/(b*d') 0.20 N/mm^2 #DIV/0!pt% = 0.13
22.80 0.27 N/mm2 SAFE
Shear one-way action(Parallel to length)Shear force per m = Vu 25.82 tonesDepth (d') at distance 'd' from face of column 432 mmBreadth (b) at depth d' 2,400.00 mm
Vu/(b*d') 0.25 N/mm^2pt% = 0.13
22.80 0.27 N/mm2 SAFE
Shear two way actionArea of critical section 0.70 m^2Shear force = Vu 91.01 tonesDepth (d") at distance d/2 from face of column 444 mmPerimeter (bo) 3,436.00 mm
Vu/(bo*d") 0.60 0.38
Longer side of columnKs = .5 + Bc >1 0.88
1.25
1.10 SAFE
t/m2
m2
N/mm2
m2
t/m2
q=P/A+M/Z, Z=bd2/6
t/m2
p*(L-a1) 2/8
p*(B-b1) 2/8
N/mm2
mm2/m
mm2/m
mm2/m
mm2/m
Nominal shear stress (tv)
b = [b=0.8*fck/(6.89*pt)], but not less than 1
tc _max (Table_19) = [tc=[0.85*root(0.8*fck)*root(1+5b)-1]/(6*b)
Nominal shear stress (tv)
b = [b=0.8*fck/(6.89*pt)], but not less than 1
tc _max (Table_19) = [tc=[0.85*root(0.8*fck)*root(1+5b)-1]/(6*b)
Nominal shear stress (tv) N/mm2
Bc = Shorter side of column
tc N/mm2
tc'=Ks x tc N/mm2
Page 6 of 8
FOUNDATION CLUBDesign of isolated footings F6
Maximum load at foundation (P) 80.00 tones
Net Safe Bearing Capacity (SBC) 15.00
Area of footing required (Ar) 5.87
fy 500Provide footing of:Length (L) 2.60 mBreadth (B) 2.40 m
Hence area provided (Ap) 6.24 SAFECritical Moment at footing (M) 0.00 t-m
Net upward pressure 12.82
Ultimate Net upward factored pressure (p) 19.23 Size of column:Length (a) 0.600 mBreadth (b) 0.230 mSize of pedestal:Length (a1) 0.000 mBreadth (b1) 0.000 mMaximum bending moment (Mu) per meter
a) Parallel to width 9.62 t-m/m
b) Parallel to length 11.32 t-m/m
Compressive strength of concrete (fck) 25Depth of footing required = d M 181.14 mm
0.138*fck*1000Provide d = 444 mm 500 444 Provide depth at edge, d1 = 444 mm 500 444 Clear Cover = 50 mmAssumed bar dia 12 mmProvide D = 500 mmProvide D1 = 500 mmDistance from the face of colm/pedestal to footing edge along 1000 mmDistance from the face of colm/pedestal to footing edge along 1085 mmMaximum of colm/pedestal along length 600 mmMaximum of colm/pedestal along width 230 mm
Area of reinforcement per meter width (b=1000)(// to widt 509.80 Ast = 0.5*fck/fy[1-Root{1-4.6*Mu/(fck*b*d^2)}]*b*dProvide : dia of bar 12 mm Spacing of bar 200 mm
Ast provided = 565.20 OKp% steel = 0.13
Area of reinforcement per meter length (// to length) 620.48 Ast = 0.5*fck/fy[1-Root{1-4.6*Mu/(fck*b*d^2)}]*b*dProvide : dia of bar 12 mm Spacing of bar 170 mm
Ast provided = 664.94 OKp% steel= 0.15 Shear one-way action(Parallel to width)Shear force per m = Vu 25.66 tonesDepth (d') at distance 'd' from face of column 444 mmBreadth (b) at depth d' 2,400.00 mm
Vu/(b*d') 0.24 N/mm^2 #DIV/0!pt% = 0.13
22.80 0.27 N/mm2 SAFE
Shear one-way action(Parallel to length)Shear force per m = Vu 32.05 tonesDepth (d') at distance 'd' from face of column 432 mmBreadth (b) at depth d' 2,600.00 mm
Vu/(b*d') 0.29 N/mm^2pt% = 0.15
19.38 0.29 N/mm2 SAFE
