Design of Isolated Footing

Footing No. 1Joint No. 1Load Case No. 1,2

1. Support Reactions

a. Dead Load, DLFx = knFy = 117.92 knFz = knMx = knMy = knMz = kn

b. Live Load, LLFx = knFy = 27.15 knFz = knMx = knMy = knMz = kn

c. Ultimate Load (1.4 DL + 1.7LL), Pu

Pu = 211.243 kn

2. Soil Bearing Capacity, SBC

SBC = 100 Kpa

3. Preliminary Footing Dimension

Assume weight of footing, wt = 8% of Fy dead load + Fy live load wt = 11.6056 kn

Area required, a = F dead load + F live load + wt. of ftg.SBC

a = 1.56676 sq.m

Assume footing width, W = 1.2 mlength, L = 1.30563 m

say W = 1.2 mL = 1.4 m

Actual area, A = 1.68 sq.m

4. Net Ultimate Upward Soil Pressure, qu

Net upward soil pressure, qu = 1.4(Fy dead load) + 1.7(Fy live load)Actual area

qu = 125.74 kpa

Allowable ultimate soil pressure, qa = SBC (1.4*Fy dead load + 1.7*Fy live load) Fy dead load + Fy live load

qa = 145.6145 kpa

qa>qu, SAFE!

5. Check Punching Shear

Width of square column, c = 200 mmBar diameter, Ab = 16 mm

Assume footing thickness, t = 250 mmEffective depth, d = 167 mm

Actual punching shear stress, Vn = Vu

F bodwhere:

Ultimate punching shear, Vu =Vu = 194.307 kn

Vn = 1.46557 mpa

Allow. punching shear stress, Vc = sqrt of F'c/3

where:F'c = 20.7 mpa

Vc = 1.51658 mpa

Vc>Vn, SAFE!

6. Check Beam Shear

Footing edge to d distance from face of support, a = 433 mm

Actual beam shear stress, Vn = Vu

F Wdwhere:

Ultimate beam shear, Vu = qu(W)(a)Vu = 65.3344 kn

Vn = 0.384 mpa

Allow. punching shear stress, Vc = sqrt of F'c/6

where:F'c = 20.7 mpa

Vc = 0.75829 mpa

Vc>Vn, SAFE!

7. Check Footing Area

Footing width, W = 1.2 mlength, L = 1.4 m

thickness, t = 250 mm

Actual wt.of footing = 9.89 knTotal weight = 154.96 kn

Area required = 1.550 sq.m

Actual Area > Required Area, SAFE!

qu[A-(c+d)^2]

8. Required Steel Area, As a. For long direction

Dist. of footing edge to face of support, X = 0.6 mBending moment, Mu = qu(W)(X)(X/2)

Mu = 27.15981 kn-m

Mu = 0.9F'cWd^2q(1-0.59q)

Mu (kn-m) W (m) d (mm) fy (mpa) F'c (mpa) R q p27.1598142857143 1.2 167 275 20.7 0.04356119 0.0447 0.0034

pmin = 1.4 pmax = 0.75pbalfy pbal = 0.0373

pmin = 0.00509 pmax = 0.0280

pmin>p, use pmin

Steel area, As = pWdp = 0.00509

As = 1020 sq.mmN = 5.07323

Use 7 pcs --- 16 mm. dia. reinforcing bars

b. For short directionDist. of footing edge to face of support, Z = 1 m

Bending moment, Mu = qu(L)(Z)(Z/2)Mu = 88.01792 kn-m

Mu = 0.9F'cWd^2q(1-0.59q)

Mu (kn-m) L (m) d (mm) fy (mpa) F'c (mpa) R q p88.0179166666667 1.4 151 275 20.7 0.14800497 0.1638 0.0123

pmin = 1.4 pmax = 0.75pbalfy pbal = 0.0373

pmin = 0.00509 pmax = 0.0280

use p

Steel area, As = pLdp = 0.00509

As = 1076.24 sq.mmN = 5.35275

Use 6 pcs --- 16 mm. dia. reinforcing bars

b = L/W

As1/As =As1 (center strip) = 993.45 sq.mm

N1 = 4.941

For center strip, use 5 pcs --- 16 mm. dia. reinforcing bars

As1 + As2 = AsAs2 (outer strip) = 82.7875 sq.mm

N2 = 0.41175

2/(b+1)

