Curved Girder

STRUDLADDTIONS$ SPACE FRAME ANALYSIS FOR PATNA BRIDGEUNITS M KN

JOINT COORDINATES$ BOTTOM CHORD JOINT

'L0' 0 0 0 'L1' 5.875 0 0 'L2' 11.75 0 0 'L3' 17.625 0 0 'L4' 23.5 0 0 'L5' 29.375 0 0 'L6' 35.25 0 0 'L7' 41.125 0 0 'L8' 47 0 0 'L9' 0 0 -6.825

'L10' 5.875 0 -6.825 'L11' 11.75 0 -6.825 'L12' 17.625 0 -6.825 'L13' 23.5 0 -6.825 'L14' 29.375 0 -6.825 'L15' 35.25 0 -6.825 'L16' 41.125 0 -6.825 'L17' 47 0 -6.825

$ CENTRE POINT OF BOTTOM LATERAL BRACING

'CB1' 2.9375 0 -3.4125 'CB2' 8.8125 0 -3.4125 'CB3' 14.6875 0 -3.4125 'CB4' 20.5625 0 -3.4125 'CB5' 26.4375 0 -3.4125 'CB6' 32.3125 0 -3.4125 'CB7' 38.1875 0 -3.4125 'CB8' 44.0625 0 -3.4125

$TOP CHORD JOINT 'U0' 5.875 7.315 0 'U1' 11.75 7.315 0 'U2' 17.625 7.315 0 'U3' 23.5 7.315 0 'U4' 29.375 7.315 0 'U5' 35.25 7.315 0 'U6' 41.125 7.315 0 'U7' 5.875 7.315 -6.825 'U8' 11.75 7.315 -6.825 'U9' 17.625 7.315 -6.825

'U10' 23.5 7.315 -6.825 'U11' 29.375 7.315 -6.825

'U12' 35.25 7.315 -6.825 'U13' 41.125 7.315 -6.825

$ CENTRAL POINT OF TOP LATERAL BRACING

'CT1' 8.8125 7.315 -3.4125 'CT2' 14.6875 7.315 -3.4125 'CT3' 20.5625 7.315 -3.4125 'CT4' 26.4375 7.315 -3.4125 'CT5' 32.3125 7.315 -3.4125 'CT6' 38.1875 7.315 -3.4125

$ STRINGERS JOINT

'S1' 0 0 -2.1875 'S2' 5.875 0 -2.1875 'S3' 11.75 0 -2.1875 'S4' 17.625 0 -2.1875 'S5' 23.5 0 -2.1875 'S6' 29.375 0 -2.1875 'S7' 35.25 0 -2.1875 'S8' 41.125 0 -2.1875 'S9' 47 0 -2.1875

'S10' 0 0 #VALUE! 'S11' 5.875 0 #VALUE! 'S12' 11.75 0 #VALUE! 'S13' 17.625 0 #VALUE! 'S14' 23.5 0 #VALUE! 'S15' 29.375 0 #VALUE! 'S16' 35.25 0 #VALUE! 'S17' 41.125 0 #VALUE! 'S18' 47 0 #VALUE!

$ COORDINATE FOR KNEE BRACINGS 'KB1' 4.7 5.852 0 1.245106

$ 'KB2' 5.875 5.852 0 'KB3' 11.75 5.852 0 'KB4' 17.625 5.852 0 'KB5' 23.5 5.852 0 'KB6' 29.375 5.852 0 'KB7' 35.25 5.852 0

$ 'KB8' 41.125 5.852 0 'KB9' 42.3 5.852 0

'KB10' 4.7 5.852 -6.825$ 'KB11' 5.875 5.852 -6.825 'KB12' 11.75 5.852 -6.825 'KB13' 17.625 5.852 -6.825 'KB14' 23.5 5.852 -6.825 'KB15' 29.375 5.852 -6.825 'KB16' 35.25 5.852 -6.825

$ 'KB17' 41.125 5.852 -6.825 'KB18' 42.3 5.852 -6.825

$ 'KB19' 4.7 7.315 -1.365 'KB20' 5.875 7.315 -1.365 'KB21' 11.75 7.315 -1.365 'KB22' 17.625 7.315 -1.365 'KB23' 23.5 7.315 -1.365 'KB24' 29.375 7.315 -1.365 'KB25' 35.25 7.315 -1.365 'KB26' 41.125 7.315 -1.365

$ 'KB27' 42.3 7.315 -1.365$ 'KB28' 4.7 7.315 -5.46 'KB29' 5.875 7.315 -5.46 'KB30' 11.75 7.315 -5.46 'KB31' 17.625 7.315 -5.46 'KB32' 23.5 7.315 -5.46 'KB33' 29.375 7.315 -5.46 'KB34' 35.25 7.315 -5.46 'KB35' 41.125 7.315 -5.46

$ 'KB36' 42.3 7.315 -5.46

TYPE SPACE FRAMEMEMBER INCIDENCES

$ BOTTOM CHORDS 'C0' 'L0' 'L1' 'C1' 'L1' 'L2' 'C2' 'L2' 'L3' 'C3' 'L3' 'L4' 'C4' 'L4' 'L5' 'C5' 'L5' 'L6' 'C6' 'L6' 'L7' 'C7' 'L7' 'L8' 'C8' 'L9' 'L10' 'C9' 'L10' 'L11'

'C10' 'L11' 'L12' 'C11' 'L12' 'L13' 'C12' 'L13' 'L14' 'C13' 'L14' 'L15' 'C14' 'L15' 'L16' 'C15' 'L16' 'L17'

$ BOTTOM CROSS GIRDER 'CG1' 'L0' 'L9'

'CG2' 'L1' 'L10' 'CG3' 'L2' 'L11' 'CG4' 'L3' 'L12' 'CG5' 'L4' 'L13' 'CG6' 'L5' 'L14' 'CG7' 'L6' 'L15' 'CG8' 'L7' 'L16' 'CG9' 'L8' 'L17'

$ BOTTOM LATERAL MEMBERS 'BL1' 'L0' 'CB1' 'BL2' 'L1' 'CB2' 'BL3' 'L2' 'CB3' 'BL4' 'L3' 'CB4' 'BL5' 'L4' 'CB5' 'BL6' 'L5' 'CB6' 'BL7' 'L6' 'CB7' 'BL8' 'L7' 'CB8' 'BL9' 'L1' 'CB1'

'BL10' 'L2' 'CB2' 'BL11' 'L3' 'CB3' 'BL12' 'L4' 'CB4' 'BL13' 'L5' 'CB5' 'BL14' 'L6' 'CB6' 'BL15' 'L7' 'CB7' 'BL16' 'L8' 'CB8' 'BL17' 'L9' 'CB1' 'BL18' 'L10' 'CB2' 'BL19' 'L11' 'CB3' 'BL20' 'L12' 'CB4' 'BL21' 'L13' 'CB5' 'BL22' 'L14' 'CB6' 'BL23' 'L15' 'CB7' 'BL24' 'L16' 'CB8' 'BL25' 'L10' 'CB1' 'BL26' 'L11' 'CB2' 'BL27' 'L12' 'CB3' 'BL28' 'L13' 'CB4' 'BL29' 'L14' 'CB5' 'BL30' 'L15' 'CB6' 'BL31' 'L16' 'CB7' 'BL32' 'L17' 'CB8'

$ TOP CHORD MEMBERS 'T0' 'U0' 'U1' 'T1' 'U1' 'U2' 'T2' 'U2' 'U3' 'T3' 'U3' 'U4' 'T4' 'U4' 'U5' 'T5' 'U5' 'U6' 'T6' 'U7' 'U8'

'T7' 'U8' 'U9' 'T8' 'U9' 'U10' 'T9' 'U10' 'U11'

'T10' 'U11' 'U12''T11' 'U12' 'U13'

$ TOP CROSS GIRDER 'TG1' 'U0' 'U7' 'TG2' 'U1' 'U8' 'TG3' 'U2' 'U9' 'TG4' 'U3' 'U10' 'TG5' 'U4' 'U11' 'TG6' 'U5' 'U12' 'TG7' 'U6' 'U13'

$ TOP LATERAL MEMBERS 'TL1' 'U0' 'CT1' 'TL2' 'U1' 'CT2' 'TL3' 'U2' 'CT3' 'TL4' 'U3' 'CT4' 'TL5' 'U4' 'CT5' 'TL6' 'U5' 'CT6' 'TL7' 'U1' 'CT1' 'TL8' 'U2' 'CT2' 'TL9' 'U3' 'CT3'

'TL10' 'U4' 'CT4' 'TL11' 'U5' 'CT5' 'TL12' 'U6' 'CT6' 'TL13' 'U7' 'CT1' 'TL14' 'U8' 'CT2' 'TL15' 'U9' 'CT3' 'TL16' 'U10' 'CT4' 'TL17' 'U11' 'CT5' 'TL18' 'U12' 'CT6' 'TL19' 'U8' 'CT1' 'TL20' 'U9' 'CT2' 'TL21' 'U10' 'CT3' 'TL22' 'U11' 'CT4' 'TL23' 'U12' 'CT5' 'TL24' 'U13' 'CT6'

$ TRUSS VERTICAL MEMBERS 'TV1' 'U0' 'L1' 'TV2' 'U1' 'L2' 'TV3' 'U2' 'L3' 'TV4' 'U3' 'L4' 'TV5' 'U4' 'L5' 'TV6' 'U5' 'L6' 'TV7' 'U6' 'L7' 'TV8' 'U7' 'L10' 'TV9' 'U8' 'L11'

'TV10' 'U9' 'L12' 'TV11' 'U10' 'L13' 'TV12' 'U11' 'L14' 'TV13' 'U12' 'L15' 'TV14' 'U13' 'L16'

$ TRUSS DIAGONAL MEMBERS 'DM1' 'L0' 'U0' 'DM2' 'U0' 'L2' 'DM3' 'L2' 'U2' 'DM4' 'U2' 'L4' 'DM5' 'L4' 'U4' 'DM6' 'U4' 'L6' 'DM7' 'L6' 'U6' 'DM8' 'U6' 'L8' 'DM9' 'L9' 'U7'

'DM10' 'U7' 'L11' 'DM11' 'L11' 'U9' 'DM12' 'U9' 'L13' 'DM13' 'L13' 'U11' 'DM14' 'U11' 'L15' 'DM15' 'L15' 'U13' 'DM16' 'U13' 'L17'

$ STRINGER MEMBER

'ST1' 'S1' 'S2' 'ST2' 'S2' 'S3' 'ST3' 'S3' 'S4' 'ST4' 'S4' 'S5' 'ST5' 'S5' 'S6' 'ST6' 'S6' 'S7' 'ST7' 'S7' 'S8' 'ST8' 'S8' 'S9' 'ST9' 'S10' 'S11'

'ST10' 'S11' 'S12' 'ST11' 'S12' 'S13' 'ST12' 'S13' 'S14' 'ST13' 'S14' 'S15' 'ST14' 'S15' 'S16' 'ST15' 'S16' 'S17' 'ST16' 'S17' 'S18'

$ KNEE BRACING MEMBER 'KBM1' 'KB1' $ 'KB19' 'KBM2' $ 'KB2' 'KB20' 'KBM3' 'KB3' 'KB21' 'KBM4' 'KB4' 'KB22' 'KBM5' 'KB5' 'KB23' 'KBM6' 'KB6' 'KB24'

'KBM7' 'KB7' 'KB25' 'KBM8' $ 'KB8' 'KB26' 'KBM9' 'KB9' $ 'KB27' 'KBM10' 'KB10' $ 'KB28' 'KBM11' $ 'KB11' 'KB29' 'KBM12' 'KB12' 'KB30' 'KBM13' 'KB13' 'KB31' 'KBM14' 'KB14' 'KB32' 'KBM15' 'KB15' 'KB33' 'KBM16' 'KB16' 'KB34' 'KBM17' $ 'KB17' 'KB35' 'KBM18' 'KB18' $ 'KB36'

UNITS CMSMEM PROP PRISMATIC$ BOTTOM CHORD MEMBERS 'C0' AX 269.9 IZ 30848.27 IY 83065.98 IX 'C1' AX 269.9 IZ 30848.27 IY 83065.98 IX 'C2' AX 269.86 IZ 45717.6 IY 142334.3 IX 'C3' AX 269.86 IZ 45717.6 IY 142334.3 IX 'C4' AX 269.86 IZ 45717.6 IY 142334.3 IX 'C5' AX 269.86 IZ 45717.6 IY 142334.3 IX 'C6' AX 269.9 IZ 30848.27 IY 83065.98 IX 'C7' AX 269.9 IZ 30848.27 IY 83065.98 IX 'C8' AX 269.9 IZ 30848.27 IY 83065.98 IX 'C9' AX 269.9 IZ 30848.27 IY 83065.98 IX 'C10' AX 269.86 IZ 45717.6 IY 142334.3 IX 'C11' AX 269.86 IZ 45717.6 IY 142334.3 IX 'C12' AX 269.86 IZ 45717.6 IY 142334.3 IX 'C13' AX 269.86 IZ 45717.6 IY 142334.3 IX 'C14' AX 269.9 IZ 30848.27 IY 83065.98 IX 'C15' AX 269.9 IZ 30848.27 IY 83065.98 IX

$TOP CHORD MEMBERS 'T0' AX 163.46 IZ 39446.46 IY 65180.13 IX 'T1' AX 163.46 IZ 39446.46 IY 65180.13 IX 'T2' AX 201.06 IZ 42946.46 IY 65180.13 IX 'T3' AX 201.06 IZ 42946.46 IY 65180.13 IX 'T4' AX 163.46 IZ 39446.46 IY 65180.13 IX 'T5' AX 163.46 IZ 39446.46 IY 65180.13 IX 'T6' AX 163.46 IZ 39446.46 IY 65180.13 IX 'T7' AX 163.46 IZ 39446.46 IY 65180.13 IX 'T8' AX 201.06 IZ 42946.46 IY 65180.13 IX 'T9' AX 201.06 IZ 42946.46 IY 65180.13 IX 'T10' AX 163.46 IZ 39446.46 IY 65180.13 IX'T11' AX 163.46 IZ 39446.46 IY 65180.13 IX

