DESIGN OF BASE PLATEP

M

h

L= 60

T

40

19.79 kg/cm2

kh= 31.17 20.21 kg/cm2Axal Load P 25000 kgBending Moment M 750000 kg-cmWidth of Member w 28.5 cmWidth of Member p 40 kg/cm2Pernissible bending stress 1890 kg/cm2Let the Size of base Plate

Length L 60 cmWidth B 50 cm

Edge Distance( From bolt to Edge of Plate) e1 7.5 cm

Distance of Center of Plate/ Member to center of bolt e2 22.5 cmProjection from Plate to edge of plate e3 15.75 cmDistance from Edge Plate to Center of bolt h 52.5 cmTaking Moment about the Anchor Bolt

1/2 * p* kh * B*( h-kh/3) = P*e2+M k^2 ( ph^2B/6) - k ( ph^2B/2) + (P*e2+M) = 0 (ax2 + bx+ c = 0)

( ph^2B/6) 918750( ph^2B/2) -2756250

P*e2+M 1312500a b c

1.00 -3.00 1.43k = 0.59 kh 31.17

Tension in the Rods T 6167.834 kgStess in Rods fs 492.7888 kg/cm2

Area of Steel Required 1251.62 mm2Provide 2 Bolts of 25 mm Dia

Thickness of Base Plate Bendnig Moment at Section x1 - x1 50885 kg-cmBendnig Moment at Section x2 - x2 206278 kg-cmTherfore Maximum Bending Moment 206278 kg-cm

e1 e2e3

x1

x1

x21

x2

Thickness of Base Plate required 36.19 mmProvide Thickness of Base Plate 36.00 mm

DESIGN OF BASE PLATEP

M

hL= 100

T

40

33.49 kg/cm2

kh= 76.78 6.51 kg/cm2

Axal Load P 114200 kg

Bending Moment M 5470000 kg-cm

Width of Member w 75 cm

Allowable Pressure Concrete p 40 kg/cm2

Pernissible bending stress 1890 kg/cm2

Let the Size of base Plate

Length L 100 cm

Width B 100 cm

Edge Distance( From bolt to Edge of Plate) e1 6.25 cm

Distance of Center of Plate/ Member to center of bolt e2 43.75 cm

Projection from Plate to edge of plate e3 12.5 cm

Distance from Edge Plate to Center of bolt h 93.75 cm

Taking Moment about the Anchor Bolt

1/2 * p* kh * B*( h-kh/3) = P*e2+M

k^2 ( ph^2B/6) - k ( ph^2B/2) + (P*e2+M) = 0 (ax2 + bx+ c = 0)

( ph^2B/6) 5859375

( ph^2B/2) -17578125

P*e2+M 10466250

a b c

1.00 -3.00 1.79

k = 0.82 kh 76.78

Tension in the Rods T 39362.64 kg

Stess in Rods fs 159.1201 kg/cm2

But Stess in Rod Limited 1000 kg/cm2

e1 e2e3

x1

x1

x21

x2

Therfore Actual Stress Rod 159.1201 kg/cm2

Area of Steel Required 24737.7 mm2

Provide 5 Bolts of 32 mm Dia

Thickness of Base Plate

Bendnig Moment at Section x1 - x1 246016 kg-cmBendnig Moment at Section x2 - x2 295542 kg-cmTherfore Maximum Bending Moment 295542 kg-cmThickness of Base Plate required 30.63 mm

Provide Thickness of Base Plate with Stiffeners 32.00 mm

DESIGN OF BASE PLATE - P2P

M

h

L= 150

T

40

19.83 kg/cm2

kh= 49.57 20.17 kg/cm2Axal Load P 65500 kgBending Moment M 9100000 kg-cmWidth of Member w 100 cmWidth of Member p 40 kg/cm2Pernissible bending stress 1890 kg/cm2Let the Size of base Plate

Length L 150 cmWidth B 110 cm

Edge Distance( From bolt to Edge of Plate) e1 12.5 cm

Distance of Center of Plate/ Member to center of bolt e2 62.5 cmProjection from Plate to edge of plate e3 25 cmDistance from Edge Plate to Center of bolt h 137.5 cmTaking Moment about the Anchor Bolt

1/2 * p* kh * B*( h-kh/3) = P*e2+M k^2 ( ph^2B/6) - k ( ph^2B/2) + (P*e2+M) = 0 (ax2 + bx+ c = 0)

( ph^2B/6) 13864583.3333333( ph^2B/2) -41593750

P*e2+M 13193750a b c

1.00 -3.00 0.95k = 0.36 kh 49.57

Tension in the Rods T 43561.28 kgStess in Rods fs 1277.042 kg/cm2

But Stess in Rod Limited 1000 kg/cm2Therfore Actual Stress Rod 1000 kg/cm2

Area of Steel Required 4356.13 mm2Provide 4 Bolts of 32 mm Dia

Thickness of Base Plate

Bendnig Moment at Section x1 - x1 544516 kg-cm

e1 e2e3

x1

x1

x21

x2

Bendnig Moment at Section x2 - x2 1143861 kg-cmMaximum Bending Moment 1143861 kg-cm 330000Thickness of Base Plate required 57.46 mm 30.86067

Provide Thickness of Base Plate with Stiffeners 32.00 mm 32.00

DESIGN OF BASE PLATE -P1P

M

h

L= 140

T

30

16.82 kg/cm2

kh= 45.53 13.18 kg/cm2Axal Load P 52000 kgBending Moment M 2380000 kg-cmWidth of Member w 100 cmWidth of Member p 30 kg/cm2Pernissible bending stress 1890 kg/cm2Let the Size of base Plate

Length L 140 cmWidth B 70 cm

Edge Distance( From bolt to Edge of Plate) e1 12.5 cm

Distance of Center of Plate/ Member to center of bolt e2 57.5 cmProjection from Plate to edge of plate e3 20 cmDistance from Edge Plate to Center of bolt h 127.5 cmTaking Moment about the Anchor Bolt

1/2 * p* kh * B*( h-kh/3) = P*e2+M k^2 ( ph^2 *B/6) - k ( ph^2*B/2) + (P*e^2+M) = 0 (ax^2 + bx+ c = 0)

( ph^2*B/6) 5689687.5( ph^2*B/2) -17069063

P*e^2+M 5370000a b c

1.00 -3.00 0.94k = 0.36 kh 45.53

Tension in the Rods T -4191.29 kgStess in Rods fs 972.1199 kg/cm2

But Stess in Rod Limited 972.1199 kg/cm2Therfore Actual Stress Rod 972.1199 kg/cm2

Area of Steel Required -431.15 mm2Provide 4 Bolts of 32 mm Dia

Thickness of Base Plate

Bendnig Moment at Section x1 - x1 -31435 kg-cm

e1 e2e3

x1

x1

x21

x2

Bendnig Moment at Section x2 - x2 358505 kg-cmMaximum Bending Moment 358505 kg-cm 439453.125Thickness of Base Plate required 40.32 mm 44.6428571Provide Thickness of Base Plate with Stiffeners 32.00 mm 40 mm

Sheet1P3P2P1