Base Plate

DESIGN OF BASE PLATE P M x1 e1

x21

e2 e3

h T

x1

L= 60 x2 40 19.79 kg/cm2 kh=

Axal Load Bending Moment Width of Member Width of Member Pernissible bending stress Let the Size of base Plate

31.17 P M w p

Length Width Edge Distance( From bolt to Edge of Plate)

25000 750000 28.5 40 1890 L B

e1

20.21 kg/cm2 kg kg-cm cm kg/cm2 kg/cm2

60 cm 50 cm 7.5 cm

Distance of Center of Plate/ Member to center of bolt e2 22.5 Projection from Plate to edge of plate e3 15.75 Distance from Edge Plate to Center of bolt h 52.5 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) 918750 ( ph^2B/2) -2756250 P*e2+M 1312500 a b 1.00 -3.00 k = 0.59 kh Tension in the Rods T 6167.834 Stess in Rods fs 492.7888 Area of Steel Required 1251.62 mm2 Provide 2 Bolts of 25 mm Thickness of Base Plate Bendnig Moment at Section x1 - x1 50885 Bendnig Moment at Section x2 - x2 206278 Therfore Maximum Bending Moment 206278 kg-cm

cm cm cm

c 1.43 31.17 kg kg/cm2 Dia kg-cm kg-cm

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

DESIGN OF BASE PLATE P M x1

x21

e2

e1

e3

h L= 100 T

x1

x2 40 33.49 kg/cm2 kh=

76.78

6.51 kg/cm2

Axal Load

P

114200 kg

Bending Moment

M

Width of Member

w

75 cm

Allowable Pressure Concrete

p

40 kg/cm2

5470000 kg-cm

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 Tension in the Rods T Stess in Rods fs But Stess in Rod Limited

kh 76.78 39362.64 kg 159.1201 kg/cm2 1000 kg/cm2

Therfore Actual Stress Rod Area of Steel Required Provide 5 Bolts of

159.1201 kg/cm2 24737.7 mm2 32

mm

Dia

Thickness of Base Plate Bendnig Moment at Section x1 - x1 Bendnig Moment at Section x2 - x2 Therfore Maximum Bending Moment Thickness of Base Plate required Provide Thickness of Base Plate with Stiffeners

246016 295542 295542 kg-cm 30.63 mm 32.00 mm

kg-cm kg-cm

DESIGN OF BASE PLATE - P2 P M x1 e1

x21

e2 e3

h T

x1

L= 150 x2 40 19.83 kg/cm2 kh=

Axal Load Bending Moment Width of Member Width of Member Pernissible bending stress Let the Size of base Plate

49.57 P M w p

Length Width

65500 9100000 100 40 1890 L B

20.17 kg/cm2 kg kg-cm cm kg/cm2 kg/cm2

Edge Distance( From bolt to Edge of Plate)

e1

150 cm 110 cm 12.5 cm

Distance of Center of Plate/ Member to center of bolt

e2 e3 h

62.5 cm 25 cm 137.5 cm

Projection from Plate to edge of plate Distance from Edge Plate to Center of bolt 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) 13864583.3333333 ( ph^2B/2) -41593750 P*e2+M 13193750 a b 1.00 -3.00 k = 0.36 kh Tension in the Rods T 43561.28 Stess in Rods fs 1277.042 But Stess in Rod Limited 1000 Therfore Actual Stress Rod 1000 Area of Steel Required 4356.13 mm2 Provide 4 Bolts of 32 mm

c 0.95 49.57 kg kg/cm2 kg/cm2 kg/cm2 Dia

Thickness of Base Plate Bendnig Moment at Section x1 - x1

544516

kg-cm

Bendnig Moment at Section x2 - x2 1143861 Maximum Bending Moment 1143861 kg-cm Thickness of Base Plate required 57.46 mm Provide Thickness of Base Plate with Stiffeners 32.00 mm

kg-cm 330000 30.86067 32.00

DESIGN OF BASE PLATE -P1 P M x1 e1

x21

e2 e3

h T

x1

L= 900 x2 30 -6739.01 kg/cm2 kh=

Axal Load Bending Moment Width of Member Width of Member Pernissible bending stress Let the Size of base Plate