$ BOTTOM CROSS GORDER 'CG1' AX #VALUE! IZ #VALUE! IY #VALUE! IX 'CG2' AX #VALUE! IZ #VALUE! IY #VALUE! IX 'CG3' AX #VALUE! IZ #VALUE! IY #VALUE! IX

'CG4' AX #VALUE! IZ #VALUE! IY #VALUE! IX 'CG5' AX #VALUE! IZ #VALUE! IY #VALUE! IX 'CG6' AX #VALUE! IZ #VALUE! IY #VALUE! IX 'CG7' AX #VALUE! IZ #VALUE! IY #VALUE! IX 'CG8' AX #VALUE! IZ #VALUE! IY #VALUE! IX 'CG9' AX #VALUE! IZ #VALUE! IY #VALUE! IX

$VERTICAL MEMBERS 'TV1' AX 108 IZ 45831.67 IY 2004 IX 'TV2' AX 108 IZ 45831.67 IY 2004 IX 'TV3' AX 108 IZ 45831.67 IY 2004 IX 'TV4' AX 108 IZ 45831.67 IY 2004 IX 'TV5' AX 108 IZ 45831.67 IY 2004 IX 'TV6' AX 108 IZ 45831.67 IY 2004 IX 'TV7' AX 108 IZ 45831.67 IY 2004 IX 'TV8' AX 108 IZ 45831.67 IY 2004 IX 'TV9' AX 108 IZ 45831.67 IY 2004 IX 'TV10' AX 108 IZ 45831.67 IY 2004 IX 'TV11' AX 108 IZ 45831.67 IY 2004 IX 'TV12' AX 108 IZ 45831.67 IY 2004 IX 'TV13' AX 108 IZ 45831.67 IY 2004 IX 'TV14' AX 108 IZ 45831.67 IY 2004 IX$ BOTTOM LATERAL BRACING 'BL1' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL2' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL3' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL4' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL5' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL6' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL7' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL8' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL9' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL10' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL11' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL12' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL13' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL14' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL15' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL16' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL17' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL18' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL19' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL20' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL21' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL22' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL23' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL24' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL25' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL26' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL27' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL28' AX 38.06 IZ 678.5148 IY 678.5148 IX

'BL29' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL30' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL31' AX 38.06 IZ 678.5148 IY 678.5148 IX 'BL32' AX 38.06 IZ 678.5148 IY 678.5148 IX

$ TOP LATERAL BRACING 'TL1' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL2' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL3' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL4' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL5' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL6' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL7' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL8' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL9' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL10' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL11' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL12' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL13' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL14' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL15' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL16' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL17' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL18' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL19' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL20' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL21' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL22' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL23' AX 36.22 IZ 1267.5 IY 358.2 IX 'TL24' AX 36.22 IZ 1267.5 IY 358.2 IX

$ STRINGER 'ST1' AX 260.16 IZ 328859 IY 22411.06 IX 'ST2' AX 260.16 IZ 328859 IY 22411.06 IX 'ST3' AX 260.16 IZ 328859 IY 22411.06 IX 'ST4' AX 260.16 IZ 328859 IY 22411.06 IX 'ST5' AX 260.16 IZ 328859 IY 22411.06 IX 'ST6' AX 260.16 IZ 328859 IY 22411.06 IX 'ST7' AX 260.16 IZ 328859 IY 22411.06 IX 'ST8' AX 260.16 IZ 328859 IY 22411.06 IX 'ST9' AX 260.16 IZ 328859 IY 22411.06 IX

'ST10' AX 260.16 IZ 328859 IY 22411.06 IX 'ST11' AX 260.16 IZ 328859 IY 22411.06 IX 'ST12' AX 260.16 IZ 328859 IY 22411.06 IX 'ST13' AX 260.16 IZ 328859 IY 22411.06 IX 'ST14' AX 260.16 IZ 328859 IY 22411.06 IX 'ST15' AX 260.16 IZ 328859 IY 22411.06 IX 'ST16' AX 260.16 IZ 328859 IY 22411.06 IX

$ DIAGONAL MEMBER 'DM1' AX 235.46 IZ 38487.58 IY 113821.9 IX

'DM2' AX 125.86 IZ 30165.6 IY 65180.13 IX 'DM3' AX 45.64 IZ 12725.2 IY 47408.95 IX 'DM4' AX 45.64 IZ 12725.2 IY 47408.95 IX 'DM5' AX 45.64 IZ 12725.2 IY 47408.95 IX 'DM6' AX 45.64 IZ 12725.2 IY 47408.95 IX 'DM7' AX 125.86 IZ 30165.6 IY 65180.13 IX 'DM8' AX 235.46 IZ 38487.58 IY 113821.9 IX 'DM9' AX 235.46 IZ 38487.58 IY 113821.9 IX 'DM10' AX 125.86 IZ 30165.6 IY 65180.13 IX 'DM11' AX 45.64 IZ 12725.2 IY 47408.95 IX 'DM12' AX 45.64 IZ 12725.2 IY 47408.95 IX 'DM13' AX 45.64 IZ 12725.2 IY 47408.95 IX 'DM14' AX 45.64 IZ 12725.2 IY 47408.95 IX 'DM15' AX 125.86 IZ 30165.6 IY 65180.13 IX 'DM16' AX 235.46 IZ 38487.58 IY 113821.9 IX

$ TOP CROSS GIRDER

'TG1' AX 103 IZ 34516.21 IY 2003.583 IX 'TG2' AX 39.92 IZ 11398.88 IY 2193.6 IX 'TG3' AX 39.92 IZ 11398.88 IY 2193.6 IX 'TG4' AX 39.92 IZ 11398.88 IY 2193.6 IX 'TG5' AX 39.92 IZ 11398.88 IY 2193.6 IX 'TG6' AX 39.92 IZ 11398.88 IY 2193.6 IX 'TG7' AX 103 IZ 34516.21 IY 2003.583 IX

$ KNEE MEMBERS 'KBM1' AX 29.04 IZ 142.8 IY 280.99 IX 'KBM2' AX 29.04 IZ 142.8 IY 280.99 IX 'KBM3' AX 29.04 IZ 142.8 IY 280.99 IX 'KBM4' AX 29.04 IZ 142.8 IY 280.99 IX 'KBM5' AX 29.04 IZ 142.8 IY 280.99 IX 'KBM6' AX 29.04 IZ 142.8 IY 280.99 IX 'KBM7' AX 29.04 IZ 142.8 IY 280.99 IX 'KBM8' AX 29.04 IZ 142.8 IY 280.99 IX 'KBM9' AX 29.04 IZ 142.8 IY 280.99 IX 'KBM10' AX 29.04 IZ 142.8 IY 280.99 IX 'KBM11' AX 29.04 IZ 142.8 IY 280.99 IX 'KBM12' AX 29.04 IZ 142.8 IY 280.99 IX 'KBM13' AX 29.04 IZ 142.8 IY 280.99 IX 'KBM14' AX 29.04 IZ 142.8 IY 280.99 IX 'KBM15' AX 29.04 IZ 142.8 IY 280.99 IX 'KBM16' AX 29.04 IZ 142.8 IY 280.99 IX 'KBM17' AX 29.04 IZ 142.8 IY 280.99 IX 'KBM18' AX 29.04 IZ 142.8 IY 280.99 IX

UNITS MMATERIAL STEEL ALLCONSTANTS

E 2.11E7 ALLG 7.734E6 ALLPOISSON 0.3 ALLDENSITY 7.84173 ALL

STATUS SUPPORT 'L0' 'L8' 'L9' 'L17'JOINT RELEASES 'L0' MOM X Y Z 'L9' MOM X Y Z 'L8' FOR X MOM X Y Z 'L17' FOR X MOM X Y Z

$RAIL LIVE LOADING

LOADING 'RAIL LIVE'MEMBER LOADS 'ST1' FORCE Y UNI W -42.77 'ST2' FORCE Y UNI W -42.77 'ST3' FORCE Y UNI W -42.77 'ST4' FORCE Y UNI W -42.77 'ST5' FORCE Y UNI W -42.77 'ST6' FORCE Y UNI W -42.77 'ST7' FORCE Y UNI W -42.77 'ST8' FORCE Y UNI W -42.77 'ST9' FORCE Y UNI W -42.77 'ST10' FORCE Y UNI W -42.77 'ST11' FORCE Y UNI W -42.77 'ST12' FORCE Y UNI W -42.77 'ST13' FORCE Y UNI W -42.77 'ST14' FORCE Y UNI W -42.77 'ST15' FORCE Y UNI W -42.77 'ST16' FORCE Y UNI W -42.77

$RAIL LIVE LOADING (WITH IMPACT) FOR MOMENTLOADING 'RAIL LIVE'MEMBER LOADS 'ST1' FORCE Y UNI W -55.64 'ST2' FORCE Y UNI W -55.65 'ST3' FORCE Y UNI W -55.66 'ST4' FORCE Y UNI W -55.67 'ST5' FORCE Y UNI W -55.68 'ST6' FORCE Y UNI W -55.69 'ST7' FORCE Y UNI W -55.70 'ST8' FORCE Y UNI W -55.71 'ST9' FORCE Y UNI W -55.72 'ST10' FORCE Y UNI W -55.73

'ST11' FORCE Y UNI W -55.74 'ST12' FORCE Y UNI W -55.75 'ST13' FORCE Y UNI W -55.76 'ST14' FORCE Y UNI W -55.77 'ST15' FORCE Y UNI W -55.78 'ST16' FORCE Y UNI W -55.79

$TRACTIVE FORCE

LOADING 'RAIL TRACTIVE'MEMBER LOADS

'ST1' FORCE X UNI 10.436 'ST2' FORCE X UNI 10.437 'ST3' FORCE X UNI 10.438 'ST4' FORCE X UNI 10.439 'ST5' FORCE X UNI 10.440 'ST6' FORCE X UNI 10.441 'ST7' FORCE X UNI 10.442 'ST8' FORCE X UNI 10.443 'ST9' FORCE X UNI 10.444 'ST10' FORCE X UNI 10.445 'ST11' FORCE X UNI 10.446 'ST12' FORCE X UNI 10.447 'ST13' FORCE X UNI 10.448 'ST14' FORCE X UNI 10.449 'ST15' FORCE X UNI 10.450 'ST16' FORCE X UNI 10.451

$$RAIL DEAD LOADING

LOADING 'RAIL DL'MEMBER LOADS 'ST1' FORCE Y UNI -6 'ST2' FORCE Y UNI -7 'ST3' FORCE Y UNI -8 'ST4' FORCE Y UNI -9 'ST5' FORCE Y UNI -10 'ST6' FORCE Y UNI -11 'ST7' FORCE Y UNI -12 'ST8' FORCE Y UNI -13 'ST9' FORCE Y UNI -14 'ST10' FORCE Y UNI -15 'ST11' FORCE Y UNI -16 'ST12' FORCE Y UNI -17 'ST13' FORCE Y UNI -18 'ST14' FORCE Y UNI -19 'ST15' FORCE Y UNI -20 'ST16' FORCE Y UNI -21

$SELFWEIGHTSELF WEIGHT 'SW' 'MEMBER WEIGHT' DIRECTION -Y ALL MEMBERFORM LOADING 'TOTAL DL' FROM 'RAIL DL' 1 'SW' 1.250INACTIVE LOADS 'RAIL DL' 'SW'

$$$RACKING LOADLOADING 'RACKING'MEMBER LOADS 'ST1' FORCE Z UNI 3 'ST2' FORCE Z UNI 4 'ST3' FORCE Z UNI 5 'ST4' FORCE Z UNI 6 'ST5' FORCE Z UNI 7 'ST6' FORCE Z UNI 8 'ST7' FORCE Z UNI 9 'ST8' FORCE Z UNI 10 'ST9' FORCE Z UNI 11 'ST10' FORCE Z UNI 12 'ST11' FORCE Z UNI 13 'ST12' FORCE Z UNI 14 'ST13' FORCE Z UNI 15 'ST14' FORCE Z UNI 16 'ST15' FORCE Z UNI 17 'ST16' FORCE Z UNI 18

$WIND LOADLOADING 'WL'JOINTS LOAD 'L0' 'L8' FORCE Z -40 'L1' FORCE Z -80.1 'L2' FORCE Z -80.2 'L3' FORCE Z -80.3 'L4' FORCE Z -80.4 'L5' FORCE Z -80.5 'L6' FORCE Z -80.6 'L7' FORCE Z -80.7

'U0' 'U6' FORCE Z -17.75 'U1' FORCE Z -8.9 'U2' FORCE Z -8.10 'U3' FORCE Z -8.11 'U4' FORCE Z -8.12 'U5' FORCE Z -8.13

STIFFNESS ANALYSISCOUTPUT 'ocll.PRN'OUTPUT BY LOADSOUTPUT DECIMAL 3LIST FORCE MEM

'C0' 'C1' 'C2' 'C3' 'T0' 'T1' 'T2'

'KBM1' 'KBM2' 'KBM3'

LIST MAX JOINT DISLPLACEMENT JOINT 'L0' 'L1' 'L2' 'L3' 'L4' 'L5' 'L6' 'L7' 'L8' 'L9'

COUTPUT STA

JOINT COORDINATES

1 0 0 02 5.875 0 03 11.75 0 04 17.625 0 05 23.5 0 06 29.375 0 07 35.25 0 08 41.125 0 09 47 0 0

10 0 0 -6.82511 5.875 0 -6.82512 11.75 0 -6.82513 17.625 0 -6.82514 23.5 0 -6.82515 29.375 0 -6.82516 35.25 0 -6.82517 41.125 0 -6.82518 47 0 -6.825

19 2.9375 0 -3.412520 8.8125 0 -3.412521 14.688 0 -3.412522 20.563 0 -3.412523 26.438 0 -3.412524 32.313 0 -3.412525 38.188 0 -3.412526 44.063 0 -3.4125

27 5.875 7.315 028 11.75 7.315 029 17.625 7.315 030 23.5 7.315 031 29.375 7.315 032 35.25 7.315 033 41.125 7.315 034 5.875 7.315 -6.82535 11.75 7.315 -6.82536 17.625 7.315 -6.82537 23.5 7.315 -6.82538 29.375 7.315 -6.825

39 35.25 7.315 -6.82540 41.125 7.315 -6.825

41 8.8125 7.315 -3.412542 14.688 7.315 -3.412543 20.563 7.315 -3.412544 26.438 7.315 -3.412545 32.313 7.315 -3.412546 38.188 7.315 -3.4125

47 0 0 -2.187548 5.875 0 -2.187549 11.75 0 -2.187550 17.625 0 -2.187551 23.5 0 -2.187552 29.375 0 -2.187553 35.25 0 -2.187554 41.125 0 -2.187555 47 0 -2.187556 0 0 #VALUE!57 5.875 0 #VALUE!58 11.75 0 #VALUE!59 17.625 0 #VALUE!60 23.5 0 #VALUE!61 29.375 0 #VALUE!62 35.25 0 #VALUE!63 41.125 0 #VALUE!64 47 0 #VALUE!