Shear two way actionArea of critical section 0.70 m^2Shear force = Vu 106.47 tonesDepth (d") at distance d/2 from face of column 444 mmPerimeter (bo) 3,436.00 mm
Vu/(bo*d") 0.70 0.38
Longer side of columnKs = .5 + Bc >1 0.88
1.25
1.10 SAFE
t/m2
m2
N/mm2
m2
t/m2
q=P/A+M/Z, Z=bd2/6
t/m2
p*(L-a1) 2/8
p*(B-b1) 2/8
N/mm2
mm2/m
mm2/m
mm2/m
mm2/m
Nominal shear stress (tv)
b = [b=0.8*fck/(6.89*pt)], but not less than 1
tc _max (Table_19) = [tc=[0.85*root(0.8*fck)*root(1+5b)-1]/(6*b)
Nominal shear stress (tv)
b = [b=0.8*fck/(6.89*pt)], but not less than 1
tc _max (Table_19) = [tc=[0.85*root(0.8*fck)*root(1+5b)-1]/(6*b)
Nominal shear stress (tv) N/mm2
Bc = Shorter side of column
tc N/mm2
tc'=Ks x tc N/mm2
Page 7 of 8
FOUNDATION CLUBDesign of isolated footings F7
Maximum load at foundation (P) 90.00 tones
Net Safe Bearing Capacity (SBC) 15.00
Area of footing required (Ar) 6.60
fy 500Provide footing of:Length (L) 2.80 mBreadth (B) 2.40 m
Hence area provided (Ap) 6.72 SAFECritical Moment at footing (M) 0.00 t-m
Net upward pressure 13.39
Ultimate Net upward factored pressure (p) 20.09 Size of column:Length (a) 0.600 mBreadth (b) 0.230 mSize of pedestal:Length (a1) 0.000 mBreadth (b1) 0.000 mMaximum bending moment (Mu) per meter
a) Parallel to width 12.15 t-m/m
b) Parallel to length 11.82 t-m/m
Compressive strength of concrete (fck) 25Depth of footing required = d M 187.69 mm
0.138*fck*1000Provide d = 494 mm 550 494 Provide depth at edge, d1 = 494 mm 550 494 Clear Cover = 50 mmAssumed bar dia 12 mmProvide D = 550 mmProvide D1 = 550 mmDistance from the face of colm/pedestal to footing edge along 1100 mmDistance from the face of colm/pedestal to footing edge along 1085 mmMaximum of colm/pedestal along length 600 mmMaximum of colm/pedestal along width 230 mm
Area of reinforcement per meter width (b=1000)(// to widt 579.47 Ast = 0.5*fck/fy[1-Root{1-4.6*Mu/(fck*b*d^2)}]*b*dProvide : dia of bar 12 mm Spacing of bar 190 mm
Ast provided = 594.95 OKp% steel = 0.12
Area of reinforcement per meter length (// to length) 578.12 Ast = 0.5*fck/fy[1-Root{1-4.6*Mu/(fck*b*d^2)}]*b*dProvide : dia of bar 12 mm Spacing of bar 190 mm
Ast provided = 594.95 OKp% steel= 0.12 Shear one-way action(Parallel to width)Shear force per m = Vu 29.22 tonesDepth (d') at distance 'd' from face of column 494 mmBreadth (b) at depth d' 2,400.00 mm
Vu/(b*d') 0.25 N/mm^2 #DIV/0!pt% = 0.12
24.10 0.26 N/mm2 SAFE
Shear one-way action(Parallel to length)Shear force per m = Vu 33.24 tonesDepth (d') at distance 'd' from face of column 482 mmBreadth (b) at depth d' 2,800.00 mm
Vu/(b*d') 0.25 N/mm^2pt% = 0.12
24.10 0.26 N/mm2 SAFE
Shear two way actionArea of critical section 0.79 m^2Shear force = Vu 119.09 tonesDepth (d") at distance d/2 from face of column 494 mmPerimeter (bo) 3,636.00 mm
Vu/(bo*d") 0.66 0.38
Longer side of columnKs = .5 + Bc >1 0.88
1.25
1.10 SAFE
t/m2
m2
N/mm2
m2
t/m2
q=P/A+M/Z, Z=bd2/6
t/m2
p*(L-a1) 2/8
p*(B-b1) 2/8
N/mm2
mm2/m
mm2/m
mm2/m
mm2/m
Nominal shear stress (tv)
