Appendix XII to Filtration & drying CS-CL-0024 R2Design calculation For SuperstructureVR NNP RLM

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Monorail MR1 w1/m run

Beam location R2

Floor level = 107.675 LBOS EL of monorail = 106.475 R1B/w grids along N-S , D4 & D6B/w grids along E-W , DA & DCCapacity of monorail , P = 22 kN ( Ref. Eqpt. Layout - Drg. No. 0028 - Page - 9 of 11 )

a). Sectional propertiesBeam section = MB300 + 110x10 thk. Flg plt on each faceDepth of column section, D = 300 mmBreadth of flange plate , Bfp = 140 mmThickness of web, tw = 7.7 mmThickness of flange, T = 13.1 mmDepth of web plate, dw= 273.8 mm

Moment of inertia of beam section, Izz = = 8990

Moment of inertia of beam section, Iyy = = 486Area of section, A = = 58.6Size of flange plate = 110 x 10 thick at top and bottom,Total depth of member = 300 + 20 = 320 mm

Total area of member = 2x11x1+ 58.6 = 80.6

Additional moment of inertia, Izz_a = 2x110x10^3/12+ 2 x 110 x 10 x 306^2 = 20602

Total moment of inertia, Izz_g = Izz + Izz_a = 8990 + 20601.75 = 29591.75

Additional moment of inertia, Iyy_a = 2x10x110^3/12= 221.83

Total moment of inertia, Iyy_g = Iyy + Iyy_a = 486 + 221.83 = 707.8333

Modulus of section, Zxx = 29591.75 / 16 = 1849.5Least radius of gyration, rmin = sqrt ( Iyy_g / A ) = 29.635 mmRadius of gyration, rz = sqrt ( Izz_g / A ) = 191.61 mmself weight of beam = 0.00806 x 78.5 = 0.6327 kN/m

b). Loading detailsSpan of the beam, L = 3 mEffective span of the compression flange, Le = 5 mUniformly Distributed load, w1 = 0.633 kN/m

c). Calculation of design forcesMaximum S.F

Total load on the beam, W = 0.63x3 + 22 = 23.898 kNTaking moment about left support = ( wxLxLx0.5 + P.L/2 )/ L

R2 = (0.63x3x3x 0.5 + 22 x 1.5) / 3R2= 11.95 kNR1= 23.9 - 11.95 = 11.95 kN

cm4

cm 4 cm 2

cm 2

cm 4

cm 4

cm 4

cm 4

cm 3

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Maximum B.MMaximum bending moments are calculated at point load application and at centre of beam.B.M at beam centre = R1x L/2 - wxLxLx8 )= 17.212 kNm

d). Calculation of required section modulus

Le/ rmin = 5000 / 29.63 = 168.72 D/T = 300 / 13.1 = 22.90T/tw = 13.1 / 7.7 = 1.7013 d1/tw = (300-2x13.1) / 7.7 = 35.558From IS 800 , Table 6-1B page 58

For Le/rmin = 160 & D/T = 20 bc = 101 N/sq.mmFor Le/rmin = 160 & D/T = 25 bc = 93 N/sq.mmFor Le/rmin = 170 & D/T = 20 bc = 98 N/sq.mmFor Le/rmin = 170 & D/T = 25 bc = 89 N/sq.mmInterpolating the above values for the available Le/rmin and D/T

For Le/rmin = 168.72 & D/T = 20bc = 98.38 N/sq.mm 101 - (101 - 98)x(168.72 - 160)/(170-160)

For Le/rmin = 168.72 & D/T = 25bc = 89.51 N/sq.mm 93 - (93 - 89)x(168.72 - 160)/(170-160)

For Le/rmin = 168.72 & D/T = 22.90bc = 93.24 N/sq.mm 98.38 - (98.38 - 89.51)x(25 - 22.9)/(25-20)