1.77 P M w p

Length Width

20599 1600955 100 30 1890 L B

6769.01 kg/cm2 kg kg-cm cm kg/cm2 kg/cm2

Edge Distance( From bolt to Edge of Plate)

e1

900 cm 450 cm 12.5 cm

Distance of Center of Plate/ Member to center of bolt

e2 e3 h

437.5 cm 400 cm 887.5 cm

Projection from Plate to edge of plate Distance from Edge Plate to Center of bolt Taking 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) 1772226562.5 ( ph^2*B/2) -5316679688 P*e^2+M 10613017.5 a b 1.00 -3.00 k = 0.00 kh Tension in the Rods T -8632.7 Stess in Rods fs 269797 But Stess in Rod Limited 269797 Therfore Actual Stress Rod 269797 Area of Steel Required -3.1997 mm2 Provide 4 Bolts of 32 mm

c 0.01 1.77 kg kg/cm2 kg/cm2 kg/cm2 Dia

Thickness of Base Plate Bendnig Moment at Section x1 - x1

-3345172

kg-cm

95.332 95.332 95.332

Bendnig Moment at Section x2 - x2 Maximum Bending Moment Thickness of Base Plate required Provide Thickness of Base Plate with Stiffeners

-80148134952 ### kg-cm Err:502 mm 32.00 mm

kg-cm 439453.125 17.6073803 40 mm

Axial Load Moment about 'z' axis Load Factor Factored Axial Load

DESIGN OF COLUMN BASE P= M= L.F = Pf = Mf = D=

Factored Moment about 'z' axis Width of column Column Size Characteristic Compressive strength of concrete Grade of steel

fck = fy = ymo =

Yield stress of steel Partial safety factor 1) Size of base plate: eccentricity

e

If the base plate is made 6e in length, there will be compressive pressure over the whole of the base. Length of the base plate assumed L Breadth of plate limiting to the bearing pressure to 0.4fck B Hence, provide a base plate of size L B Area of base plate provided A Section Modulus Z pmax Maximum Pressure Minimum Pressure

pmin

= Mf/Pf

= 6e = 2Pf/(LX0.45fck)

500 KN 45 KN.M 1 500 KN 45 KN.M 250 mm ISHB 250 25 N/mm2 fe 410 250 N/mm2 1.1

90 mm

540 mm 164.61 540 400 216000 19440000

mm mm mm mm2 mm3

= = BL2/6 = Pf/A +M/Z

4.6296296 N/mm2

= Pf/A -M/Z

0 N/mm2

2) Thickness of Base plate Consider 1 mm wide strip of base plate parallel to the width and this acts as a cantilever from the face of the column with loading caused by the pressure on the base. This method gives a conservative design for the thickness of base plate since the plate action due to bending in two directions at right angles is not considered. pmax d Base pressure at the face of the column at a distance of xx pd Max Base pressure at extreme end Distance from the Max. base pressure to face of column

For the trepezoidal pressure loading on the cantilever strip, the moment at 'd' from the face of the column is equal to

=

4.6296296 N/mm2 145 mm

=

3.3864883 N/mm2

Md

2 = =pd*d /2+(pmax-pd)*d/2*(2/3)*d = 1.2fy.Ze/ymo

44312.807 N.mm

Ze

= t2/6

t t

= Sqrt(6*ymo*Md/1.2fy) =

Moment Capacity of the plate

Thickness of plate Hence, use a thickness of base plate as

31.223097 mm 32 mm

DESIGN OF COLUMN BASE P= M= L.F = Pf =

Axial Load Moment about 'z' axis Load Factor Factored Axial Load

Mf = D=

Factored Moment about 'z' axis Width of column Column Size Characteristic Compressive strength of concrete Grade of steel

fck =

202 KN 157 KN.M 1 202 KN 157 KN.M 315 mm ISMC 300 & ISMB 300 25 N/mm2 fe 410

fy = ymo =

Yield stress of steel Partial safety factor 1) Size of base plate:

250 N/mm2 1.1

e

= Mf/Pf

777.22772 mm

L

= 6e

4663.3663 mm

= 2Pf/(LX0.45fck)