For outer strip, use 1 pcs --- 16 mm. dia. reinforcing bars

9. Footing Detail

outer strip center strip outer strip1.2 m

1.2 m

reinforced concrete square

column

SPAN COVER TRADING & CONTRACTING

Design of Isolated Footing1. Support Reactions

Fx = 0.487 knFy = 15.754 knFz = knMx = knMy = knMz = kn

. Ultimate Load, Pu

Pu = 22.0556 kn

2. Soil Bearing Capacity, SBC

SBC = 100 Kn/m2

3. Preliminary Footing Dimension

Assume weight of footing, wt = 8% of Fy wt = 1.26032 kn

Area required, a = Fy + wt. of ftg.SBC

a = 0.170143 sq.m

Assume footing width, W = 1.7 mlength, L = 0.100084 m

say W = 1.2 mL = 1.7 m

Actual area, A = 2.04 sq.m

SPAN COVER TRADING & CONTRACTING

4. Net Ultimate Upward Soil Pressure, qu

Net upward soil pressure, qu = 1.4(Fy ) Actual area

qu = 10.81157 kn/m2

Allowable ultimate soil pressure, qa = SBC (1.4*Fy ) Fy dead load + Fy live load

qa = 140 Kn/m2

qa>qu, SAFE!

5. Check Punching Shear

Width of Base Plate, c = 300 mmBar diameter, Ab = 12 mm

Assume footing thickness, t = 500 mmEffective depth, d = 419 mm

ctual punching shear stress, Vn = Vu

F bodwhere:

Ultimate punching shear, Vu =Vu = 16.46644 kn

Vn = 0.026602 mpa

Allow. punching shear stress, Vc sqrt of F'c/3

where:F'c = 20.7 mpa

Vc = 1.516575 mpa

Vc>Vn, SAFE!

6. Check Beam Shear

Footing edge to d distance from face of support, a = 281 mm

Actual beam shear stress, Vn = Vu

F Wdwhere:

Ultimate beam shear, Vu = qu(W)(a)Vu = 3.645661 kn

Vn = 0.006 mpa

qu[A-(c+d)^2]

SPAN COVER TRADING & CONTRACTING

Allow. punching shear stress, Vc sqrt of F'c/6

where:F'c = 20.7 mpa

Vc = 0.758288 mpa

Vc>Vn, SAFE!

SPAN COVER TRADING & CONTRACTING

7. Check Footing Area

Footing width, W = 1.2 mlength, L = 1.7 m

thickness, t = 500 mm

ctual wt.of footing = 24.01 knTotal weight = 39.77 kn

Area required = 0.398 sq.m

Actual Area > Required Area, SAFE!

8. Required Steel Area, As a. For long direction

Dist. of footing edge to face of support, X = 0.7 mBending moment, Mu = qu(W)(X)(X/2)

Mu = 3.17860118 kn-m

Mu = 0.9F'cWd^2q(1-0.59q)

Mu (kn-m) W (m) d (mm) fy (mpa) F'c (mpa) R q p3.17860117647 1.2 419 275 20.7 0.00081 0.0008 6.1E-05

pmin = 1.4 pmax = 0.75pbalfy pbal = 0.0373

pmin = 0.005091 pmax = 0.0280

pmin>p, use pmin

Steel area, As = pWdp = 0.00509

As = 2559.252 sq.mmN = 22.6287

Use 13 pcs --- 12 mm. dia. reinforcing bars

b. For short directionDist. of footing edge to face of support, Z = 0.9 m

Bending moment, Mu = qu(L)(Z)(Z/2)Mu = 7.443765 kn-m

Mu = 0.9F'cWd^2q(1-0.59q)