Required section modulus for the beam, Zxx_req = Max. B.M / bc

= 184.604

Maximum stress in the beam = bc cal Mz/Zz = 9.306 N/sq.mm

Stress ratio, bc cal = 0.100bc

e). Check for shear

Maximum shear force = 11.9 kNShear stresss = S.F/(Dxtw) = 5.17 N/sq.mm Beam is safe in shear, ( < 100 N/sq.mm )

f). Check for delection

Maximum deflection of beam is at centre

Deflection at centre of beam due to u.d load = 0.01128 mm384 x E x Izz

Deflection at centre of beam due to point load = 0.209 mmTotal deflection = 0.01 + 0.21= 0.220 mmMaximum allowable deflection = L/325 = 7.5 mm

cm 3

5x w1 x L 4 =

PL 3 /48 EIzz =

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Beam is safe in Deflection

Appendix XII to Filtration & drying CS-CL-0024 R2Design calculation For SuperstructureVR NNP RLM

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Monorail MR2

w1/m runP

Beam location

Floor level = 110.850BOS EL of monorail = 110.034 R1 R2B/w grids along N-S , D10 & D11 LB/w grids along E-W , DA & DC

Capacity of monorail , P = 30 kN ( Ref. Eqpt. Layout - Drg. No. 0042 - Page - 10 of 11 )

a). Sectional properties

Beam section = ISMB300 Weight / m = 0.373 kN/mDepth of section, D = 300 mmBreadth of flange, bf = 125 mmThickness of web, tw = 6.9 mmThickness of flange, T = 12.5 mmMin. radius of gyration, rmin = 26.5 mm

Modulus of section, Zxx = 410

Moment of inertia, Ixx = 5130b). Loading details

Span of the beam, L = 4 mEffective span of the compression flange, Le = 4 mUniformly Distributed load, w1 = 0.373 kN/m

c). Calculation of design forces

Maximum S.F

Total load on the beam, W = 0.373x4 + 30 = 31.492 kN

Taking moment about left support = ( wxLxLx0.5 + P.L/2 )/ LR2 = (0.373x4x4x 0.5 + 30 x 2) / 4R2= 15.75 kN

R1= 31.492 - 15.75 = 15.75 kN

Maximum B.MMaximum bending moments are calculated at point load application and at centre of beam.

B.M at beam centre = R1x L/2 - wxLxLx8 )= 30.746 kNm

cm 3

cm 4

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d). Calculation of required section modulus

Le/ rmin = 4000 / 26.5 = 150.94 D/T = 300 / 12.5 = 24.00

T/tw = 12.5 / 6.9 = 1.8116 d1/tw = (300-2x12.5) / 6.9 = 39.855

From IS 800 , Table 6-1B page 58

For Le/rmin = 150 & D/T = 20 bc = 105 N/sq.mmFor Le/rmin = 150 & D/T = 25 bc = 98 N/sq.mmFor Le/rmin = 160 & D/T = 20 bc = 101 N/sq.mmFor Le/rmin = 160 & D/T = 25 bc = 93 N/sq.mm

Interpolating the above values for the available Le/rmin and D/T

For Le/rmin = 150.94 & D/T = 20bc = 104.62 N/sq.mm 105 - (105 - 101)x(150.94 - 150)/(160-150)

For Le/rmin = 150.94 & D/T = 25bc = 97.53 N/sq.mm 98 - (98 - 93)x(150.94 - 150)/(160-150)

For Le/rmin = 150.94 & D/T = 24.00bc = 98.95 N/sq.mm 104.62 - (104.62 - 97.53)x(25 - 24)/(25-20)