= = BL2/6 = Pf/A +M/Z

7.70 900 450 405000 60750000

Maximum Pressure

B L B A Z pmax

3.0831276 N/mm2

Minimum Pressure

pmin

= Pf/A -M/Z

-2.085597 N/mm2

pmax

=

3.0831276 N/mm2 292.5 mm

=

2.0811111 N/mm2

eccentricity If the base plate is made 6e in length, there will be compressive pressure over the whole of the base. Breadth of plate limiting to the bearing pressure to 0.4fck Hence, provide a base plate of size Area of base plate provided Section Modulus

mm mm mm mm2 mm3

2) Thickness of Base plate Consider 1 mm wide strip of base plate parallel to the width and this acts as a cantilever from the face of the column with loading caused by the pressure on the base. This method gives a conservative design for the thickness of base plate since the plate action due to bending in two directions at right angles is not considered. Max Base pressure at extreme end Distance from the Max. base pressure to face of column

d Base pressure at the face of the column at a distance of xx pd For the trepezoidal pressure loading on the cantilever strip, the moment at 'd' from the face of the column is equal to

Md

2 = =pd*d /2+(pmax-pd)*d/2*(2/3)*d 1.2f .Z /y = y e mo

Ze

= t2/6

t t

= Sqrt(6*ymo*Md/1.2fy) =

Moment Capacity of the plate

Thickness of plate Hence, use a thickness of base plate as

Axial Load Moment about 'z' axis Load Factor Factored Axial Load

DESIGN OF COLUMN BASE ANCHOR RODS P= M= L.F = Pf = Mf = D=

Factored Moment about 'z' axis Width of column Column Size Characteristic Compressive strength of concrete Grade of steel

fck = fy = ymo =

Yield stress of steel Partial safety factor eccentricity

e

= Mf/Pf

Provide the length of the base plate Breadth of the Base plate

L B

= =

117602.29 N.mm

50.865021 mm 32 mm

450 KN 85 KN.M 1 450 KN 85 KN.M 323 mm w 310 x 310 x 143 30 N/mm2 fe 410 250 N/mm2 1.1 188.88889 mm 520 mm 520 mm

Since, the length of the plate is 900 mm which is lesthan 6e . Hence, there will be tension in holding down the bolts. Edge distance between edge of plate and centre of bolt

L

= 6e

d

=

1133.3333 mm 50 mm

centre to centre distance between the outside bolt & centre of column a = (L-H-d)/2 y=L/2+a-{(L/2+a)2-[2(M+Na)/(0.45fck.B)]}0.5 = Fb = 0.45fckyB-N Tensile strength of 20 mm dia bolts of grade 4.6 with length Bt of 100 mm Number of bolts n

210.00 mm 57.980099 -42.97971 KN

= =

66.6 KN 2 mm3

Tensile strength of 20 mm dia bolts of grade 4.6 with length of 100 mm Minimum Pressure

133.2 KN > 42.979705 KN

Embedment length of anchor bolt

hef

Tensile Capacity based on concrete breakdown failure

Nd

= k = for post installed anchors = for cast in situ bolts 1.5 = k.SQRT(fck.hef )

100 mm 13.5 15.5 84.896996 KN > 42.979705 KN

2) Thickness of Base plate Maximum Bending Moment Max Base pressure at extreme end Distance from the Max. base pressure to face of column

pmax

d Base pressure at the face of the column at a distance of xx pd Distance from column edge to base plate edge Lever arm Maximum Bending Moment Moment Capacity of the plate Thickness of plate Hence, use a thickness of base plate as

t t

=

133.2 KN -132.51 mm

= = =

437.62041 KN 98.5 69.509951 mm 28.291961 KN.M

= 1.2fy.Ze/ymo = (1.2*250)/1.1*Bt2/6 = Sqrt(6*ymo*Md/1.2fy*B) =

34.597219 mm 36 mm

DESIGN OF COLUMN BASE ANCHOR RODS FOR TRASH RACK GATE Axial Load P= Moment about 'z' axis M= Load Factor L.F = Pf = Factored Axial Load Mf = D=