b = [b=0.8*fck/(6.89*pt)], but not less than 1
tc _max (Table_19) = [tc=[0.85*root(0.8*fck)*root(1+5b)-1]/(6*b)
Nominal shear stress (tv)
b = [b=0.8*fck/(6.89*pt)], but not less than 1
tc _max (Table_19) = [tc=[0.85*root(0.8*fck)*root(1+5b)-1]/(6*b)
Nominal shear stress (tv) N/mm2
Bc = Shorter side of column
tc N/mm2
tc'=Ks x tc N/mm2
Page 8 of 8
FOUNDATION CLUBDesign of isolated footings F8
Maximum load at foundation (P) 115.00 tones
Net Safe Bearing Capacity (SBC) 15.00
Area of footing required (Ar) 8.43
fy 500Provide footing of:Length (L) 3.20 mBreadth (B) 2.80 m
Hence area provided (Ap) 8.96 SAFECritical Moment at footing (M) 0.00 t-m
Net upward pressure 12.83
Ultimate Net upward factored pressure (p) 19.25 Size of column:Length (a) 0.600 mBreadth (b) 0.230 mSize of pedestal:Length (a1) 0.000 mBreadth (b1) 0.000 mMaximum bending moment (Mu) per meter
a) Parallel to width 16.27 t-m/m
b) Parallel to length 15.89 t-m/m
Compressive strength of concrete (fck) 25Depth of footing required = d M 217.15 mm
0.138*fck*1000Provide d = 544 mm 600 544 Provide depth at edge, d1 = 544 mm 600 544 Clear Cover = 50 mmAssumed bar dia 12 mmProvide D = 600 mmProvide D1 = 600 mmDistance from the face of colm/pedestal to footing edge along 1300 mmDistance from the face of colm/pedestal to footing edge along 1285 mmMaximum of colm/pedestal along length 600 mmMaximum of colm/pedestal along width 230 mm
Area of reinforcement per meter width (b=1000)(// to widt 706.14 Ast = 0.5*fck/fy[1-Root{1-4.6*Mu/(fck*b*d^2)}]*b*dProvide : dia of bar 12 mm Spacing of bar 150 mm
Ast provided = 753.60 OKp% steel = 0.14
Area of reinforcement per meter length (// to length) 705.92 Ast = 0.5*fck/fy[1-Root{1-4.6*Mu/(fck*b*d^2)}]*b*dProvide : dia of bar 12 mm Spacing of bar 150 mm
Ast provided = 753.60 p% steel= 0.14 Shear one-way action(Parallel to width)Shear force per m = Vu 40.75 tonesDepth (d') at distance 'd' from face of column 544 mmBreadth (b) at depth d' 2,800.00 mm
Vu/(b*d') 0.27 N/mm^2 #DIV/0!pt% = 0.14
20.95 0.28 N/mm2 SAFE
Shear one-way action(Parallel to length)Shear force per m = Vu 45.65 tonesDepth (d') at distance 'd' from face of column 532 mmBreadth (b) at depth d' 3,200.00 mm
Vu/(b*d') 0.27 N/mm^2pt% = 0.14
20.95 0.28 N/mm2 SAFE
Shear two way actionArea of critical section 0.89 m^2Shear force = Vu 155.45 tonesDepth (d") at distance d/2 from face of column 544 mmPerimeter (bo) 3,836.00 mm
Vu/(bo*d") 0.74 0.38
Longer side of columnKs = .5 + Bc >1 0.88
1.25
1.10 SAFE
t/m2
m2
N/mm2
m2
t/m2
q=P/A+M/Z, Z=bd2/6
t/m2
p*(L-a1) 2/8
p*(B-b1) 2/8
N/mm2
mm2/m
mm2/m
mm2/m
mm2/m
Nominal shear stress (tv)
b = [b=0.8*fck/(6.89*pt)], but not less than 1
tc _max (Table_19) = [tc=[0.85*root(0.8*fck)*root(1+5b)-1]/(6*b)
Nominal shear stress (tv)
b = [b=0.8*fck/(6.89*pt)], but not less than 1
tc _max (Table_19) = [tc=[0.85*root(0.8*fck)*root(1+5b)-1]/(6*b)
Nominal shear stress (tv) N/mm2
Bc = Shorter side of column
tc N/mm2
tc'=Ks x tc N/mm2