65 4.7 5.852 0 * 66 5.875 5.852 0

67 11.75 5.852 068 17.625 5.852 069 23.5 5.852 070 29.375 5.852 071 35.25 5.852 0

* 72 41.125 5.852 073 42.3 5.852 074 4.7 5.852 -6.825

* 75 5.875 5.852 -6.82576 11.75 5.852 -6.82577 17.625 5.852 -6.82578 23.5 5.852 -6.82579 29.375 5.852 -6.82580 35.25 5.852 -6.825

* 81 41.125 5.852 -6.82582 42.3 5.852 -6.825

* 83 4.7 7.315 -1.36584 5.875 7.315 -1.36585 11.75 7.315 -1.36586 17.625 7.315 -1.36587 23.5 7.315 -1.36588 29.375 7.315 -1.36589 35.25 7.315 -1.36590 41.125 7.315 -1.365

* 91 42.3 7.315 -1.365 * 92 4.7 7.315 -5.46

93 5.875 7.315 -5.4694 11.75 7.315 -5.4695 17.625 7.315 -5.4696 23.5 7.315 -5.4697 29.375 7.315 -5.4698 35.25 7.315 -5.4699 41.125 7.315 -5.46

* 100 42.3 7.315 -5.46

MEMBER INCIDENCES

1 1 22 2 33 3 44 4 55 5 66 6 77 7 88 8 99 10 11

10 11 1211 12 1312 13 1413 14 1514 15 1615 16 1716 17 18

17 1 10

18 2 1119 3 1220 4 1321 5 1422 6 1523 7 1624 8 1725 9 18

26 1 1927 2 2028 3 2129 4 2230 5 2331 6 2432 7 2533 8 2634 2 1935 3 2036 4 2137 5 2238 6 23 INPUT39 7 2440 8 2541 9 2642 10 1943 11 2044 12 2145 13 2246 14 2347 15 2448 16 2549 17 2650 11 1951 12 2052 13 2153 14 2254 15 2355 16 2456 17 2557 18 26

58 27 2859 28 2960 29 3061 30 3162 31 3263 32 3364 34 35

65 35 3666 36 3767 37 3868 38 3969 39 40

70 27 3471 28 3572 29 3673 30 3774 31 3875 32 3976 33 40

77 27 4178 28 4279 29 4380 30 4481 31 4582 32 4683 28 4184 29 4285 30 4386 31 4487 32 4588 33 4689 34 4190 35 4291 36 4392 37 4493 38 4594 39 4695 35 4196 36 4297 37 4398 38 4499 39 45

100 40 46

101 27 2102 28 3103 29 4104 30 5105 31 6106 32 7107 33 8108 34 11109 35 12

110 36 13111 37 14112 38 15113 39 16114 40 17

115 1 27116 27 3117 3 29118 29 5119 5 31120 31 7121 7 33122 33 9123 10 34124 34 12125 12 36126 36 14127 14 38128 38 16129 16 40130 40 18

131 47 48132 48 49133 49 50134 50 51135 51 52136 52 53137 53 54138 54 55139 56 57140 57 58141 58 59142 59 60143 60 61144 61 62145 62 63146 63 64

147 65 84148 67 85149 68 86150 69 87151 70 88152 71 89

153 73 90154 74 93155 76 94156 77 95157 78 96158 79 97159 80 98160 82 99

113914 1 PRIS AX 269.9 IZ 30848.27 IY 83065.98113914 2 PRIS AX 269.9 IZ 30848.27 IY 83065.98188052 3 PRIS AX 269.86 IZ 45717.6 IY 142334.3188052 4 PRIS AX 269.86 IZ 45717.6 IY 142334.3188052 5 PRIS AX 269.86 IZ 45717.6 IY 142334.3188052 6 PRIS AX 269.86 IZ 45717.6 IY 142334.3113914 7 PRIS AX 269.9 IZ 30848.27 IY 83065.98113914 8 PRIS AX 269.9 IZ 30848.27 IY 83065.98113914 9 PRIS AX 269.9 IZ 30848.27 IY 83065.98113914 10 PRIS AX 269.9 IZ 30848.27 IY 83065.98188052 11 PRIS AX 269.86 IZ 45717.6 IY 142334.3188052 12 PRIS AX 269.86 IZ 45717.6 IY 142334.3188052 13 PRIS AX 269.86 IZ 45717.6 IY 142334.3188052 14 PRIS AX 269.86 IZ 45717.6 IY 142334.3113914 15 PRIS AX 269.9 IZ 30848.27 IY 83065.98113914 16 PRIS AX 269.9 IZ 30848.27 IY 83065.98

104627 58 PRIS AX 163.46 IZ 39446.46 IY 65180.13104627 59 PRIS AX 163.46 IZ 39446.46 IY 65180.13108127 60 PRIS AX 201.06 IZ 42946.46 IY 65180.13108127 61 PRIS AX 201.06 IZ 42946.46 IY 65180.13104627 62 PRIS AX 163.46 IZ 39446.46 IY 65180.13104627 63 PRIS AX 163.46 IZ 39446.46 IY 65180.13104627 64 PRIS AX 163.46 IZ 39446.46 IY 65180.13104627 65 PRIS AX 163.46 IZ 39446.46 IY 65180.13108127 66 PRIS AX 201.06 IZ 42946.46 IY 65180.13108127 67 PRIS AX 201.06 IZ 42946.46 IY 65180.13104627 68 PRIS AX 163.46 IZ 39446.46 IY 65180.13104627 69 PRIS AX 163.46 IZ 39446.46 IY 65180.13

#VALUE! 17 PRIS AX #VALUE! IZ #VALUE! IY #VALUE!#VALUE! 18 PRIS AX #VALUE! IZ #VALUE! IY #VALUE!#VALUE! 19 PRIS AX #VALUE! IZ #VALUE! IY #VALUE!

#VALUE! 20 PRIS AX #VALUE! IZ #VALUE! IY #VALUE!#VALUE! 21 PRIS AX #VALUE! IZ #VALUE! IY #VALUE!#VALUE! 22 PRIS AX #VALUE! IZ #VALUE! IY #VALUE!#VALUE! 23 PRIS AX #VALUE! IZ #VALUE! IY #VALUE!#VALUE! 24 PRIS AX #VALUE! IZ #VALUE! IY #VALUE!#VALUE! 25 PRIS AX #VALUE! IZ #VALUE! IY #VALUE!

47835.67 101 PRIS AX 108 IZ 45831.67 IY 200447835.67 102 PRIS AX 108 IZ 45831.67 IY 200447835.67 103 PRIS AX 108 IZ 45831.67 IY 200447835.67 104 PRIS AX 108 IZ 45831.67 IY 200447835.67 105 PRIS AX 108 IZ 45831.67 IY 200447835.67 106 PRIS AX 108 IZ 45831.67 IY 200447835.67 107 PRIS AX 108 IZ 45831.67 IY 200447835.67 108 PRIS AX 108 IZ 45831.67 IY 200447835.67 109 PRIS AX 108 IZ 45831.67 IY 200447835.67 110 PRIS AX 108 IZ 45831.67 IY 200447835.67 111 PRIS AX 108 IZ 45831.67 IY 200447835.67 112 PRIS AX 108 IZ 45831.67 IY 200447835.67 113 PRIS AX 108 IZ 45831.67 IY 200447835.67 114 PRIS AX 108 IZ 45831.67 IY 2004

1357.03 26 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 27 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 28 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 29 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 30 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 31 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 32 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 33 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 34 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 35 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 36 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 37 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 38 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 39 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 40 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 41 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 42 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 43 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 44 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 45 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 46 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 47 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 48 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 49 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 50 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 51 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 52 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 53 PRIS AX 38.06 IZ 678.5148 IY 678.5148

1357.03 54 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 55 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 56 PRIS AX 38.06 IZ 678.5148 IY 678.51481357.03 57 PRIS AX 38.06 IZ 678.5148 IY 678.5148

1625.7 77 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 78 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 79 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 80 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 81 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 82 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 83 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 84 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 85 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 86 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 87 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 88 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 89 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 90 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 91 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 92 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 93 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 94 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 95 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 96 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 97 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 98 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 99 PRIS AX 36.22 IZ 1267.5 IY 358.21625.7 100 PRIS AX 36.22 IZ 1267.5 IY 358.2

351270 131 PRIS AX 260.16 IZ 328859 IY 22411.06351270 132 PRIS AX 260.16 IZ 328859 IY 22411.06351270 133 PRIS AX 260.16 IZ 328859 IY 22411.06351270 134 PRIS AX 260.16 IZ 328859 IY 22411.06351270 135 PRIS AX 260.16 IZ 328859 IY 22411.06351270 136 PRIS AX 260.16 IZ 328859 IY 22411.06351270 137 PRIS AX 260.16 IZ 328859 IY 22411.06351270 138 PRIS AX 260.16 IZ 328859 IY 22411.06351270 139 PRIS AX 260.16 IZ 328859 IY 22411.06351270 140 PRIS AX 260.16 IZ 328859 IY 22411.06351270 141 PRIS AX 260.16 IZ 328859 IY 22411.06351270 142 PRIS AX 260.16 IZ 328859 IY 22411.06351270 143 PRIS AX 260.16 IZ 328859 IY 22411.06351270 144 PRIS AX 260.16 IZ 328859 IY 22411.06351270 145 PRIS AX 260.16 IZ 328859 IY 22411.06351270 146 PRIS AX 260.16 IZ 328859 IY 22411.06

152310 115 PRIS AX 235.46 IZ 38487.58 IY 113821.9

95345.73 116 PRIS AX 125.86 IZ 30165.6 IY 65180.1360134.15 117 PRIS AX 45.64 IZ 12725.2 IY 47408.9560134.15 118 PRIS AX 45.64 IZ 12725.2 IY 47408.9560134.15 119 PRIS AX 45.64 IZ 12725.2 IY 47408.9560134.15 120 PRIS AX 45.64 IZ 12725.2 IY 47408.9595345.73 121 PRIS AX 125.86 IZ 30165.6 IY 65180.13

152310 122 PRIS AX 235.46 IZ 38487.58 IY 113821.9152310 123 PRIS AX 235.46 IZ 38487.58 IY 113821.9

95345.73 124 PRIS AX 125.86 IZ 30165.6 IY 65180.1360134.15 125 PRIS AX 45.64 IZ 12725.2 IY 47408.9560134.15 126 PRIS AX 45.64 IZ 12725.2 IY 47408.9560134.15 127 PRIS AX 45.64 IZ 12725.2 IY 47408.9560134.15 128 PRIS AX 45.64 IZ 12725.2 IY 47408.9595345.73 129 PRIS AX 125.86 IZ 30165.6 IY 65180.13

152310 130 PRIS AX 235.46 IZ 38487.58 IY 113821.9

36519.8 70 PRIS AX 103 IZ 34516.21 IY 2003.58313592.48 71 PRIS AX 39.92 IZ 11398.88 IY 2193.613592.48 72 PRIS AX 39.92 IZ 11398.88 IY 2193.613592.48 73 PRIS AX 39.92 IZ 11398.88 IY 2193.613592.48 74 PRIS AX 39.92 IZ 11398.88 IY 2193.613592.48 75 PRIS AX 39.92 IZ 11398.88 IY 2193.636519.8 76 PRIS AX 103 IZ 34516.21 IY 2003.583

423.79 147 TO 160 PRIS AX 29.04 IZ 142.8423.79423.79423.79423.79423.79423.79423.79423.79423.79423.79423.79423.79423.79423.79423.79423.79423.79

IX 113914.2IX 113914.2IX 188051.9IX 188051.9IX 188051.9IX 188051.9IX 113914.2IX 113914.2IX 113914.2IX 113914.2IX 188051.9IX 188051.9IX 188051.9IX 188051.9IX 113914.2IX 113914.2

IX 104626.6IX 104626.6IX 108126.6IX 108126.6IX 104626.6IX 104626.6IX 104626.6IX 104626.6IX 108126.6IX 108126.6IX 104626.6IX 104626.6

IX #VALUE!IX #VALUE!IX #VALUE!

IX #VALUE!IX #VALUE!IX #VALUE!IX #VALUE!IX #VALUE!IX #VALUE!