SPAN COVER TRADING & CONTRACTING

Mu (kn-m) L (m) d (mm) fy (mpa) F'c (mpa) R q p7.443765 1.7 407 275 20.7 0.001419 0.0014 0.000107

pmin = 1.4 pmax = 0.75pbalfy pbal = 0.0373

pmin = 0.005091 pmax = 0.0280

pmin>p, use pmin

Steel area, As = pLdp = 0.00509

As = 3521.771 sq.mmN = 31.13922

Use 13 pcs --- 12 mm. dia. reinforcing bars

Design of Isolated Footing

Footing No. 3Joint No. 3Load Case N 1,2

1. Support Reactions

a. Dead Load, DLFx = knFy = 116.98 knFz = knMx = knMy = knMz = kn

b. Live Load, LLFx = knFy = 33.36 knFz = knMx = knMy = knMz = kn

c. Ultimate Load (1.4 DL + 1.7LL), Pu

Pu = 220.484 kn

2. Soil Bearing Capacity, SBC

SBC = 100 Kpa

3. Preliminary Footing Dimension

weight of footing, wt = 8% of Fy dead load + Fy live load wt = 12.0272 kn

Area required, a = F dead load + F live load + wt. of ftg.SBC

a = 1.623672 sq.m

ume footing width, W = 1.2 mlength, L = 1.35306 m

say W = 1.2 mL = 1.35 m

Actual area, A = 1.62 sq.m

4. Net Ultimate Upward Soil Pressure, qu

ard soil pressure, qu = 1.4(Fy dead load) + 1.7(Fy live load)Actual area

qu = 136.1012 kpa

owable ultimate soil pressure, qa = SBC (1.4*Fy dead load + 1.7*Fy live load) Fy dead load + Fy live load

qa = 146.6569 kpa

qa>qu, SAFE!

5. Check Punching Shear

h of square column, c = 200 mmBar diameter, Ab = 16 mm

footing thickness, t = 300 mmEffective depth, d = 217 mm

hing shear stress, Vn = Vu

F bodwhere:

e punching shear, Vu =Vu = 196.8175 kn

Vn = 1.031964 mpa

Allow. punching shear ssqrt of F'c/3

where:F'c = 20.7 mpa

Vc = 1.516575 mpa

Vc>Vn, SAFE!

6. Check Beam Shear

g edge to d distance from face of support, a = 358 mm

eam shear stress, Vn = Vu

F Wdwhere:

imate beam shear, Vu = qu(W)(a)Vu = 58.46909 kn

Vn = 0.264 mpa

Allow. punching shear ssqrt of F'c/6

where:F'c = 20.7 mpa

Vc = 0.758288 mpa

qu[A-(c+d)^2]

Vc>Vn, SAFE!

7. Check Footing Area

g width, W = 1.2 mlength, L = 1.35 m

hickness, t = 300 mm

.of footing = 11.44 kntal weight = 161.78 kn

a required = 1.618 sq.m

Actual Area > Required Area, SAFE!

8. Required Steel Area, As a. For long direction

footing edge to face of support, X = 0.575 mBending moment, Mu = qu(W)(X)(X/2)

Mu = 26.99908 kn-m

Mu = 0.9F'cWd^2q(1-0.59q)

Mu (kn-m) W (m) d (mm) fy (mpa) F'c (mpa) R q p26.999082 1.2 217 275 20.7 0.025647 0.0260 0.001961

pmin = 1.4 pmax = 0.75pbalfy pbal = 0.0373

pmin = 0.005091 pmax = 0.0280

pmin>p, use pmin

Steel area, As = pWdp = 0.00509

As = 1325.436 sq.mmN = 6.592162

Use 6 pcs --- 16 mm. dia. reinforcing bars

b. For short directionfooting edge to face of support, Z = 1 m

Bending moment, Mu = qu(L)(Z)(Z/2)Mu = 91.86833 kn-m

Mu = 0.9F'cWd^2q(1-0.59q)

Mu (kn-m) L (m) d (mm) fy (mpa) F'c (mpa) R q p91.868333 1.35 201 275 20.7 0.090412 0.0958 0.007213

pmin = 1.4 pmax = 0.75pbalfy pbal = 0.0373

pmin = 0.005091 pmax = 0.0280

use p

Steel area, As = pLdp = 0.007

As = 1899.45 sq.mmN = 9.447067

Use 10 pcs --- 16 mm. dia. reinforcing bars

b = L/W

As1/As =As1 (center strip) = 1787.718 sq.mm

N1 = 8.891357

For center strip, use 7 pcs --- 16 mm. dia. reinforcing bars

As1 + As2 = AsAs2 (outer strip) = 111.7324 sq.mm

N2 = 0.55571

For outer strip, use 1 pcs --- 16 mm. dia. reinforcing bars

9. Footing Detail

outer strip center strip outer strip1.2 m

1.2 m

2/(b+1)