Factored Moment about 'z' axis Width of column Column Size Characteristic Compressive strength of concrete Grade of steel

fck =

Partial safety factor eccentricity

e

= Mf/Pf

Provide the length of the base plate Breadth of the Base plate

L B

= =

L

= 6e =

202 KN

157 KN.M 315 mm ISMB 300 & ISMC 300 20 N/mm2 fe 415

fy = ymo =

Yield stress of steel

202 KN 157 KN.M 1

250 N/mm2 1.1 777.22772 mm 900 mm 450 mm

Since, the length of the plate is 900 mm which is lesthan 6e . Hence, there will be tension in holding down the bolts. d Edge distance between edge of plate and centre of bolt centre to centre distance between the outside bolt & centre a of column y=L/2+a-{(L/2+a)2-[2(M+Na)/(0.45fck.B)]}0.5 Fb Tensile strength of 20 mm dia bolts of grade 4.6 with length Bt of 100 mm Number of bolts n

= (L-H-d)/2 = = 0.45fckyB-N = =

Tensile strength of 20 mm dia bolts of grade 4.6 with length of 100 mm Minimum Pressure Embedment length of anchor bolt

4663.3663 mm 75 mm 375.00 mm 72.878515 93.157985 KN 56.7 KN 8 mm3 453.6 KN > -93.15799 KN

hef

= k = for post installed anchors

100 mm 13.5

Tensile Capacity based on concrete breakdown failure

Nd

= for cast in situ bolts 1.5 = k.SQRT(fck.hef )

15.5 69.318107 KN > -46.57899 KN

2) Thickness of Base plate Maximum Bending Moment Distance from column edge to base plate edge Lever arm Maximum Bending Moment Moment Capacity of the plate Thickness of plate Hence, use a thickness of base plate as

Axial Load Moment about 'z' axis Load Factor Factored Axial Load

t t

= =

292.5 256.06074 mm 151.15675 KN.M

= 1.2fy.Ze/ymo = (1.2*250)/1.1*Bt2/6 = Sqrt(6*ymo*Md/1.2fy*B) =

85.964442 mm 86 mm

DESIGN OF COLUMN BASE ANCHOR RODS (vazrani & ratwani) P= M= L.F = Pf =

30000 t 900000 t.cm 1 30000 KN

Mf = D=

Factored Moment about 'z' axis Width of column

900000 KN.M 35 cm

Characteristic Compressive strength of concrete Grade of steel

fck =

153 kg/cm2 fe 415

Yield stress of steel

fy = ymo =

2549.29 kg/cm2

Partial safety factor eccentricity

e

= Mf/Pf

Provide the length of the base plate Breadth of the Base plate

L B

= =

1.1 30000 mm 900 mm 450 mm

Since, the length of the plate is 900 mm which is lesthan 6e . Hence, there will be tension in holding down the bolts. L = 6e d = Edge distance between edge of plate and centre of bolt centre to centre distance between the outside bolt & centre a = (L-H-d)/2 of column y=L/2+a-{(L/2+a)2-[2(M+Na)/(0.45fck.B)]}0.5 = Fb = 0.45fckyB-N Tensile strength of 20 mm dia bolts of grade 4.6 with length Bt of 100 mm Number of bolts n

180000 mm 75 mm 375.00 mm #VALUE! #VALUE! KN

= =

Tensile strength of 20 mm dia bolts of grade 4.6 with length of 100 mm Minimum Pressure

56.7 KN 8 mm3

>

Embedment length of anchor bolt

hef

Tensile Capacity based on concrete breakdown failure

Nd

= k = for post installed anchors = for cast in situ bolts 1.5 = k.SQRT(fck.hef )

453.6 KN #VALUE! KN 100 mm 13.5 15.5

>

191.72441 KN #VALUE! KN

2) Thickness of Base plate Maximum Bending Moment Distance from column edge to base plate edge Lever arm Maximum Bending Moment

= =

Moment Capacity of the plate Thickness of plate Hence, use a thickness of base plate as

t t

= 1.2fy.Ze/ymo = (1.2*250)/1.1*Bt2/6 = Sqrt(6*ymo*Md/1.2fy*B) =

432.5 #VALUE! mm #VALUE! KN.M

#VALUE! mm 86 mm