IX 47835.67IX 47835.67IX 47835.67IX 47835.67IX 47835.67IX 47835.67IX 47835.67IX 47835.67IX 47835.67IX 47835.67IX 47835.67IX 47835.67IX 47835.67IX 47835.67

IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03IX 1357.03

IX 1357.03IX 1357.03IX 1357.03IX 1357.03

IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7IX 1625.7

IX 351270.1IX 351270.1IX 351270.1IX 351270.1IX 351270.1IX 351270.1IX 351270.1IX 351270.1IX 351270.1IX 351270.1IX 351270.1IX 351270.1IX 351270.1IX 351270.1IX 351270.1IX 351270.1

IX 152309.5

IX 95345.73IX 60134.15IX 60134.15IX 60134.15IX 60134.15IX 95345.73IX 152309.5IX 152309.5IX 95345.73IX 60134.15IX 60134.15IX 60134.15IX 60134.15IX 95345.73IX 152309.5

IX 36519.8IX 13592.48IX 13592.48IX 13592.48IX 13592.48IX 13592.48IX 36519.8

IY 280.9923 IX 423.7923

BOTTOM CHORD SECTION SPECIFICATIONS

y2.42 CM

x x160 *8.6 MM

50

2 ISMC 400 yAREA_CHANNEL = 62.93 CM^2IXX_CHANNEL = 15082.8 CM^4IYY_CHANNEL = 504.8 CM^4AREA_INNER PLATE = 16 CM^2IXX_INNER PLATE = 341.3333 CM^4IYY_INNER PLATE = 1.333333 CM^4

AREA_BS = 157.86 CM^2IXX_BS = 30848.27 CM^4IYY_BS = 83065.98 CM^4IZZ_BS = 113914.2 CM^4R = 13.9791L/R 51.14777STR_PER = #VALUE! mpa

UNITS CMSMEM PROP PRISMATIC

'C0' AX 269.9 IZ 30848.27 IY 83066 'C1' AX 269.9 IZ 30848.27 IY 83066 'C2' AX 269.86 IZ 45717.6 IY 142334 'C3' AX 269.86 IZ 45717.6 IY 142334 'C4' AX 269.86 IZ 45717.6 IY 142334 'C5' AX 269.86 IZ 45717.6 IY 142334 'C6' AX 269.9 IZ 30848.27 IY 83066

'C7' AX 269.9 IZ 30848.27 IY 83066 'C8' AX 269.9 IZ 30848.27 IY 83066 'C9' AX 269.9 IZ 30848.27 IY 83066 'C10' AX 269.86 IZ 45717.6 IY 142334 'C11' AX 269.86 IZ 45717.6 IY 142334 'C12' AX 269.86 IZ 45717.6 IY 142334 'C13' AX 269.86 IZ 45717.6 IY 142334 'C14' AX 269.9 IZ 30848.27 IY 83066 'C15' AX 269.9 IZ 30848.27 IY 83066

y2.42 CM

x x360 *8.6 MM

50

2 ISMC 400 yAREA_CHANNEL = 62.93 CM^2IXX_CHANNEL = 15082.8 CM^4IYY_CHANNEL = 504.8 CM^4AREA_INNER PLATE = 72 CM^2IXX_INNER PLATE = 7776 CM^4IYY_INNER PLATE = 24 CM^4

AREA_BS = 269.86 CM^2IXX_BS = 45717.6 CM^4IYY_BS = 142334.3 CM^4IZZ_BS = 188051.9 CM^4R = 13.01585 CML/R 49.65101STR_PER = #VALUE! mpa

200 MM10

2

X AXIS10 480 MM

20

200 MM 10

Y AXIS

C.G FROM BOTTOMMEMBER AREA CG FRO BOAREA*CG

MM^2 MM MM^31 4000 10 400002 4800 260 1E+006 Y_CG 212.778 MM3 2000 505 1E+006 X_CG 100 MM

(FROM EXTREME LEFT)

AREAAREA_1 = 4000 MM^2AREA_2 = 4800 MM^2AREA_3 = 2000 MM^2IXXIXX_SELF

IXX_1 = 133333 MM^4IXX_2 = 9E+007 MM^4IXX_3 = 16666.67 MM^4

ABT.CG. (DIST_CG)^2 AREAIXX_1 = 41118.83 * 4000 = 2E+008 MM^4IXX_2 = 2229.938 * 4800 = 1E+007 MM^4IXX_3 = 85393.83 * 2000 = 2E+008 MM^4

IYYIYY_SELFIYY_1 = 1E+007IYY_2 = 40000IYY_3 = 6666667

IYYABT CGIYY_1 0 MM^4IYY_2 0 MM^4IYY_3 0 MM^4

AX 0.0108 IX 0.000458 IY 2.00E-005 IZ 0.00044

$ VERTICAL MEMBERS

'TV1' AX 108 IZ 45832 IY 2004 IX 47835.67 'TV2' AX 108 IZ 45832 IY 2004 IX 47835.67 'TV3' AX 108 IZ 45832 IY 2004 IX 47835.67 'TV4' AX 108 IZ 45832 IY 2004 IX 47835.67 'TV5' AX 108 IZ 45832 IY 2004 IX 47835.67 'TV6' AX 108 IZ 45832 IY 2004 IX 47835.67 'TV7' AX 108 IZ 45832 IY 2004 IX 47835.67 'TV8' AX 108 IZ 45832 IY 2004 IX 47835.67 'TV9' AX 108 IZ 45832 IY 2004 IX 47835.67 'TV10' AX 108 IZ 45832 IY 2004 IX 47835.67 'TV11' AX 108 IZ 45832 IY 2004 IX 47835.67 'TV12' AX 108 IZ 45832 IY 2004 IX 47835.67 'TV13' AX 108 IZ 45832 IY 2004 IX 47835.67 'TV14' AX 108 IZ 45832 IY 2004 IX 47835.67

END PORTAL 200 MM10

2

X AXIS10 430 MM

20

200 MM 10

Y AXIS

C.G FROM BOTTOMMEMBER AREA CG FRO BOAREA*CG

MM^2 MM MM^31 4000 10 400002 4300 235 1E+006 Y_CG 190.34 MM3 2000 455 910000 X_CG 100 MM

(FROM EXTREME LEFT)

AREAAREA_1 = 4000 MM^2AREA_2 = 4300 MM^2AREA_3 = 2000 MM^2IXXIXX_SELFIXX_1 = 133333 MM^4IXX_2 = 7E+007 MM^4IXX_3 = 16666.67 MM^4

ABT.CG. (DIST_CG)^2 AREAIXX_1 = 32522.45 * 4000 = 1E+008 MM^4IXX_2 = 1994.533 * 4300 = 8576492 MM^4IXX_3 = 70045 * 2000 = 1E+008 MM^4

IYYIYY_SELFIYY_1 = 1E+007IYY_2 = 35833.33IYY_3 = 6666667


AX 0.0103 IX 0.000365 IY 2.00E-005 IZ 0.00035

TOP CHORD SECTION SPECIFICATIONS

y

x 400

10 MM

50

2 ISMC 400 yDEPTH_CG FROM TOP

AREA_CHANNELIXX_CHANNELIYY_CHANNELAREA_TOP PLATE IXX_TOP PLATE IYY_TOP PLATE

AREA_BSIXX_BSIYY_BSIZZ_BSRL/RSTR_PER

IX 113914IX 113914 'T0' AX 163.46 IZIX 188052 'T1' AX 163.46 IZIX 188052 'T2' AX 201.06 IZIX 188052 'T3' AX 201.06 IZIX 188052 'T4' AX 163.46 IZIX 113914 'T5' AX 163.46 IZ

IX 113914 'T6' AX 163.46 IZIX 113914 'T7' AX 163.46 IZIX 113914 'T8' AX 201.06 IZIX 188052 'T9' AX 201.06 IZIX 188052 'T10' AX 163.46 IZIX 188052 'T11' AX 163.46 IZIX 188052IX 113914IX 113914

y

x 400

20 MM

50

2 ISMC 400 yDEPTH_CG FROM TOP

AREA_CHANNELIXX_CHANNELIYY_CHANNELAREA_TOP PLATE IXX_TOP PLATE IYY_TOP PLATE


$BOTTOM CROSS GIRDER 'CG1' AX #VALUE! IZ #VALUE! IY ### 'CG2' AX #VALUE! IZ #VALUE! IY ### 'CG3' AX #VALUE! IZ #VALUE! IY ### 'CG4' AX #VALUE! IZ #VALUE! IY ### 'CG5' AX #VALUE! IZ #VALUE! IY ### 'CG6' AX #VALUE! IZ #VALUE! IY ### 'CG7' AX #VALUE! IZ #VALUE! IY ### 'CG8' AX #VALUE! IZ #VALUE! IY ### 'CG9' AX #VALUE! IZ #VALUE! IY ###

$ STRINGERS 'ST1' AX 260.16 IZ 328859 IY 22411 'ST2' AX 260.16 IZ 328859 IY 22411 'ST3' AX 260.16 IZ 328859 IY 22411 'ST4' AX 260.16 IZ 328859 IY 22411 'ST5' AX 260.16 IZ 328859 IY 22411 'ST6' AX 260.16 IZ 328859 IY 22411 'ST7' AX 260.16 IZ 328859 IY 22411 'ST8' AX 260.16 IZ 328859 IY 22411 'ST9' AX 260.16 IZ 328859 IY 22411 'ST10' AX 260.16 IZ 328859 IY 22411

(FROM EXTREME LEFT) 'ST11' AX 260.16 IZ 328859 IY 22411 'ST12' AX 260.16 IZ 328859 IY 22411 'ST13' AX 260.16 IZ 328859 IY 22411 'ST14' AX 260.16 IZ 328859 IY 22411 'ST15' AX 260.16 IZ 328859 IY 22411 'ST16' AX 260.16 IZ 328859 IY 22411

(FROM EXTREME LEFT)

2.42 CM

470 * 8

x

DEPTH_CG FROM TOP = 16.1075 CM

= 62.93 CM^2= 15082.8 CM^4= 504.8 CM^4= 37.6 CM^2= 2.005333 CM^4= 6921.533 CM^4

= 163.46 CM^2= 39446.46 CM^4= 65180.13 CM^4= 104627 CM^4= 15.53454

46.02648= #VALUE! mpa

39446.46 IY 65180.1 IX 104626.58954239446.46 IY 65180.1 IX 104626.58954242946.46 IY 65180.1 IX 108126.591313142946.46 IY 65180.1 IX 108126.591313139446.46 IY 65180.1 IX 104626.58954239446.46 IY 65180.1 IX 104626.589542

39446.46 IY 65180.1 IX 104626.58954239446.46 IY 65180.1 IX 104626.58954242946.46 IY 65180.1 IX 108126.591313142946.46 IY 65180.1 IX 108126.591313139446.46 IY 65180.1 IX 104626.58954239446.46 IY 65180.1 IX 104626.589542

2.42 CM

470 * 16

x

DEPTH_CG FROM TOP = 13.8204 CM

= 62.93 CM^2= 15082.8 CM^4= 504.8 CM^4= 75.2 CM^2= 16.04267 CM^4= 13843.07 CM^4

= 201.06 CM^2= 42946.46 CM^4= 65180.13 CM^4= 108127 CM^4= 14.62 CM

48.92211= #VALUE! mpa

DM1,DM8,DM9,DM16IX #VALUE!IX #VALUE!IX #VALUE!IX #VALUE!IX #VALUE!IX #VALUE!IX #VALUE!IX #VALUE!IX #VALUE!

x 400

IX 351270IX 351270IX 351270IX 351270 2 ISMC 400IX 351270IX 351270IX 351270IX 351270IX 351270 MEMBERIX 351270 CHANNELIX 351270 INNER PLATEIX 351270 TOP PLATEIX 351270IX 351270IX 351270IX 351270

IXX_BS

CHANNEL INNER PLATE TOP PLATE

IYY_BS

CHANNEL INNER PLATE TOP PLATE

'DM1' AX 235.46 'DM2' AX 125.86 'DM3' AX 45.64 'DM4' AX 45.64 'DM5' AX 45.64 'DM6' AX 45.64 'DM7' AX 125.86 'DM8' AX 235.46 'DM9' AX 235.46

'DM10' AX 125.86 'DM11' AX 45.64 'DM12' AX 45.64 'DM13' AX 45.64 'DM14' AX 45.64 'DM15' AX 125.86 'DM16' AX 235.46

yDM 2, DM 7, DM 10, DM16

x50

2 ISMC 400 yAREA_CHANNELIXX_CHANNELIYY_CHANNELAREA_INNER PLATE =IXX_INNER PLATE =IYY_INNER PLATE =


yDM 3, DM 4, DM 5, DM11, DM 12, DM 13

x300

50

2 ISMC 300 yAREA_CHANNELIXX_CHANNELIYY_CHANNEL

AREA_INNER PLATE =IXX_INNER PLATE =IYY_INNER PLATE =


FOR SWAY GIRDER

X

2 ISST 150* 75* 8

AREAIXXIYY

AREA_BS

IXX_BS

IYY_BS

2 ANGLES BACK TO BACK2 ANGLES 75*75*10

AREA_ANGLE = 14.02 CM^2IXX_ANGLE = 71.4 CM^4IYY_ANGLE = 71.4 CM^4CXX = 2.22 CMCYY = 2.22 CM

AREA_BS = 29.04 CM^2IXX_BS = 142.8 CM^4IYY_BS = 280.992336 CM^4

0.22796 kn/mTotal wt = 0.86956 tonnes 2.32 m

2.01 m

701 to 719 pris ax 0.0029 ix 4.23792336E-006 iy 2.80992336E-006

BOTTOM LATERAL BRACING

2.92 CM

EQUAL ANGLES ARE USED

ANGLE USED =

AREA_ANGLE =IXX_ANGLE =IYY_ANGLE =

AREA_BS =

IXX_SELF =ABT C.G =

IXX_BS =IYY_BS =

$ BOTTOM LATERAL BRACING

'BL1' AX 38.06 IZ 678.5148 'BL2' AX 38.06 IZ 678.5148 'BL3' AX 38.06 IZ 678.5148 'BL4' AX 38.06 IZ 678.5148 'BL5' AX 38.06 IZ 678.5148 'BL6' AX 38.06 IZ 678.5148 'BL7' AX 38.06 IZ 678.5148 'BL8' AX 38.06 IZ 678.5148 'BL9' AX 38.06 IZ 678.5148 'BL10' AX 38.06 IZ 678.5148 'BL11' AX 38.06 IZ 678.5148 'BL12' AX 38.06 IZ 678.5148 'BL13' AX 38.06 IZ 678.5148 'BL14' AX 38.06 IZ 678.5148 'BL15' AX 38.06 IZ 678.5148 'BL16' AX 38.06 IZ 678.5148 'BL17' AX 38.06 IZ 678.5148