reinforced concrete square

column

Design of Isolated FootingFooting No. 5

Bar diameter = 16 mmF'c = 20.7 mpafy = 275 mpa

Square col size = 300 mm1. Support Reactions

a. Dead Load, DLFx = knFy = 311.36 knFz = knMx = knMy = knMz = kn

b. Live Load, LLFx = knFy = 117.21 knFz = knMx = knMy = knMz = kn

c. Ultimate Load (1.4 DL + 1.7LL), Pu

Pu = 635.161 kn

2. Soil Bearing Capacity, SBC

SBC = 100 Kpa

3. Preliminary Footing Dimension

Assume weight of footing, wt = 8% of Fy dead load + Fy live load wt = 34.2856 kn

Area required, a = F dead load + F live load + wt. of ftg.SBC

a = 4.62856 sq.m

Assume footing width, W = 1.1 mlength, L = 4.20778 m

say W = 2.2 mL = 2.2 m

Actual area, A = 4.84 sq.m

4. Net Ultimate Upward Soil Pressure, qu

Net upward soil pressure, qu = 1.4(Fy dead load) + 1.7(Fy live load)Actual area

qu = 131.232 kpa

Allowable ultimate soil pressure, qa = SBC (1.4*Fy dead load + 1.7*Fy live load) Fy dead load + Fy live load

qa = 148.2047 kpa

qa>qu, SAFE!

5. Check Punching Shear

Width of square column, c = 300 mmBar diameter, Ab = 16 mm

Assume footing thickness, t = 375 mmEffective depth, d = 292 mm

Actual punching shear stress, Vn = Vu

F bodwhere:

Ultimate punching shear, Vu =Vu = 589.169 kn

Vn = 1.00244 mpa

Allow. punching shear stress, Vc = sqrt of F'c/3

where:F'c = 20.7 mpa

Vc = 1.51658 mpa

Vc>Vn, SAFE!

6. Check Beam Shear

Footing edge to d distance from face of support, a = 658 mm

Actual beam shear stress, Vn = Vu

F Wdwhere:

Ultimate punching shear, Vu = qu(W)(a)Vu = 189.971 kn

Vn = 0.696 mpa

Allow. punching shear stress, Vc = sqrt of F'c/6

where:F'c = 20.7 mpa

Vc = 0.75829 mpa

Vc>Vn, SAFE!

qu[A-(c+d)^2]

7. Check Footing Area

Footing width, W = 2.2 mlength, L = 2.2 m

thickness, t = 375 mm

Actual wt.of footing = 42.73 knTotal weight = 471.30 kn

Area required = 4.713 sq.m

Actual Area > Required Area, SAFE!

8. Required Steel Area, As

Dist. of footing edge to face of support, X = 0.95 mBending moment, Mu = qu(W)(X)(X/2)

Mu = 130.2802 kn-m

Mu = 0.9F'cWd^2q(1-0.59q)

Mu (kn-m) W (m) d (mm) fy (mpa) F'c (mpa) R q p130.280182386364 2.2 292 275 20.7 0.0372801 0.0381 0.0029

pmin = 1.4 pmax = 0.75pbalfy pbal = 0.0373

pmin = 0.00509 pmax = 0.0280

pmin>p, use pmin

Steel area, As = pWdp = 0.00509

As = 3269.82 sq.mmN = 16.2627

Use 17 pcs --- 16 mm. dia. reinforcing bars e.w.

spaced @ 137.5 mm o.c.

Design of Isolated Footing

Footing No. 6Joint No. 8Load Case No. 1,2

1. Support Reactions

a. Dead Load, DLFx = knFy = 117.3 knFz = knMx = knMy = knMz = kn

b. Live Load, LLFx = knFy = 56.24 knFz = knMx = knMy = knMz = kn

c. Ultimate Load (1.4 DL + 1.7LL), Pu

Pu = 259.828 kn

2. Soil Bearing Capacity, SBC

SBC = 100 Kpa

3. Preliminary Footing Dimension

ume weight of footing, wt = 8% of Fy dead load + Fy live load wt = 13.8832 kn

Area required, a = F dead load + F live load + wt. of ftg.SBC

a = 1.874232 sq.m

Assume footing width, W = 1.3 mlength, L = 1.441717 m

say W = 1.3 mL = 1.4 m

Actual area, A = 1.82 sq.m

4. Net Ultimate Upward Soil Pressure, qu

upward soil pressure, qu = 1.4(Fy dead load) + 1.7(Fy live load)Actual area

qu = 142.7626 kpa

Allowable ultimate soil pressure, qa = SBC (1.4*Fy dead load + 1.7*Fy live load) Fy dead load + Fy live load

qa = 149.7223 kpa

qa>qu, SAFE!

