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Page 161 of 171LARSEN & TOUBRO LTD DOCUMENT NO. Rev

LTEM0

Structural designcalculations of RadiantSection

SFCCL-LTEM-001-SE-CL-5001PROJ : SFCCL 700 MTPD Methanol Plant +

100 MTPD CO

STAAD OUTPUT FOR BEAM END FORCES

Beam L/C Node Fx Mton Fy Mton Fz Mton Mx MTon- My MTon- Mz MTon-Max Fx 300 44 DL1 + DL2 + TL + PPV 233 102.868 3.678 -1.423 -0.031 -0.141 -5.985Min Fx 536 59 DL1 + DL2 + WLZ1 384 33.016 -2.464 0.266 0 -0.002 3.677Max Fy 478 33 DL1 + DL2 + TL + PPV 347 53.52 64.644 -32.65 0.27 -4.874 14.031Min Fy 536 33 DL1 + DL2 + TL + PPV 384 46.747 -79.378 -34.322 -0.487 -21.626 21.953Max Fz 443 26 DL1 + DL2 + TL + PPV 327 79.385 7.107 13.419 0.006 -4.928 0.694Min Fz 535 32 DL1 + DL2 + TL + PPV 383 50.647 -2.027 -34.999 -0.826 -10.406 -2.94Max Mx 477 32 DL1 + DL2 + TL + PPV 346 50.993 -6.639 -31.972 0.692 13.621 7.267Min Mx 535 32 DL1 + DL2 + TL + PPV 383 50.647 -2.027 -34.999 -0.826 -10.406 -2.94Max My 477 32 DL1 + DL2 + TL + PPV 346 50.993 -6.639 -31.972 0.692 13.621 7.267Min My 536 32 DL1 + DL2 + TL + PPV 384 50.308 -76.431 -34.993 -0.826 -23.7 25.906Max Mz 536 29 DL1 + DL2 + TL + PPV 384 49.49 -78.807 -34.058 -0.316 -20.929 29.881Min Mz 478 33 DL1 + DL2 + TL + PPV 348 44.225 58.729 -33.117 -0.108 -18.594 -17.102

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Beam L/C Node Fx Mton Fy Mton Fz Mton Mx MTon- My MTon- Mz MTon-Max Fx 300 44 DL1 + DL2 + TL + PPV 233 102.87 3.68 -1.42 -0.03 -0.14 -5.99Min Fx 536 59 DL1 + DL2 + WLZ1 384 33.02 -2.46 0.27 0 0 3.68Max Fy 478 33 DL1 + DL2 + TL + PPV 347 53.52 64.64 -32.65 0.27 -4.87 14.03Min Fy 536 33 DL1 + DL2 + TL + PPV 384 46.75 -79.38 -34.32 -0.49 -21.63 21.95Max Fz 443 26 DL1 + DL2 + TL + PPV 327 79.39 7.11 13.42 0.01 -4.93 0.69Min Fz 535 32 DL1 + DL2 + TL + PPV 383 50.65 -2.03 -35 -0.83 -10.41 -2.94Max Mx 477 32 DL1 + DL2 + TL + PPV 346 50.99 -6.64 -31.97 0.69 13.62 7.27Min Mx 535 32 DL1 + DL2 + TL + PPV 383 50.65 -2.03 -35 -0.83 -10.41 -2.94Max My 477 32 DL1 + DL2 + TL + PPV 346 50.99 -6.64 -31.97 0.69 13.62 7.27Min My 536 32 DL1 + DL2 + TL + PPV 384 50.31 -76.43 -34.99 -0.83 -23.7 25.91Max Mz 536 29 DL1 + DL2 + TL + PPV 384 49.49 -78.81 -34.06 -0.32 -20.93 29.88Min Mz 478 33 DL1 + DL2 + TL + PPV 348 44.23 58.73 -33.12 -0.11 -18.59 -17.1

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LTEM0

DESIGN OF SPLICE PLATE(AT EL+4.92 m)GRID K,G,E,BLoad case considered = MAX MOMENT CASEDiameter of bolt = 30 mmShank diameter factor = 0.85Shank Area of the bolt = 510.71No of bolts in y dir = ny = 3 NosNo of bolts in z dir = nz = 2 NosTotal no of bolts 7Type of Bolt = IS1367, Grade 8.8

= 176 Mpa

= 264 MpaNo of Shear Planes = 1Shear Capacity of a Bolt = 64.14 tonShear Capacity per Bolt = 9.16 tonTension Check for Bolts

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LTEM0

Structural designcalculations of Radiant Section


100 MTPD CO

0.750 0.74 7

- .