'BL18' AX 38.06 IZ 678.5148 'BL19' AX 38.06 IZ 678.5148 'BL20' AX 38.06 IZ 678.5148 'BL21' AX 38.06 IZ 678.5148 'BL22' AX 38.06 IZ 678.5148 'BL23' AX 38.06 IZ 678.5148 'BL24' AX 38.06 IZ 678.5148 'BL25' AX 38.06 IZ 678.5148 'BL26' AX 38.06 IZ 678.5148 'BL27' AX 38.06 IZ 678.5148 'BL28' AX 38.06 IZ 678.5148 'BL29' AX 38.06 IZ 678.5148 'BL30' AX 38.06 IZ 678.5148 'BL31' AX 38.06 IZ 678.5148 'BL32' AX 38.06 IZ 678.5148

801 to 832 pris ax 0.003806 ix 0.135703

ISST 200 (FROM STEEL TABLE)

$ TOP LATERAL BARACING

'TL1' AX 36.22 IZ 1267.5 'TL2' AX 36.22 IZ 1267.5 'TL3' AX 36.22 IZ 1267.5

350336 'TL4' AX 36.22 IZ 1267.5 'TL5' AX 36.22 IZ 1267.5 'TL6' AX 36.22 IZ 1267.5 'TL7' AX 36.22 IZ 1267.5 'TL8' AX 36.22 IZ 1267.5 'TL9' AX 36.22 IZ 1267.5 'TL10' AX 36.22 IZ 1267.5 'TL11' AX 36.22 IZ 1267.5 'TL12' AX 36.22 IZ 1267.5 'TL13' AX 36.22 IZ 1267.5 'TL14' AX 36.22 IZ 1267.5 'TL15' AX 36.22 IZ 1267.5 'TL16' AX 36.22 IZ 1267.5 'TL17' AX 36.22 IZ 1267.5 'TL18' AX 36.22 IZ 1267.5 'TL19' AX 36.22 IZ 1267.5 'TL20' AX 36.22 IZ 1267.5 'TL21' AX 36.22 IZ 1267.5 'TL22' AX 36.22 IZ 1267.5 'TL23' AX 36.22 IZ 1267.5 'TL24' AX 36.22 IZ 1267.5

ax 0.003622 ix 1625.7 iy

801 to 832 pris ax

y2.42 CM

470 * 8

8.6 MMx

360 MM

10

50

yDEPTH_CG FROM TOP = 16.87013 CM

AREA CG_TOP AREA*CGMM^2 MM MM^362.93 200 12586

36 200 720037.6 4 150.4

235.46 39722.4

AREA_CHANNEL = 62.93 CM^2IXX_CHANNEL = 15082.8 CM^4IYY_CHANNEL = 504.8 CM^4

AREA_TOP PLATE = 37.6 CM^2IXX_TOP PLATE = 2.00533333 CM^4IYY_TOP PLATE = 6921.53333 CM^4

AREA_INNER PL = 36 CM^2IXX_PLATE = 3888 CM^4IYY_PLATE = 3 CM^4

AREA_BS = 235.46 CM^2

SELF AREA L_ARM ABT CGCM^4 CM^2 CM CM^4

30165.6 125.86 0 0 30165.67776 72 0 0 7776

2.0053333333 75.2 16.47 543.9769 545.9822

IXX_BS = 38487.58 CM^4

SELF AREA L_ARM ABT CGCM^4 CM^2 CM CM^4

1009.6 125.86 22.58 64170.53 65180.136 72 24.07 41714.27 41720.27

6921.533333333 75.2 0 0 6921.533

IYY_BS = 113822 CM^4

IZ 38487.58221822 IY 113821.933 IX 152310IZ 30165.6 IY 65180.1265 IX 95345.73IZ 12725.2 IY 47408.9531 IX 60134.15IZ 12725.2 IY 47408.9531 IX 60134.15IZ 12725.2 IY 47408.9531 IX 60134.15IZ 12725.2 IY 47408.9531 IX 60134.15IZ 30165.6 IY 65180.1265 IX 95345.73IZ 38487.58221822 IY 113821.933 IX 152310IZ 38487.58221822 IY 113821.933 IX 152310IZ 30165.6 IY 65180.1265 IX 95345.73IZ 12725.2 IY 47408.9531 IX 60134.15IZ 12725.2 IY 47408.9531 IX 60134.15IZ 12725.2 IY 47408.9531 IX 60134.15IZ 12725.2 IY 47408.9531 IX 60134.15IZ 30165.6 IY 65180.1265 IX 95345.73IZ 38487.58221822 IY 113821.933 IX 152310

2.42 CM

x0 * 0 MM

8.6 MM

= 62.93 CM^2= 15082.8 CM^4= 504.8 CM^4

0 CM^20 CM^40 CM^4

= 125.86 CM^2= 30165.6 CM^4= 65180.126504 CM^4= 95345.726504 CM^4= 15.481467317

46.1842527817= #VALUE! mpa

DM 3, DM 4, DM 5, DM11, DM 12, DM 132.36 CM

x0 * 0 MM

7.6 MM

= 45.64 CM^2= 6362.6 CM^4= 310.8 CM^4

0 CM^20 CM^40 CM^4

= 91.28 CM^2= 12725.2 CM^4= 47408.953088 CM^4= 60134.153088 CM^4= 11.807134016

60.5566091678= #VALUE! mpa

YFOR SWAY GIRDER

4.775 CM

416 MMX

Y

= 19.96 CM^2= 573.7 CM^4= 1096.8 CM^4

= 39.92 CM^4

= 11398.88095 CM^4

= 2193.6 CM^4

1.08 TONNES

MBL 8.928 16TL 8.928 12

iz 0.000001428 yd 0.075

100*100*8

19.03 CM^2177 CM^4177 CM^4

38.06 CM^2

354 CM^4324.515 CM^4

678.515 CM^4678.515 CM^4

IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03

IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03IY 678.515 IX 1357.03

iy 0.06785 iz 0.06785 yd 0.2

IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7IY 358.2 IX 1625.7

358.2 iz 1267.5 yd 0.25

4.26783.04611

RITES LTD CALCULATION SHEETA GOVERNMENT OF INDIA ENTERPRISE DESIGNED BY : ABHIJEET KUMAR SINGHSUBJECT :QUAZIGUND BARAMULLA RAIL LINK CHECKED BY : PANKAJ

Check For Global stability

1st case For Wind Pressure

Unbalancing Moment when live load absentcl.length width number wind pres force L.arm Moment

Membercomponent mm mm kn/m^2 kn m knmDiagonal 8998 450 8 2.933 95.01 3.66 347.49

Vertical 6815 300 7 2.933 41.98 3.66 153.53

Top chord 5875 500 8 2.933 68.93 7.32 504.19

Bottom chord 5875 500 8 2.933 68.93 0.25 17.23

Stringer 5875 500 8 2.933 68.93 0.64 44.04

Rail 5875 172 8 2.933 23.71 1.04 24.76

Train 47240 3500 1 0 0.00 2.97 0

2nd caseFor Wind Pressure

unbalancing moment when live load presentcl.length width number wind pres force L.arm Moment

Membercomponent mm mm kn/m^2 kn m knmDiagonal 8998 450 8 1.5 48.59 3.66 177.71

Vertical 6815 300 7 1.5 21.47 3.66 78.52

Top chord 5875 500 8 1.5 35.25 7.32 257.85

Bottom chord 5875 500 8 1.5 35.25 0.25 8.81

Stringer 5875 500 8 1.5 35.25 0.64 22.52

Rail 5875 172 8 1.5 12.13 1.04 12.66

Train 47240 3500 1 1.5 248.01 2.97 736.09


3rd CaseFor Earthquake Load

Earthquake load when live load presentMember cl.length width weight eq.for L.arm Moment

horcomponent mm mm kn kn m knmDiagonal 8998 450 275.10 0.144 39.61 3.66 144.89

Vertical 6815 300 143.76 0.144 20.70 3.66 75.72

Top chord 5875 500 193.10 0.144 27.81 7.32 203.41

Bottom chord 5875 500 212.87 0.144 30.65 0.25 7.66

Stringer 5875 500 230.37 0.144 33.17 0.64 21.20

Rail furniture 5875 172 6550.97 0.144 943.34 1.04 985.01

fp* system 196.34 0.144 28.27 1.04 29.52

x Girder 6880 145.17 0.144 20.90 0.52 10.87

ll_fp* 1357.15 0.072 97.71 1.04 102.03

Train 47240 3500 #VALUE! 0.072 ### 2.97 #VALUE!


Balancing Moment

Member cl.length width weight Eff wt for L.arm Balbal mom moment

mm mm kn kn m knmDiagonal 8998 450 275.10 137.55 6.88 946.4

Vertical 6815 300 143.76 71.88 6.88 494.5

Top chord 5875 500 193.10 96.55 6.88 664.3

Bottom chord 5875 500 212.87 106.44 6.88 732.3

Stringer 5875 500 230.37 230.37 3.44 792.5

Rail furniture 5875 172 6550.97 6550.97 3.44 22535.3

fp* system 196.34 98.17 7.88 773.6

ll_fp* 1357.15 678.57 7.88 5347.2

Train 47240 3500 #VALUE! #VALUE! 3.44 #VALUE!

Factor of safety

Cases unbalancing moment Balancing moment Factor of Safety

1st case 1091.24 26938.8 24.6864154069

2nd case 1294.18 #VALUE! #VALUE!

3rd Case #VALUE! #VALUE! #VALUE!

RITES LTD CALCULATION SHEET A GOVERNMENT OF INDIA ENTERPRISE DESIGNED BY :ABHIJEET KUMAR SINGHSUBJECT :KATRA QUAZIGUND RAIL LINK CHECKED BY : PANKAJ

LOADS

DEAD LOAD

Dead load includes weight of Members of truss.Member contais

Top Chord = 16.40 TonnesBottom Chord = 18.08 TonnesVertical members = 12.21 TonnesDiagonal members = 23.37 TonnesKnee Bracing = 0.870 TonnesBottom Lateral System = 5.60 TonnesTop Lateral System = 6.24 TonnesCross Girder = 12.33 TonnesStringer wt = 19.57 TonnesChequred Plate of Footpath(7 mm thk) = 5.19 TonnesFootpath weight = 1.17 TonnesGusset and connection wt = 24.2 TonnesSum Total = 145.24 Tonnes

(Applied 2 ISMB 250 per pannel)

Super imposed dead load4 rail (2 main rail and 2 guard rail) = 2.35 kn/msleeper wt (Sleeper density 1.66) = 3.68 kn/m1 m wide chequred plate = 0.550 kn/m

Applied as udl to each stringer = 6.58 kn/m

Live Load

Span of Bridge = 47.24 mLive load (w/o I.F) = #VALUE! kn

I.F = 0.26Live load (w I.F) = #VALUE! knudl/Truuss = #VALUE! kn/m(Applied as udl on Stringer)

Live Load on FootpathFootpath of 1m cross Width is provided on both the side of Truss.

Load intensity = 248.77 kg/mm^2LL_footpath/Truss = 2.44 kn/m

Tractive effort

For span of 47.24 m Tractive force = 981 kn

Transferred at each node of stringer = 54.5 kn


Wind Load

Basic wind velocity = 39

k1 = A-B[ln{(-1/n)ln(1-Pn)}] A+4B

A = 84B = 14n = 100

Pn = 0.63

K1 = 1.061

Category = 1Class = B

K2 = 1.24

Slope of terrain 60 DEG

K3 = 1.36=

Vz 69.79 m/s

Pz = 2922.2 n/m^22.92 kn/m^2

Hence wind pressure

When bridge loaded with train = 1.5 kn/m^2When bridge is not loaded with train = 2.92 kn/m^2

C F

C

DA

E

GBH


Where ,A = 7.33 mB = 1.045 mC = 2.035 mD = 3.5 mE = 0.6 mF = 0.5 mG = 0.15 mH = 6.88 m

Exposed Area calculation and wind Load

When Live load Present

cl.length width number Force contrbutionMember Top chord Bott chord

component mm mm kn kn knDiagonal 8998 450 8 48.59 24.29 24.29

Vertical 6815 300 7 21.47 10.73 10.73

Top chord 5875 500 6 26.44 26.44

Bottom chord 5875 500 6 26.44 26.44

Stringer 5875 545 8 38.42 38.42

Rail 5875 172 8 12.13 12.13

Train 47240 3500 1 248.01 248.01

Bottom chord nodesMiddle nodes = 45.00 knLast two node will receive = 22.50 kn

Top chord nodesMiddle nodes = 10.24 knLast two node will receive = 5.12 kn

When Live load Absent

cl.length width number Force contrbutionMember Top chord Bott chord

component mm mm kn kn knDiagonal 8998 450 8 94.65 47.33 47.33

Vertical 6815 300 7 41.82 20.91 20.91

Top chord 5875 500 8 68.67 68.67

Bottom chord 5875 500 8 68.67 68.67

Stringer 5875 545 8 74.85 74.85

Rail 5875 172 8 23.62 23.62

RITES LTD CALCULATION SHEET A GOVERNMENT OF INDIA ENTERPRISE DESIGNED BY :ABHIJEET KUMAR SINGHSUBJECT :QUAZIGUND BARAMULA RAIL LINK CHECKED BY : PANKAJ