5. Check Punching Shear

idth of square column, c = 200 mmBar diameter, Ab = 16 mm

sume footing thickness, t = 300 mmEffective depth, d = 217 mm

punching shear stress, Vn = Vu

F bodwhere:

imate punching shear, Vu =Vu = 235.0031 kn

Vn = 1.232181 mpa

Allow. punching shear stressqrt of F'c/3

where:F'c = 20.7 mpa

Vc = 1.516575 mpa

Vc>Vn, SAFE!

6. Check Beam Shear

oting edge to d distance from face of support, a = 383 mm

al beam shear stress, Vn = Vu

F Wdwhere:

Ultimate beam shear, Vu = qu(W)(a)Vu = 71.08152 kn

Vn = 0.296 mpa

Allow. punching shear stressqrt of F'c/6

where:F'c = 20.7 mpa

Vc = 0.758288 mpa

qu[A-(c+d)^2]

Vc>Vn, SAFE!

7. Check Footing Area

Footing width, W = 1.3 mlength, L = 1.4 m

thickness, t = 300 mm

ctual wt.of footing = 12.86 knTotal weight = 186.40 kn

Area required = 1.864 sq.m

Actual Area < Required Area, NOT SAFE!

8. Required Steel Area, As a. For long direction

. of footing edge to face of support, X = 0.6 mBending moment, Mu = qu(W)(X)(X/2)

Mu = 33.40646 kn-m

Mu = 0.9F'cWd^2q(1-0.59q)

Mu (kn-m) W (m) d (mm) fy (mpa) F'c (mpa) R q p33.4064571429 1.3 217 275 20.7 0.029292 0.0298 0.002244

pmin = 1.4 pmax = 0.75pbalfy pbal = 0.0373

pmin = 0.005091 pmax = 0.0280

pmin>p, use pmin

Steel area, As = pWdp = 0.00509

As = 1435.889 sq.mmN = 7.141509

Use 8 pcs --- 16 mm. dia. reinforcing bars

b. For short direction. of footing edge to face of support, Z = 1.1 m

Bending moment, Mu = qu(L)(Z)(Z/2)Mu = 120.92 kn-m

Mu = 0.9F'cWd^2q(1-0.59q)

Mu (kn-m) L (m) d (mm) fy (mpa) F'c (mpa) R q p120.919953846 1.4 201 275 20.7 0.114753 0.1238 0.009318

pmin = 1.4 pmax = 0.75pbalfy pbal = 0.0373

pmin = 0.005091 pmax = 0.0280

use p

Steel area, As = pLdp = 0.009

As = 2532.6 sq.mmN = 12.59609

Use 13 pcs --- 16 mm. dia. reinforcing bars

b = L/W

As1/As =As1 (center strip) = 2438.8 sq.mm

N1 = 12.12957

For center strip, use 13 pcs --- 16 mm. dia. reinforcing bars

As1 + As2 = AsAs2 (outer strip) = 93.8 sq.mm

N2 = 0.466522

For outer strip, use 1 pcs --- 16 mm. dia. reinforcing bars

9. Footing Detail

outer strip center strip outer strip1.3 m

1.3 m

2/(b+1)