Bolts are subjebted to tensionTension on bolt = -14.109 TThe Bolts are Safe in Shear The Bolts are Safe in Tension

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LTEM0



100 MTPD CO

Interaction Check for Bolts

( Actual Shear Force ) + ( Actual Tensile Force ) < 1.4Permisible Shear Force Permisible Tensile Force= ( 1.32 ) + ( 14.11 ) = 0.1764.14 96.21

The Bolts are safe in Interaction Check

Summary

provide 3 Nos of 30 mm dia IS1367, Grade 8.8 Type Bolts

DESIGN OF BASE PLATEB of plate : 0.4 mD of plate : 0.49 m

: 3.2 cm

A =B y D

= 0.1904

Iyy =B y

= 0.00412

Izz =D y

= 0.00312

= ( 85.00 + -5.50 + -14.00 ) = -986.830.190 0.016 0.013= -98.68

Hence, Design Bearing Pressure for Plate = 98.68

Plate is supported on two sides & two sides are free.Plate Panel(ayb) = 16.8 y 13.8 cms Hence 1 = 0.380 For a/b = 1.22

Therefore, a = Longer panel side

=1 y q y

= 1850 Henceb = smaller panel side

=0.380 y 98.68 y 190.44

= 3.861850.0

Pl. thickness (T provided )

Effective area = Total area - Area of Bolts)

m 2

Bolt area = (shank area of 1bolt*No. of Bolts)D3

m 4

B3m 4

Bearing Press.(qc) for May. Comp. T/m

2

Kg/cm 2

Kg/cm 2

Refer Book ` Formula for Stress & Strain' By Roark & Young for value of 1

b2Kg/cm 2

T2

T2

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LTEM0



100 MTPD CO

= 1.96 cms < = 3.2 Hence SafeTrequired Tprovided

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LTEM0



100 MTPD CO


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Beam L/C Node Fx Mton Fy Mton Fz Mton Mx MTon- My MTon-m Mz MTon-mMax Fx 12644 DL1 + D 123 85.1 -7.97 -0.41 -0.04 0.83 -12.09Min Fx 2959 DL1 + D 2201 21.41 -1.67 -0.25 0 0.03 1.08Max Fy 260 30 DL1 + D 209 76.14 7.26 0.23 0.04 -1.1 10.64Min Fy 302 29 DL1 + D 235 76.36 -9.27 0.24 -0.13 -1.01 -13.4Max Fz 86 21 DL1 + D 104 40.92 -0.11 2.16 0 -0.62 -0.21Min Fz 550 21 DL1 + D 396 44.86 -0.11 -2.17 0 0.6 -0.22Max Mx 357 38 DL1 + D 278 64.77 -0.52 0.01 0.64 -0.3 3.78Min Mx 2366 32 DL1 + D 1340 51.62 0.56 0.12 -0.6 -1.07 -1.48Max My 126 32 DL1 + D 123 71.59 -3.48 0.07 -0.04 3.73 -5.47Min My 436 35 0.9*( DL1 321 60.18 1.63 0.26 0.03 -5.15 2.2Max Mz 302 29 DL1 + D 240 69.14 -4.74 0.26 0.58 0.37 13.51Min Mz 126 29 DL1 + D 123 77.82 -9.24 -0.44 -0.04 0.78 -13.95

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LTEM0

DESIGN OF SPLICE PLATE( EL. + 14.815 @ GRID A,L ,EL. + 17.420 @ GRID E,GEL. + 20.780 @ GRID A,B,K,L )

load case considered = MAX MOMENT CASEDiameter of bolt = 30 mmShank diameter factor = 0.85Shank Area of the bolt = 510.71No of bolts in y dir = ny = 4 NosNo of bolts in z dir = nz = 2 NosTotal no of bolts 8Type of Bolt = IS1367, Grade 8.8

= 176 Mpa


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LTEM0



100 MTPD CO

case 1 =-6.5

+-8.75

+24.75

= -13.15 tonTENSION

1.000 0.9 8Bolts are subjebted to tensionTension on bolt = -13.148 TThe Bolts are Safe in Shear