Bottom chord nodesMiddle nodes = 29.42 knLast two node will receive = 14.71 kn

Top chord nodesMiddle nodes = 22.82 knLast two node will receive = 11.41 kn

Earthquake Load

Total Dead Load = 1424.84 kn

Live Load w/o impact factor = #VALUE! kn

Earthquake Zone 5

(horizontal Coefficient) = 0.08 (Coefficient for medium Soil) = 1.2I Importance Factor = 1.5

h = 0.144

v = 0.072

Horizontal Load

Transverse = #VALUE! kn

Longitudinal = 205.18 kn

Vertical Load = #VALUE! kn

Transverse Earthquake load is transferred to Top chord and Bottom chord164.50 UDL on T.C and B.C = #VALUE! kn/m

Sum length of Top chord and Bottom Chprd

Longitudinal earthquakes are applied on diagonal and vertical

239.38 UDL on diagonal and vertical = 0.86 kn/m

COMBINED LENGTH OF VERTICALS DIAGONALS

Upward and Down ward Earthquake are Applied on Bottom Chord and Top Chord164.50 UDL on T.C and B.C = #VALUE! kn/m

Sum length of Top chord and Bottom Chprd


Centrrifugal Force

C = W*V^2/(127R)

W = #VALUE! kn/m

Degree of curve = 3.33 deg

Radius of curvature 525.53 m

V max = 0 km/h

Total Load = #VALUE! kn/m

#VALUE! kn/m

1830 MM

175

2300 m

Centrifugal Load is replaced by udl on/stringer = #VALUE! KN/M

One side with 14.7 kn/m upwardOther side with 14.70 kn/m downward

Other consideration for the calculation of centrifugal forceCurvature Details

1 Degree of Curve 3.33 degree2 Max. permissible speed of section (Vm) 160 kmph3 Speed of goods train (Vg) 65 kmph4 Equilibrium speed (Ve) 100 kmph5 Max. permissible cant of track (Ca) 165 mm6 Max. permissible cant deficiency (Cd) 100 mm7 Max. permissible cant excess (Ce) 75 mm8 Dynamic gauge (G) 1743 mm


(5) Curve calculations:

Degree of CurveRadius of curve (R) 3.33 degree

1750 / 3.33 = 525.53 mEquilibrium Superelevation

G x (Ve)^2 / (127 x R) = 261.16 mmCant Deficiecny Consideration

Superelevation for max. SpeedCant Deficiency G x (Vm)^2 / (127 x R) = 668.56 mm

668.56 - 261.16 = 407.40 mmHence Cd > 100 mmWith this Cd, Ca 100 mm

568.56 mm > mmHence Ca from Cd consideration

165 mmCant Excess Consideration

Superelevation for min. SpeedCant excess G x (Vg)^2 / (127 x R) = 110.34 mmHence Ce 54.66 mm > mmWith this Ce, Ca 54.66 mm

165.00 mm > mmHence Ca from Ce consideration

165.00 mmCant Provided CaSpeed on curve 165 mm (rounding off to higher multiple of 5mm)

0.27[(Ca+Cd) x R]^0.5 = 101 kmphPermissible speed on curve

Min of 101 and = 0 kmph

(Optional)(A) Cant Defficiecny Consideration

Ca + Cd = 13.76x( v )^2 / RMax. value of Cd 13.76 x 27225 / 525.53 = 670.29 mmWith this Cd, actual cant Ca 100 mmMax. value of Ca 570.29 mm

165 mmHence Ca from Cd consideration

165 mm(B) Cant Excess Consideration

Ca - Ce = 13.76x( v )^2 / RMax. value of Ce 13.76 x 4225 / 525.5255255 = 110.62 mmWith this Cd, actual cant Ca 75 mm

Max. value of Ca 185.62 mm165 mm

Hence Ca from Ce consideration165 mm

Hence final value ofCa 165 mmCd 100.00 mmV 101 kmph


Versine of curve

= 0.531 m

Eccentricity due to actual cant/cant deficiency

1830

1743Eccentricity due to actual cant "Ca" :-

Tan(a) = Ca / 1.743also Tan(a) = e / 1.83 => e = 0.173 m

Eccentricity due to actual cant "Cd" :-e1 = 0.105 m

Additional eccentricity = 0.10 m

Final values of e = 0.273 me1 = 0.205 m

Bending Moment for Live load in Curve

Case-1 Live Load Running at Max. Speed (with full CDA)Outer Girder (where s is spacing of girder)Bending Moment = (w L2/ 48 s) *(3s + 6e1 + v)Bending moment with CDA = 8961.67 knm

udl 64.25 kn/mInner GirderBending Moment = (w L2/ 48 s) *(3s - 6e1 - v)

= 6380.70 knmBending moment with CDA = 8294.91 knm

udl 59.47 kn/mCase-2 Live Load Standing with half normal CDAOuter Girder

v = 12.5 x L2/ ( R x 100 )

a

a

e or e1

Ca or Cd

Bending Moment = (w L2/ 48 s) *(3s - 6e + v)Bending moment w/o CDA = 6438.67 knmBending moment with cda = 7404.47 knm

udl 53.09 kn/m

Inner GirderBending Moment = (w L2/ 48 s) *(3s + 6e - v)

= 8903.70 knmBending moment with CDA = 10239.25 knm

udl 73.41 kn/m


Centrifugal Load1st case

Outer Girder = 69.7 kn/mInner Girder = 40.3 kn/m

2nd CaseLive Load running at full speed with full CDAOuter Girder = 64.25 kn/mInner Girder = 59.47 kn/m

3rd caseLive Load Standing With half CDA

Outer Girder = 73.41 kn/mInner Girder = 53.09 kn/m

Out of all the three cases 3rd one is more critical

So centrifugal Force is applied as

= 18.41 kn/m upward = 1.91 kn/m downward

Loads are applied as udl on stringer

Racking Force

Racking Force = 5.88 kn/m

Total Racking Force = 276.36 kn

Rail level depth from Stringer = 750 mm

Force on each node = 15.35 kn

Moment Transfer = 11.52 kn/m


CONTENTS

1 Introduction1.1 General1.2 Design1.3 General Arrangement1.4 Configuration of truss1.5 Arrangement of Super Structur1.6 Arrangement of railway1.7 Arrangement of members

2 Diagram2.1 3 Dimensional View2.2 Elevation2.3 Typical plan

3 General data

4 Load calculation

4.1 Dead Load4.2 Super imposed dead load4.3 Live Load4.4 Wind Load4.5 Centrifugal Load4.6 Earthquake Load

5 Load cobinations used

6 Check for Global stability

7 Section specifications

7.1 Top Chord7.2 Bottom Chord7.3 Diagonal Members7.4 Vertical Members7.5 Bottom Laterals7.6 Top Laterals

8 Stress calculation

8.1 Top Chord8.2 Bottom Chord8.3 Diagonal Members8.4 Vertical Members8.5 Bottom Laterals8.6 Top Laterals


GENERAL DATA

NAME OF PROJECT : KATRA QUAZIGUND RAIL LINK

BRIDGE LOCATION : KASHMIR

EARTHQUAKE ZONE : FIVE

MAXIMUM BASIC WIND PRESSURE:1 . WHEN LOADED WITH TRAIN = 1.5 KN/M22 . WHEN NOT LOADED WITH TRAIN = 2.92 KN/M2

TYPE OF BRIDGE OPEN WEB GIRDER

SPAN OF BRIDGE = 47.85 MOVERALL SPAN C/C OF BEARING = 47.24 MCLEAR SPAN = 45.7 M

TYPE OF CONCRETE (IF COMPOSITE TYPE) -----DENSITY OF CONCRETE = = -----

TYPE OF STEEL 410 BDENSITY OF STEEL = 78.5 KN/M^3

CODE USED FOR THE DESIGN OF BRIDGE

IRS BRIDGR RULE 1964STEEL BRIDGE CODE 1977WELDED BRIDGE CODE 2001CONCRETE BRIDGE CODE 1997IS STEEL TABLE

NO OF PANELS = 8

PANELS LENGTH = 5.905 M

C/C DISTANCE BETWEEN T.CHORD AND B.CHORD = 7.315 M

C/C DISTANCE BETWEEN TRUSS = 6.88 M

IF THE BRIDGE IS CURVED

DEGREE OF CURVE = 3.33

RADIUS OF CURVATURE = 525.53 M

MAXIMUM PER VELOCITY OF TRAIN = 102 KM/H


LOAD COMBINATION FOR WHICH DEIG N IS DONE

FOR ERECTION1 DL2 DL+WIND3 EARTHQUAKE IS NOT CONSIDERED

FOR REGULAR USE

1 DL+LL+IMPACT+CENTRIFUGAL LOAD2 DL+LL+IMPACT+CENTRIFUGAL LOAD+WIND3 DL+LL+IMPACT+CENTRIFUGAL LOAD+E.Q LOAD

LL INCLUDES

1 Train Load2 longitudinal Force3 Racking force

A GOVERNMENT OF INDIA ENTERPRISESUBJECT :QUAZIGUND BARAMULLA RAIL LINK

check for overturning (FOR WIND)

SEISMIC OVERTURNING CHECK

member type NO area unit load loadm^2 kn/m kn

BOTTOM CHORD 16 0.0316 2.48 #VALUE!

TOP CHORD 12 0.041 3.22 #VALUE!

DIAGONAL 16 0.027 2.12 #VALUE!

VERTICAL 14 0.0108 0.85 #VALUE!

KNEE BRACING 18 0.002276 0.18 #VALUE!

CROSS GIRDER 9 0.032 2.51 #VALUE!

LATERAL BRACING 56 0.003622 0.28 #VALUE!

STRINGERS 16 0.03 2.04 #VALUE!

SUM10% INCREMENT FOR THE GUSSET AND CONNECTIONS

8998 6815

5875

FACTOR OF SAFETY FOR SELF WT

FACTOR OF SAFETY IS INTRODUCED HERE JUST TO CONSIDER THE WTOF CONNECTION.

STEEL WT = 19.01 KNCONCRETE WT = #VALUE! KNWT_CONNECTION = 4.75 KN(GUSSET ,RIVETS, BOLTS ETC)

SELF WT(IN STAAD) = #VALUE! KN

WITH CONNECTION SEL = #VALUE! KN

F.O.S = #VALUE!

RACKING FORCE

RACKING FORCE = 5.88 kn/m

TOTAL RACKING FORCE = 277.77 knFOR THE DESIGN OF TRUSS MEMBER THIS IS NOT CONSIDERED

unbalancing balancinglength l.arm moment l.arm moment

m m knm m knm

#VALUE! 0.2 #VALUE! 6.88 #VALUE!








#VALUE! KN #VALUE! #VALUE!#VALUE! KN F.O.S #VALUE!


322 3

Load 1X

YZ

3

3

2

2

Load 1XY

Z3

3

2

2

Load 1X

Y

Z

33

2

2

Load 1X

Y

Z

322 3

Load 1X

YZ

3

3

2

2

Load 1XY

Z3

3

2

2

Load 1X

Y

Z

33

2

2

Load 1X

Y

Z

RITES LTD CALCULATION SHEET A GOVERNMENT OF INDIA ENTERPRISE DESIGNED BY :ABHIJEET KUMAR SINGHSUBJECT : KATRA QUAZIGUND RAIL LINK CHECKED BY : PANKAJ

STRINGER DESIGN

Span = 5.905 mSteel = 410 BFy = 240 mpaOutstand = 16 T ( In Case of Compression Flange)CDA = 0.69Permissible Deflection = SPAN/600

Loaded Length = 1.5 TIMES THE SPAN (for cda)

Loaded Length = 5.91 m

Ixx_bs = 3064479376.649 mm4

Iyy_bs = 224110592 mm4

Area_bs = 26016 mm4

yt = 416.45 mmyb = 393.55 mmZ t = 7358508.50 mm3Z b = 7786836.61 mm3

Check Arrangement of section

Dep/thick = 64 < 75 No intermediate Stiffner Requird.

Outstand _per 320 mm (permissible)Outstand 194 mm safe

Allowable Compression Bending

Leff = 1.968 mte = 20 mm

For Compression FlangeRy = 343.21 mmLeff/Ryy = 5.74 mm

A = 8141.47 kg/mm^2

te/t = 1.67 > 2d1/t = 64 > 75

Hence increase the value of cs by 20%Cs = 95841.44 mpa


Tension Compressionmpa mpa

Basic Permissible Stress 139.30 139.302

Permiss_fatigue fmin/fmax 0.05 112.82 195.26Bending Compression 155.00

(CLAAS D 10 MILL CYCLEHence Design Permissible Stesses are (AS PER TABLE V111 OF SBC) Bending Tensile Stress = 112.82 mpaBending Compression Stress = 139.30 mpaShear stress = 85.35 mpa

Loading

Dead Load

Self wt of Stringer = 4.70 kn/m (15% IncrLoad_Track = 120 kg/mCheck Rails = 104 kg/m (52 kg/m)Sleepers = 308 kg/mGangway Plank = 60 kg/mTotal Track load = 592 kg/m 5.81

kn/m

Total Dead load = 7.60kn/m

Live Load

Effective Loaded Length = 5.91 m

Udl_bm = #VALUE! kn/mUdl_sf = #VALUE! kn/m

Net effective load _bm = #VALUE! kn/m(Per Girder)

Net effective load_sf = #VALUE! kn/m(Per Girder)

Maximum Bending Moment = #VALUE! knm

Maximum Shear Force = #VALUE! kn

Effect_Centrifugal Load

Overturning of Centrifugal Force = #VALUE! kn/mStress_Top Flange = #VALUE! mpa


Top Plate stress = #VALUE! MPA Stress Ratio #VALUE! #VALUE!

Bot Plate Stress = #VALUE! MPA Stress Ratio #VALUE! #VALUE!

Check For Shear = #VALUE! MPAStress Ratio #VALUE! #VALUE!