Required section modulus for the beam, Zxx_req = Max. B.M / bc

= 310.731

Maximum stress in the beam = bc cal Mz/Zz = 74.9902 N/sq.mm

Stress ratio, bc cal = 0.758bc

e). Check for shear

Maximum shear force = 15.7 kNShear stresss = S.F/(Dxtw) = 7.61 N/sq.mm Beam is safe in shear, ( < 100 N/sq.mm )

f). Check for delection

Maximum deflection of beam is at centre

Deflection at centre of beam due to u.d load = 0.12118 mm

384 x E x Izz

Deflection at centre of beam due to point load = 3.90 mmTotal deflection = 0.12 + 3.9= 4.020 mmMaximum allowable deflection = L/325 10 mm

Beam is safe in Deflection

cm 3

5x w1 x L 4 =

PL 3 /48 EIzz =

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Appendix XII to Filtration & drying CS-CL-0024 R2Design calculation For SuperstructureVR NNP RLM

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Monorail MR3

w1/m runP

Beam location

Floor level = 110.850BOS EL of monorail = 110.134 R1 R2B/w grids along N-S , D10 & D11 LB/w grids along E-W , DC & DF

Capacity of monorail , P = 30 kN ( Ref. Eqpt. Layout - Drg. No. 0042 - Page - 10 of 11 )

a). Sectional properties

Beam section = ISMB300 Weight / m = 0.373 kN/mDepth of section, D = 300 mmBreadth of flange, bf = 125 mmThickness of web, tw = 6.9 mmThickness of flange, T = 12.5 mmMin. radius of gyration, rmin = 26.5 mm

Modulus of section, Zxx = 410

Moment of inertia, Ixx = 5130b). Loading details

Span of the beam, L = 4 mEffective span of the compression flange, Le = 4 mUniformly Distributed load, w1 = 0.373 kN/m

c). Calculation of design forces

Maximum S.F

Total load on the beam, W = 0.373x4 + 30 = 31.492 kN

Taking moment about left support = ( wxLxLx0.5 + P.L/2 )/ LR2 = (0.373x4x4x 0.5 + 30 x 2) / 4R2= 15.75 kN

R1= 31.492 - 15.75 = 15.75 kN

Maximum B.MMaximum bending moments are calculated at point load application and at centre of beam.

B.M at beam centre = R1x L/2 - wxLxLx8 )= 30.746 kNm

cm 3

cm 4

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d). Calculation of required section modulus

Le/ rmin = 4000 / 26.5 = 150.94 D/T = 300 / 12.5 = 24.00

T/tw = 12.5 / 6.9 = 1.8116 d1/tw = (300-2x12.5) / 6.9 = 39.855

From IS 800 , Table 6-1B page 58

For Le/rmin = 150 & D/T = 20 bc = 105 N/sq.mmFor Le/rmin = 150 & D/T = 25 bc = 98 N/sq.mmFor Le/rmin = 160 & D/T = 20 bc = 101 N/sq.mmFor Le/rmin = 160 & D/T = 25 bc = 93 N/sq.mm

Interpolating the above values for the available Le/rmin and D/T

For Le/rmin = 150.94 & D/T = 20bc = 104.62 N/sq.mm 105 - (105 - 101)x(150.94 - 150)/(160-150)

For Le/rmin = 150.94 & D/T = 25bc = 97.53 N/sq.mm 98 - (98 - 93)x(150.94 - 150)/(160-150)

For Le/rmin = 150.94 & D/T = 24.00bc = 98.95 N/sq.mm 104.62 - (104.62 - 97.53)x(25 - 24)/(25-20)

Required section modulus for the beam, Zxx_req = Max. B.M / bc

= 310.731

Maximum stress in the beam = bc cal Mz/Zz = 74.9902 N/sq.mm

Stress ratio, bc cal = 0.758bc

e). Check for shear

Maximum shear force = 15.7 kNShear stresss = S.F/(Dxtw) = 7.61 N/sq.mm Beam is safe in shear, ( < 100 N/sq.mm )

f). Check for delection

Maximum deflection of beam is at centre

Deflection at centre of beam due to u.d load = 0.12118 mm

384 x E x Izz

Deflection at centre of beam due to point load = 3.90 mmTotal deflection = 0.12 + 3.9= 4.020 mmMaximum allowable deflection = L/325 10 mm