reinforced concrete square

column

Design of Isolated Footing

Footing No. 6Joint No. 8Load Case No. 1,2

1. Support Reactions

a. Dead Load, DLFx = knFy = 80.82 knFz = knMx = knMy = knMz = kn

b. Live Load, LLFx = knFy = 21.46 knFz = knMx = knMy = knMz = kn

c. Ultimate Load (1.4 DL + 1.7LL), Pu

Pu = 149.63 kn

2. Soil Bearing Capacity, SBC

SBC = 100 Kpa

3. Preliminary Footing Dimension

ume weight of footing, wt = 8% of Fy dead load + Fy live load wt = 8.1824 kn

Area required, a = F dead load + F live load + wt. of ftg.SBC

a = 1.104624 sq.m

Assume footing width, W = 1 mlength, L = 1.104624 m

say W = 1 mL = 1.1 m

Actual area, A = 1.1 sq.m

4. Net Ultimate Upward Soil Pressure, qu

upward soil pressure, qu = 1.4(Fy dead load) + 1.7(Fy live load)Actual area

qu = 136.0273 kpa

Allowable ultimate soil pressure, qa = SBC (1.4*Fy dead load + 1.7*Fy live load) Fy dead load + Fy live load

qa = 146.2945 kpa

qa>qu, SAFE!

5. Check Punching Shear

idth of square column, c = 200 mmBar diameter, Ab = 16 mm

sume footing thickness, t = 250 mmEffective depth, d = 167 mm

punching shear stress, Vn = Vu

F bodwhere:

imate punching shear, Vu =Vu = 131.3086 kn

Vn = 0.990401 mpa

Allow. punching shear stressqrt of F'c/3

where:F'c = 20.7 mpa

Vc = 1.516575 mpa

Vc>Vn, SAFE!

6. Check Beam Shear

oting edge to d distance from face of support, a = 283 mm

al beam shear stress, Vn = Vu

F Wdwhere:

Ultimate beam shear, Vu = qu(W)(a)Vu = 38.49572 kn

Vn = 0.271 mpa

Allow. punching shear stressqrt of F'c/6

where:F'c = 20.7 mpa

Vc = 0.758288 mpa

qu[A-(c+d)^2]

Vc>Vn, SAFE!

7. Check Footing Area

Footing width, W = 1 mlength, L = 1.1 m

thickness, t = 250 mm

ctual wt.of footing = 6.47 knTotal weight = 108.75 kn

Area required = 1.088 sq.m

Actual Area > Required Area, SAFE!

8. Required Steel Area, As a. For long direction

. of footing edge to face of support, X = 0.45 mBending moment, Mu = qu(W)(X)(X/2)

Mu = 13.77276 kn-m

Mu = 0.9F'cWd^2q(1-0.59q)

Mu (kn-m) W (m) d (mm) fy (mpa) F'c (mpa) R q p13.7727613636 1 167 275 20.7 0.026508 0.0269 0.002028

pmin = 1.4 pmax = 0.75pbalfy pbal = 0.0373

pmin = 0.005091 pmax = 0.0280

pmin>p, use pmin

Steel area, As = pWdp = 0.00509

As = 850.03 sq.mmN = 4.227692

Use 8 pcs --- 16 mm. dia. reinforcing bars

b. For short direction. of footing edge to face of support, Z = 0.8 m

Bending moment, Mu = qu(L)(Z)(Z/2)Mu = 47.8816 kn-m

Mu = 0.9F'cWd^2q(1-0.59q)

Mu (kn-m) L (m) d (mm) fy (mpa) F'c (mpa) R q p47.8816 1.1 151 275 20.7 0.102473 0.1096 0.008246

pmin = 1.4 pmax = 0.75pbalfy pbal = 0.0373

pmin = 0.005091 pmax = 0.0280

use p

Steel area, As = pLdp = 0.008

As = 1328.8 sq.mmN = 6.608894

Use 7 pcs --- 16 mm. dia. reinforcing bars

b = L/W

As1/As =As1 (center strip) = 1265.524 sq.mm

N1 = 6.294184

For center strip, use 13 pcs --- 16 mm. dia. reinforcing bars

As1 + As2 = AsAs2 (outer strip) = 63.27619 sq.mm

N2 = 0.314709

For outer strip, use 1 pcs --- 16 mm. dia. reinforcing bars

9. Footing Detail

outer strip center strip outer strip1 m

1 m

2/(b+1)