Check for stringer for Racking Force and Wind

c.load1830

w.load 1750

985

2300 MM

Depth of Stringer Rail System = 985 mmHeight_Boggy = 1830 mmDistance Between Rail = 1676 mm

Permissible Stress

For wind ForcesStress increment (16.67%)

Tension = 131.67 mpaCompression = 162.57 mpa

Forces

Racking Force

Wind ForceLongitudinal Force


Overturning Effect

1 Racking Force = 5.89 kn/m2 Lateral Wind Load = 2.58 kn/m3 Lateral Centrifugal Load = #VALUE! kn/m

V max = 100.0 km/hrDegree_curve = 3.3 degR.C = 525.5 mCentrifugal Forc = #VALUE! kn/m

4 Longitudinal Braking Force = #VALUE! kn/m5 Overturning Effect =

( Acts at 2.85 mm) = #VALUE! kn/m

Span 5.91 m

Stresses in FlangeDirect Stress

Racking Force = 2.17 mpaWind Force = 0.95 mpaCentrifugal Load = #VALUE! mpaLongitudinal Force = #VALUE! mpa

Bending Stress

Longitudinal ForceT. Flange = #VALUE! mpaB. Flange = #VALUE! mpa

Overturning Effect (C.L+W.L)T. Flange = #VALUE! mpaB. Flange = #VALUE! mpa

Summary of Tension and CompressionLoad Combination mpa mpa

T.flange B.flangedl+ll #VALUE! #VALUE!Racking Force -2.17 2.17Wind Force -0.95 0.95Longitudinal Force

Direct Stress #VALUE! #VALUE!Bending Stress #VALUE! #VALUE!

Overturning Effect #VALUE! #VALUE!#VALUE! #VALUE!

Stress Ratio #VALUE! #VALUE!#VALUE! #VALUE!


Overturning Effect

Stress increment by 16.67 %

Tension = 131.67 mpaCompression = 162.57 mpa

ForcesRacking Force 5.89 kn/mSeismic Force #VALUE! kn/mLongitudinal Force #VALUE! kn/mOverturning Effect of LateralLoad at 2.85 m above top of stringer #VALUE! kn/m

Span = 5.91 mAlpha_hor = 0.144Alpha_ver = 0.072

Bita = 1.200Alpha_o = 0.080

I.f = 1.500

Direct Stress due to

Racking Force = 2.17 mpaseismic Force = #VALUE! mpaLongitudinal Force = #VALUE!

Bending Stress

Longitudinal ForceT. Flange = #VALUE! mapB. Flange = #VALUE! mpa

Overturning EffectT. Flange = #VALUE! mpaB. Flange = #VALUE! mpa

Summary of Tension and Compression

Load Combination T.flange b.flangempa mpa

dl+ll #VALUE! #VALUE!Racking Force -2.17 2.17Seismic Force #VALUE! #VALUE!Longitudinal Force

Direct Stress #VALUE! #VALUE!

Bending Stress #VALUE! #VALUE!

Overturning Effect #VALUE! #VALUE!Sum Total #VALUE! #VALUE!Stress Ratio #VALUE! #VALUE!


Check For Deflection

D = 5*W*L^4

384 EI

W #VALUE! kn/mL 5905 mm4E 200000 mpaI 3064479376.649 mm^4

D = #VALUE! mm

Allowable 9.84 mm #VALUE!Area 0.026 m^2

Weight _stringer

Amount of Steel = 19.57 Tonnes


3400 MM

20

2

X AXIS12 768 MM

22

400 MM 1

Y AXIS

C.G FROM BOTTOMMEMBER AREA CG FRO BOT AREA*CG

MM^2 MM MM^31 8800 11 968002 9216 406 37416963 8000 800 6400000

Y_CG 393.55 MMX_CG 200 MM

(FROM EXTREME LEFT)

AREA

AREA_1 = 8800 MM^2AREA_2 = 9216 MM^2AREA_3 = 8000 MM^2

IXXIXX_SELFIXX_1 = 354933.33 MM^4IXX_2 = 452984832 MM^4IXX_3 = 266666.67 MM^4

ABT.CG. (DIST_CG)^2 AREAIXX_1 = 146341.538105 * 8800 = 1287805535.33IXX_2 = 155.098991027 * 9216 = 1429392.30IXX_3 = 165204.752128 * 8000 = 1321638017


IYYIYY_SELFIYY_1 = 117333333 MM^4IYY_2 = 110592 MM^4IYY_3 = 106666667 MM^4


STRESS RATIOS TENSION COMP

ONLY FOR DL+LL+CF #VALUE! #VALUE!

FOR DL+LL+WF+CF #VALUE! #VALUE!

FOR DL+LL+EQ+CF #VALUE! #VALUE!

DEF/PERMISSIBLE DEFLECTION #VALUE!

1001 to 1016 pris ax 0.026016 IX 0.00328859 IY 0.000224 IZ

1640094.94848816

8

0.0030644794


DESIGN OD CROSS GIRDER

SPAN L = 6.88 mSPACING OF CROSS GIRDER = 5.91 mLOADED LENGTH FOR LOAD CALCULATION = 11.81 mSPACING_STRINGER = 2.30 m

ESTIMATION OF CDA IS BASED ON LOADED LENGTHOF 2.5 SPANHENCE LOADED LENGTH FOR CDA = 14.76 m

CDA = 0.54

IXX_BS = 5840690885.42 mm4

IYY_BS = 240228666.667 mm4

AREA_BS = 32000 mm2

yt = 552.65625 mmyb = 492.34375 mmZ t = 10568397.4178 mm^3Z b = 11863034.4864 mm^3

CHECK ARRANGEMENT OF SECTION

DEP / THICK = 71.43no interme stif

OUTSTAND_FLANGE _PER = 320OUTSTAND = 193 SAFE

ALLOWABLE COMPRESSION BENDING ( AS PER SBC)

Lef = 5.85 MMte = 20 MM

for compression flangery = 5773.50 MMLef/ry = 1.0129033123

A = 260952.255762 KG/MM^2

te/t = 1.4285714286d1/t = 71.4285714286


hence increase the value of cs by 20%Cs = = 3071929.95 MPA

TENSION COMPRESSIONPERMISSIBLE STRESSES MPA MPA

BASIC PERMISSIBLE STRESSES 154.0 154.0

PER STE- FATIGUE fmin/fmax 0.0629 114.1 199.8BENDING COMPRESSION 155.0

HENCE DESIGN PERMISSIBLE STRESSES ARE BENDING TENSILE STRESS 114.0903 MPABENDING COMPRESSION STRESS 154.017 MPASHEAR STRESS 85.347 MPA

LOADINGS

DEAD LOAD1. SELF WT OF CROSS GIRDEER = 2.89 kn/m2. WT OF STRINGERS = 4.703. LOAD _ TRACK = 1204. CHECK RAILS = 1045. SLEEPERS = 3086. GANGWAY PLANK = 60 kg/m7. TOTAL TRACK LOAD = 592 kg/m

5.81 kn/m10.50 kn/m

TOTAL DEAD LOAD/STRINGER = 5.25

LIVE LOAD

UDL_BM = #VALUE! kn/mUDL_SF = #VALUE! kn/m

NET EFFECTIVE LOAD_BM = #VALUE! kn/mNET EFFECTIVE LOAD_SF = #VALUE! kn/m

POINT LOAD THRU STR PT _BM = #VALUE! knPOINT LOAD THRU STR PT _SF = #VALUE! kn

LOAD_FOOTPATH = 490 kg/m2width = 1 m

POINT LOAD_FOOTPATH = 33.07 kn


#VALUE! #VALUE!2.89

33.07 33.071 1

#VALUE! #VALUE!KN 2.29 2.3 m 2.29

B_MOMENT MAX= #VALUE! knm

ACTUAL STRESSES _ BENDINGmpa STRESS RATIO

BENDING STRESS_TENSION = #VALUE! #VALUE! #VALUE!BENDING STRESS_COMPRESSION = #VALUE! #VALUE! #VALUE!

CHECK_ SHEAR FORCE

#VALUE! #VALUE!33.07 2.89 33.07

1 m 1 m

KN 2.3#VALUE! #VALUE!

SHEAR_FORCE = #VALUE! knWEB_AREA = 14000 mm2SHEAR STRESS = #VALUE! mpa

#VALUE!

DEFLECTION CHECK = 20.17 mm


DEFLECTION = 7.65 MMDEFLECTION _PERMIS = 11.47 MM

COST CALCULATION

AMT OF STEEL = 12.33 TONNESNO OF CROSS GIRDER = 9


400 MM20

2

X AXIS14 1000 MM

25

400 MM 1

Y AXIS

C.G FROM BOTTOMMEMBER AREA CG FRO B AREA*CG

MM^2 MM MM^31 10000 12.5 1250002 14000 525 7350000 Y_CG 492.34375 MM3 8000 1035 8280000 X_CG 200 MM

(FROM EXTREME LEFT)

AREAAREA_1 = 10000 MM^2 32000AREA_2 = 14000 MM^2 1322115.84AREA_3 = 8000 MM^2IXXIXX_SELFIXX_1 = 520833 MM^4IXX_2 = 1E+009 MM^4IXX_3 = 266667 MM^4

ABT.CG. (DIST_CG)^2 AREAIXX_1 = 230250 * 10000 = 2302500244.14062 MM^4IXX_2 = 1066.431 * 14000 = 14930029.296875 MM^4IXX_3 = 294476 * 8000 = 2355806445.3125 MM^4

Ixx_bs = 5.8E+009


IYYIYY_SELFIYY_1 = 1.3E+008IYY_2 = 228666.7IYY_3 = 1.1E+008

IYYABT CGIYY_1 0 MM^4

IYY_2 0 MM^4IYY_3 0 MM^4

Iyy_bs = 2.4E+008

STRESS RATIOS TENSION COMP SHEAR

ONLY FOR DL+LL #VALUE! #VALUE! #VALUE!

DEF/PERMISSIBLE DEFLECTION 0.667151 OKCOST_STRINGER RS 0

901 to 927 pris ax 0.032 ix 0.0060809196 iy

4905 n/m^2

LONGITUDINAL SPAN 5.905 mCANTILEVER SPAN 900 mm

0.0002402287 iz 0.0058406909

RITES LTD CALCULATION SHEET A GOVERNMENT OF INDIA ENTERPRISE DESIGNED BY :ABHIJEET SINGHSUBJECT :QUAZIGUND BARAMULA RAIL LINK CHECKED BY : PANKAJ

INTRODUCTION

This design note summarises th preliminary design of the 47 m spanning bridge having curved track

RITES LTD CALCULATION SHEETA GOVERNMENT OF INDIA ENTERPRISE DESIGNED BY : ABHIJEET KUMAR SINGHSUBJECT :KATRA QUAZIGUND RAIL LINK CHECKED BY : PANKAJ

DESCRIPTION OF SECTION1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

member mem. A g Mem A n Izz Iyy Rz Ry Length (L/R)z (L/R)y Yt Yb Zzz Zzz Zyyno type member top bot

mm^2 mm^2 mm^4 mm^4 mm mm mm mm mm mm^3 mm^3 mm^3Box 1 480*18

2 476*18UOU1 601 29484 comp 2 115*18 23587.2 1002421475.297 1.3E+09 184.39 208.28 5905 27.22 24.10 213.22 286.78 ### 3495405 5.1E+06

1 480*14U1U2 602 29484 comp 2 476*14 23587.2 1002421475.297 1.3E+09 161.362 179.6 5905 31.11 27.95 213.22 286.78 ### 3495405 5.1E+06

2 115*141 480*20

U2U3 603 29484 comp 2 476*24 23587.2 1002421475.297 1.3E+09 161.362 179.6 5905 31.11 27.95 213.22 286.78 ### 3495405 5.1E+062 115*20

]


BASIC PERMISSIBLE VALUE1 2 3 4 5 6 7 8 9 10 11

member mem. grade of fatifue permissible stress direct bending permissi tension permissi tension no steel fmin from fatigue tension ten tension 16% increment 33% increment

fmax consideration per d.ten b.ten d.tenmpa mpa mpa mpa mpa mpa mpa

UOU1 601 410 0.11 #VALUE! 139.3 #VALUE! 154.0 162.57 179.74 185.27

U1U2 602 410 0.18 #VALUE! 139.3 #VALUE! 154.0 162.57 179.74 185.27

U2U3 603 410 0.15 #VALUE! 139.3 #VALUE! 154.0 162.57 179.74 185.27

`

DESIGNED BY : ABHIJEET KUMAR SINGH

12permissi tension 33% increment

b.tenmpa

204.84

204.84

204.84



l/r direct permissible stress bending per comp per compmember mem. comp comp from fatigue comp comp 16.67% increment 33% increment

no consideration per d,comp b.comp d,comp b.compmpa mpa mpa mpa mpa mpa mpa mpa

UOU1 601 27.22 #VALUE! #VALUE! #VALUE! 157 #VALUE! 183.22 #VALUE! 208.81

U1U2 602 31.11 #VALUE! #VALUE! #VALUE! 157 #VALUE! 183.22 #VALUE! 208.81

U2U3 603 31.11 #VALUE! #VALUE! #VALUE! 157 #VALUE! 183.22 #VALUE! 208.81


AXIAL FORCES DUE TO DIFFERENT FORCES1 2 3 4 5 6 7 8 9 10 11 12

dl+sidl dl+sidl+ll+tr load+ dl+sidl+ll+tr load+ wind wind earthquake loadmember mem. centrifugal load centrifugal load 1.sided 2.sided transverse longitudinal downward upward

no 1.sided 2.sided 1.sided 2.sidedkn kn kn kn kn kn kn kn kn kn

UOU1 601 528.09 2204.58 2147.96 6.64 -7.35 -8.97 77.33 -2.54 120.08 -120.08-528.09 -2204.58 -2147.96 -6.64 7.35 8.97 -77.33 2.54 -120.08 120.08

U1U2 602 532.74 2221.01 2169.9 32.11 -33.1 41.61 24.23 0.44 121.11 -121.11-532.74 -2221.01 -2169.9 -32.11 33.1 -41.61 -24.23 -0.44 -121.11 121.11