Beam is safe in Deflection

cm 3

5x w1 x L 4 =

PL 3 /48 EIzz =

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Appendix XII to Filtration & drying CS-CL-0024 R2Design calculation For SuperstructureVR NNP RLM

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Monorail MR4

w1/m runP

Beam location

Floor level = 113.775BOS EL of monorail = 113.159 R1 R2B/w grids along N-S , D10 & D11 LB/w grids along E-W , DF & DI

Capacity of monorail , P = 20 kN ( Ref. Eqpt. Layout - Drg. No. 0043 - Page - 11 of 11 )

a). Sectional properties

Beam section = ISMB300 Weight / m = 0.373 kN/mDepth of section, D = 300 mmBreadth of flange, bf = 125 mmThickness of web, tw = 6.9 mmThickness of flange, T = 12.5 mmMin. radius of gyration, rmin = 26.5 mm

Modulus of section, Zxx = 410

Moment of inertia, Ixx = 5130b). Loading details

Span of the beam, L = 3 mEffective span of the compression flange, Le = 3 mUniformly Distributed load, w1 = 0.373 kN/m

c). Calculation of design forces

Maximum S.F

Total load on the beam, W = 0.373x3 + 20 = 21.119 kN

Taking moment about left support = ( wxLxLx0.5 + P.L/2 )/ LR2 = (0.373x3x3x 0.5 + 20 x 1.5) / 3R2= 10.56 kN

R1= 21.119 - 10.56 = 10.56 kN

Maximum B.MMaximum bending moments are calculated at point load application and at centre of beam.

B.M at beam centre = R1x L/2 - wxLxLx8 )= 15.42 kNm

cm 3

cm 4

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d). Calculation of required section modulus

Le/ rmin = 3000 / 26.5 = 113.21 D/T = 300 / 12.5 = 24.00

T/tw = 12.5 / 6.9 = 1.8116 d1/tw = (300-2x12.5) / 6.9 = 39.855

From IS 800 , Table 6-1B page 58

For Le/rmin = 110 & D/T = 20 bc = 124 N/sq.mmFor Le/rmin = 110 & D/T = 25 bc = 119 N/sq.mmFor Le/rmin = 120 & D/T = 20 bc = 119 N/sq.mmFor Le/rmin = 120 & D/T = 25 bc = 113 N/sq.mm

Interpolating the above values for the available Le/rmin and D/T

For Le/rmin = 113.21 & D/T = 20bc = 122.40 N/sq.mm 124 - (124 - 119)x(113.21 - 110)/(120-110)

For Le/rmin = 113.21 & D/T = 25bc = 117.08 N/sq.mm 119 - (119 - 113)x(113.21 - 110)/(120-110)

For Le/rmin = 113.21 & D/T = 24.00bc = 118.14 N/sq.mm 122.4 - (122.4 - 117.08)x(25 - 24)/(25-20)

Required section modulus for the beam, Zxx_req = Max. B.M / bc

= 130.520

Maximum stress in the beam = bc cal Mz/Zz = 37.6088 N/sq.mm

Stress ratio, bc cal = 0.318bc

e). Check for shear

Maximum shear force = 10.6 kNShear stresss = S.F/(Dxtw) = 5.10 N/sq.mm Beam is safe in shear, ( < 100 N/sq.mm )

f). Check for delection

Maximum deflection of beam is at centre

Deflection at centre of beam due to u.d load = 0.03834 mm

384 x E x Izz

Deflection at centre of beam due to point load = 1.10 mmTotal deflection = 0.04 + 1.1= 1.135 mmMaximum allowable deflection = L/325 7.5 mm

Beam is safe in Deflection

cm 3

5x w1 x L 4 =

PL 3 /48 EIzz =

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