reinforced concrete square

column

Design of Isolated Footing

Footing No. 4Joint No.Load Case No. 1,2

1. Support Reactions

a. Dead Load, DLFx = knFy = 101.41 knFz = knMx = knMy = knMz = kn

b. Live Load, LLFx = knFy = 26.39 knFz = knMx = knMy = knMz = kn

c. Ultimate Load (1.4 DL + 1.7LL), Pu

Pu = 186.837 kn

2. Soil Bearing Capacity, SBC

SBC = 100 Kpa

3. Preliminary Footing Dimension

Assume weight of footing, wt = 8% of Fy dead load + Fy live load wt = 10.224 kn

Area required, a = F dead load + F live load + wt. of ftg.SBC

a = 1.38024 sq.m

Assume footing width, W = 1.1 mlength, L = 1.25476 m

say W = 1.1 mL = 1.2 m

Actual area, A = 1.32 sq.m

4. Net Ultimate Upward Soil Pressure, qu

Net upward soil pressure, qu = 1.4(Fy dead load) + 1.7(Fy live load)Actual area

qu = 141.543 kpa

Allowable ultimate soil pressure, qa = SBC (1.4*Fy dead load + 1.7*Fy live load) Fy dead load + Fy live load

qa = 146.1948 kpa

qa>qu, SAFE!

5. Check Punching Shear

Width of square column, c = 200 mmBar diameter, Ab = 16 mm

Assume footing thickness, t = 250 mmEffective depth, d = 167 mm

Actual punching shear stress, Vn = Vu

F bodwhere:

Ultimate punching shear, Vu =Vu = 167.773 kn

Vn = 1.26543 mpa

Allow. punching shear stress, Vc = sqrt of F'c/3

where:F'c = 20.7 mpa

Vc = 1.51658 mpa

Vc>Vn, SAFE!

6. Check Beam Shear

Footing edge to d distance from face of support, a = 333 mm

Actual beam shear stress, Vn = Vu

F Wdwhere:

Ultimate beam shear, Vu = qu(W)(a)Vu = 51.8473 kn

Vn = 0.332 mpa

Allow. punching shear stress, Vc = sqrt of F'c/6

where:F'c = 20.7 mpa

Vc = 0.75829 mpa

qu[A-(c+d)^2]

Vc>Vn, SAFE!

7. Check Footing Area

Footing width, W = 1.1 mlength, L = 1.2 m

thickness, t = 250 mm

Actual wt.of footing = 7.77 knTotal weight = 135.57 kn

Area required = 1.356 sq.m

Actual Area < Required Area, NOT SAFE!

8. Required Steel Area, As a. For long direction

Dist. of footing edge to face of support, X = 0.5 mBending moment, Mu = qu(W)(X)(X/2)

Mu = 19.46219 kn-m

Mu = 0.9F'cWd^2q(1-0.59q)

Mu (kn-m) W (m) d (mm) fy (mpa) F'c (mpa) R q p19.4621875 1.1 167 275 20.7 0.03405283 0.0348 0.0026

pmin = 1.4 pmax = 0.75pbalfy pbal = 0.0373

pmin = 0.00509 pmax = 0.0280

pmin>p, use pmin

Steel area, As = pWdp = 0.00509

As = 935.033 sq.mmN = 4.65046

Use 5 pcs --- 16 mm. dia. reinforcing bars

b. For short directionDist. of footing edge to face of support, Z = 0.9 m

Bending moment, Mu = qu(L)(Z)(Z/2)Mu = 68.78999 kn-m

Mu = 0.9F'cWd^2q(1-0.59q)

Mu (kn-m) L (m) d (mm) fy (mpa) F'c (mpa) R q p68.7899863636364 1.2 151 275 20.7 0.13495135 0.1478 0.0111

pmin = 1.4 pmax = 0.75pbalfy pbal = 0.0373

pmin = 0.00509 pmax = 0.0280

use p

Steel area, As = pLdp = 0.01

As = 1812 sq.mmN = 9.01213

Use 10 pcs --- 16 mm. dia. reinforcing bars

b = L/W

As1/As =As1 (center strip) = 1733.22 sq.mm

N1 = 8.6203

For center strip, use 5 pcs --- 16 mm. dia. reinforcing bars

As1 + As2 = AsAs2 (outer strip) = 78.7826 sq.mm

N2 = 0.39183

For outer strip, use 1 pcs --- 16 mm. dia. reinforcing bars

9. Footing Detail

outer strip center strip outer strip1.1 m

1.1 m

2/(b+1)

reinforced concrete square

column