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LTEM0



100 MTPD CO

The Bolts are Safe in Tension




Summary



: 3.2 cm

A =B y D

= 0.2359

Iyy =B y

= 0.00712

Izz =D y

= 0.00312

=

(24.75

+-6.52

+-8.75

)= -713.60

0.236 0.024 0.016

= -71.36




=1 y q y


=0.287 y 71.36 y 189.06

= 2.101850.0



m 2

Bolt area = (shank area of 1 bolt*No. of Bolts)D3

m 4

B3m 4


2

Kg/cm 2

Kg/cm 2


b2Kg/cm 2

T2

T2

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LTEM0



100 MTPD CO

= 1.45 cms < = 3.2 Hence SafeTrequired Tprovided

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LTEM0



100 MTPD CO


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Beam L/C Node Fx Mton Fy Mton Fz Mton Mx MTon-mMy MTon-mMz MTon-mMax Fx 36045 DL1 + D 276 24.75 0.77 0.3 -0.01 -2.19 -2.16Min Fx 26455 DL1 + D 205 -2.69 -0.6 -0.01 0 0 0.08Max Fy 272 24 DL1 + D 220 12.29 5.03 -1.23 0 0.05 7.2Min Fy 314 55 DL1 + D 246 13.89 -4.95 -0.09 0 -0.32 -7.04Max Fz 497 32 DL1 + D 365 10.61 -0.82 2.68 0.02 -3.02 -0.59Min Fz 23 32 DL1 + D 52 1.27 1.52 -3.36 -0.02 -0.11 0.03Max Mx 81 23 DL1 + D 100 2.53 -1.62 -1.65 0.04 3.32 -3.54Min Mx 23 23 DL1 + D 64 2.51 1.56 -1.67 -0.04 3.37 3.4Max My 23 32 DL1 + D 64 1.53 1.54 0.23 -0.01 7.14 3.35Min My 226 32 DL1 + D 191 12.47 -1.71 -2.35 0 -6.52 3.18Max Mz 314 37 0.9*( DL1 247 19.34 0.97 0.58 0.01 -0.38 8.54Min Mz 360 33 DL1 + D 277 16.31 -0.73 0.17 -0.01 -1.4 -8.75

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LTEM0

DESIGN OF SPLICE PLATE (EL.+17.42 @GRID B,K)load case considered = MAX MOMENT CASEDiameter of bolt = 30 mmShank diameter factor = 0.85Shank Area of the bolt = 510.71No of bolts in y dir = ny = 3 Nos

No of bolts in z dir = nz = 2 NosTotal no of bolts 7Type of Bolt = IS1367, Grade 8.8

= 176 Mpa


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LTEM0



100 MTPD CO

0.750 0.6 7

- .

Bolts are subjebted to tensionTension on bolt = -24.351 TThe Bolts are Safe in Shear The Bolts are Safe in Tension

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LTEM0



100 MTPD CO




Summary



: 3.2 cm

A =B y D

= 0.1824

Iyy =B y

= 0.00312

Izz =D y

= 0.00212

= ( 26.11 + -10.09 + -8.77 ) = -1264.650.182 0.014 0.012= -126.47




=1 y q y


=0.287 y 126.47 y 176.89

= 3.481850.0

= 1.86 cms < = 3.2 Hence Safe



m 2

Bolt area = (shank area of 1 bolt*No. of Bolts)D3

m 4

B3m 4


2

Kg/cm 2

Kg/cm 2


b2Kg/cm 2

T2

T2

Trequired Tprovided

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100 MTPD CO


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Beam L/C Node Fx Mton Fy Mton Fz Mton Mx MTon- My MTon- Mz MTon-mMax Fx 30530 DL1 + D 238 26.11 -0.16 -0.68 0.02 -0.06 -2.36Min Fx 2159 DL1 + D 2181 7.65 0.03 -0.04 0 -0.07 -0.41Max Fy 393 62 DL1 + D 294 17.15 5.89 0.27 0 -0.16 4.83Min Fy 393 29 DL1 + D 294 18.3 -6.21 -4.34 0.03 1.01 -7.75Max Fz 305 34 0.9*( DL1 238 18.13 -1.16 3.77 0.03 4.23 -2.89Min Fz 21 32 DL1 + D 2181 10.37 -1.2 -12.97 0 -10.09 -1.03Max Mx 393 32 DL1 + D 294 18.06 -1.45 1.19 0.04 5.05 -3.9Min Mx 439 32 DL1 + D 1895 17.13 1.52 -8.23 -0.04 -2.06 3.17Max My 21 32 DL1 + D 62 12.47 -1.04 -10.45 0.02 9.8 -2.2Min My 21 32 DL1 + D 2181 10.37 -1.2 -12.97 0 -10.09 -1.03Max Mz 175 30 DL1 + D 156 22.42 4.67 -4.39 -0.01 2.53 7.71Min Mz 129 29 DL1 + D 126 18.99 -5.51 -4.33 0.01 2.46 -8.77

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