U2U3 603 707.39 2947.74 2883.97 52.61 -53.56 67.02 18.71 -1.59 162.96 -162.96-707.39 -2947.74 -2883.97 -52.61 53.56 -67.02 -18.71 1.59 -162.96 162.96


IN PALNE BENDING MOMENT1 2 3 4 4 5 5 6 6

member dl+sidl dl+sidl+ll+tr load+ wind earthquake load Zzzmembers centrifugal load load trans longi down upward

noknm knm knm knm knm knm knm mm^3

UOU1 601 18.09 60.04 -0.04 -0.78 1.3 8.8 -8.8 3495404.7411.5 65.31 0.11 -0.69 1.53 -3.26 3.26

U1U2 602 0.65 -14.1 -0.11 -0.02 1.47 5.87 -5.87 3495404.74-0.2 18.32 -0.53 -0.69 1.25 -6.16 6.16

U2U3 603 11.22 21.78 1.85 1.84 1.04 8.51 -8.51 3495404.7410.79 62.39 1.49 1.35 1.5 -2.69 2.69


OUT PLANE BENDING MOMENT1 2 3 4 5 6 7 8 9 10

members dl+sidl dl+sidl+ll+tr load+ wind Eartquake force ZYYmembers centrifugal load loaded transverse long downward upward

noknm knm knm knm knm knm knm mm^3

UOU1 601 -2.52 -6.76 24.48 41.51 0 0.32 -0.32 5115898.128-0.3 -1.17 3.53 15.49 0 0.13 -0.13

U1U2 602 0.1 0.3 -2.61 -14.18 0 -0.21 0.21 5115898.128-0.49 -1.01 1.14 14.88 0 -0.1 0.1

U2U3 603 -0.53 0.13 5.64 4.74 0 0.02 -0.02 5115898.128-0.1 -0.03 -0.56 9.53 0 0.02 -0.02


SECONDARY STRESS DUE TO IN PLANE BENDING1 2 3 4 5 6 7 8 9 10

member member str_(dl+sidl) str_(dl+sidl+ll+tr load+c.f) str_wind str_e.q.loadno max com max ten max com max ten max com max ten max com max ten

_ str _ str _ str _ str _ str _ str _ str _ strmpa mpa mpa mpa mpa mpa mpa mpa

UOU1 601 5.18 -5.18 18.68 -18.68 0.03 -0.03 2.52 -2.52

U1U2 602 0.19 -0.19 5.24 -5.24 0.15 -0.15 1.76 -1.76

U2U3 603 3.21 -3.21 17.85 -17.85 0.53 -0.53 2.43 -2.43


SECONDARY STRESS DUE TO OUT PLANE BENDING1 2 3 4 5 6 7 8 9 10

member str_(dl+sidl) str_(dl+sidl+ll+tr load+c.f) wind load e.quake loadmember max com max ten max com max ten max com max ten max com max tenno _ str _ str _ str _ str _ str _ str _ str _ str

mpa mpa mpa mpa mpa mpa mpa mpa

UOU1 601 0.49 -0.49 1.32 -1.32 4.79 -4.79 8.11 -8.11

U1U2 602 0.10 -0.10 0.20 -0.20 0.51 -0.51 2.91 -2.91

U2U3 603 0.10 -0.10 0.01 -0.01 1.10 -1.10 1.86 -1.86


LOAD FOR DIFFERENT COMBINATION1 2 3 4 5 6 7 8 9 9 10 11 12 13 14 15 16 17 18 19

str_(dl+sidl) primary pri+sec fatifue pri+sec+wind pri+sec+eq pri+wind pri+e.qmember mem. Ag An max max max max mem max max fmin max max max max max max max max

no net c.str t.str c.str t.str type c.str t.str fmax c.str c.str c.str c.str c.str c.str c.str c.strmm^2 mm^2 mpa mpa mpa mpa mpa mpa mpa mpa mpa mpa mpa mpa mpa

UOU1 601 29484 23587 23.58 12.24 92.68 0.00 comp 112.69 72.68 0.11 117.51 67.86 123.32 62.05 97.50 87.87 103.31 82.05

U1U2 602 29484 23587 18.35 17.79 93.40 0.00 comp 98.84 87.96 0.18 99.50 87.30 103.51 83.29 94.06 92.74 98.07 88.73

U2U3 603 29484 23587 27.31 20.68 123.97 0.00 comp 141.82 106.11 0.15 143.46 104.48 146.12 101.82 125.60 122.34 128.27 119.67


STRESS RATIOS FOR DIFFERENT COMBINATION 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

mem mem primary pri+sec pri+sec+wind pri+sec+eq pri+wind pri+e.qno axial ben comb axial ben comb axial ben comb axial ben comb axial ben comb axial ben comb

ratio ratio ratio ratio ratio

UOU1 601 ### 0.00 #VALUE! ### 0.11 ### ### 0.12 ### ### 0.15 ### ### 0.03 ### ### 0.06 #VALUE!

U1U2 602 ### 0.00 #VALUE! ### 0.03 ### ### 0.03 ### ### 0.05 ### ### 0.00 ### ### 0.03 #VALUE!

U2U3 603 ### 0.00 #VALUE! ### 0.10 ### ### 0.09 ### ### 0.11 ### ### 0.01 ### 0.74 0.02 0.76


DESCRIPTION OF SECTION1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18

mem mem. mem A g A n Izz Iyy Rz Ry Length (L/R)z (L/R)y Yt Yb Zzz Zzz Zyyno type member top bot

mm^2 mm^2 mm^4 mm^4 mm mm mm mm mm mm^3 mm^3 mm^3I sec

2 pl 300*14UOL1 401 1 pl 472*10 ### 13120 10496 583708573 63039333 210.9 69.32 7315 34.68 105.53 250 250 ### 2.3E+06 420262.222

I sec U1L2 403 2 pl 300*10 comp 10800 8640 452335000 45040000 204.7 64.58 7315 35.74 113.27 250 250 ### 1.8E+06 420262.222

1 pl 476 *14I sec

U2L3 405 2pl 300*10 ### 10800 8640 452335000 45040000 204.7 64.58 7315 35.74 113.27 250 250 ### 1.8E+06 420262.2221 pl 480*10

I sec U3L4 407 2 250*10 comp 10800 8640 452335000 45040000 204.7 64.58 7315 35.74 113.27 250 250 ### 1.8E+06 420262.222

1 480*10


BASIC PERMISSIBLE VALUE1 2 3 4 5 6 7 8 9 10 11 12

mem mem. grade of fatifue Fatigur direct bending permissi tension permissi tension no steel Fmin per tension ten tension 16% increment 33% increment

Fmax per d.ten b.ten d.ten b.tenmpa mpa mpa mpa mpa mpa mpa mpa

UOL1 401 410 #VALUE! #VALUE! 144 ### 150 168.048 175.05 191.52 199.5

U1L2 403 410 -0.91 #VALUE! 144 ### 150 168.048 175.05 191.52 199.5

U2L3 405 410 #VALUE! #VALUE! 144 ### 150 168.048 175.05 191.52 199.5

U3L4 407 410 -0.51 #VALUE! 144 ### 150 168.048 175.05 191.52 199.5



mem mem. l/r direct Fatigur bending per comp per compno comp comp per comp comp 16% increment 33% increment

per d,comp b.comp d,comp b.compmpa mpa mpa mpa mpa mpa mpa mpa

UOL1 401 105.53 #VALUE! #VALUE! #VALUE! 157 #VALUE! 183.22 #VALUE! 208.81

U1L2 403 113.27 #VALUE! #VALUE! #VALUE! 157 #VALUE! 183.22 #VALUE! 208.81




Axial forces for different load cases1 2 3 4 5 6 7 8 9 10 11 12 13 14

mem member dl+sidl l.load dl+sidl+l.load+cl wind earthquake loadcomp for_ tensil comp tensil 1.sided 2.sided transverse longi down up

no max max max max 1.direc 2.directkn kn kn kn kn kn kn kn kn kn kn kn

UOL1 401 -53.74 0 #VALUE! -80.15 #VALUE! 3.58 -3.89 1.26 -1.25 2.6 -11.61 11.6161.3 #VALUE! -3.58 3.89 -1.26 1.25 -2.6 11.61 -11.61

U1L2 403 24.23 0 0.00 22.68 21.62 -3.81 3.79 -10.22 10.22 -0.02 13.45 -13.45-16.14 3.81 -3.79 10.22 -10.22 0.02 -13.45 13.45

U2L3 405 -68.46 0 #VALUE! -101.59 #VALUE! -14.37 14.05 -18.73 18.69 1.22 -14.19 14.1976.01 14.37 -14.05 18.73 -18.69 -1.22 14.19

U3L4 407 23.32 0 0.00 21.55 19.49 -2.73 2.71 -8.58 8.58 0.06 12.46 -12.46-15.23 2.73 -2.71 8.58 -8.58 -0.06 -12.46


IN PALNE BENDING MOMENT1 2 3 4 5 6 7 8 9 10

mem member dl+sidl dl+sidl+ll+tr load+ wind earthquake loadcentrifugal load 1.sided trans longi down up Zzz

no membersknm knm knm knm knm knm knm mm^3

UOL1 401 -14.39 -56.93 -0.61 -0.18 4.57 -3.89 -3.89 2.3E+06-5.94 -21.26 -0.18 0.13 0.39 -2.22 -2.22

U1L2 403 -13.26 -54.73 -0.63 -0.14 4.71 -3 -3 1.8E+06-7.15 -30.1 -0.07 0.32 0.57 -1.5 -1.5

U2L3 405 -5.35 -22.86 -0.71 -0.62 4.46 -1.34 -1.34 1.8E+06-2.22 -9.9 -0.28 -0.21 0.19 -0.6

U3L4 407 0 -0.08 -0.05 -0.07 4.72 0 0 1.8E+060 -0.01 0.04 0.06 0.51 0


OUT PLANE BENDING MOMENT1 2 3 4 5 6 7 8 9 10 11 12

mem members dl+sidl dl+sidl+ll+tr load+ dl+sidl+ll+tr load+ wind earthquake load ZYYcentrifugal load centrifugal load 1.side 2.side trans longi down up

(for one direction) for other directionknm knm knm knm knm knm knm knm knm knm mm^3

UOL1 401 0.08 -0.45 -5.09 2.54 -4.04 -10.2 0 -0.04 0.04 420262.2220.11 -0.85 -1.7 3.27 -3.12 -8.01 0.01 -0.07 0.04

U1L2 403 0.76 -0.05 -4.67 1.53 -5.09 -16.48 -0.01 0 0.00 420262.2221.11 0.15 -1.71 1.08 -4.19 -13.65 -0.01 0.01 -0.01

U2L3 405 0.27 -1.08 -2.37 0.44 -1.9 -8.65 0 -0.04 -0.04 420262.2220.41 -1.21 -1.58 -7.27 0 -0.06 -0.06

U3L4 407 0.77 -1.05 -2.37 0.44 -2.39 -13.9 -0.01 -0.02 0.02 420262.2221.15 -0.66 -1.97 -11.57 -0.01 -0.01 0.01


SECONDARY STRESS DUE TO IN PLANE BENDING1 1 2 3 4 5 6 7 8 9 10

mem member str_(dl+sidl) str_(dl+sidl+ll+tr load+c.f) str_wind str_(preliminary+e.q ZYYno max com max ten max com max ten max com max ten max com max ten

_ str _ str _ str _ str _ str _ str _ str _ strmpa mpa mpa mpa mpa mpa mpa mpa mm^3

mpaUOL1 401 6.16 -6.16 24.38 -24.38 0.26 0.26 -0.26 1.96 420262.22

U1L2 403 7.33 -7.33 30.25 -30.25 0.26 0.26 -0.26 2.60 420262.22

U2L3 405 2.96 -2.96 12.63 -12.63 0.26 0.26 -0.26 2.46 420262.22

U3L4 407 0.00 0.00 0.04 -0.04 0.26 0.26 -0.26 2.61 420262.22


SECONDARY STRESS DUE TO OUT PLANE BENDING1 2 3 4 5 6 7 8 9 10

mem str_(dl+sidl) str_(dl+sidl+ll+tr load+c.f) wind load e.quake loadmem max ten 0 max ten 0 max ten 0 max tenno _ str mm^3 _ str mm^3 _ str mm^3 _ str

mpa mpa mpa mpa mpa mpa mpa

UOL1 401 0.26 -0.26 12.11 -12.11 7.78 -7.78 24.27 -24.27

U1L2 403 2.64 -2.64 11.11 -11.11 3.64 -3.64 39.21 -39.21

U2L3 405 0.98 -0.98 5.64 -5.64 1.05 -1.05 20.58 -20.58

U3L4 407 2.74 -2.74 5.64 -5.64 1.05 -1.05 33.07 -33.07


LOAD FOR DIFFERENT COMBINATION1 2 3 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19

mem str_(dl+sidl) primary pri+sec fatifue pri+sec+wind pri+sec+e.q pri+wind pri+e.qmem Ag An max max max max member max max Fmin max max max max max max max max

no c.str t.str c.str t.str type c.str t.str Fmax c.str t.str c.str t.str c.str t.str c.str c.strmm^2 mm^2 mpa mpa mpa mpa mpa mpa mpa mpa mpa mpa mpa mpa mpa

UOL1 401 13120 10496 1.30 -11.54 -7.64 ### ### 28.86 ### #VALUE! 36.90 ### 52.87 ### 0.41 ### 16.4 #VALUE!

U1L2 403 10800 8640 12.21 -7.73 2.10 2.00 comp 43.46 -39.36 -0.91 47.36 -42.74 82.41 -75.97 6.00 -1.38 41.3 -34.61

U2L3 405 10800 8640 -3.99 -11.86 -11.76 ### ### 6.52 ### #VALUE! 7.82 ### 26.84 ### -10.45 ### 8.8 #VALUE!

U3L4 407 10800 8640 4.90 -0.58 2.00 1.80 comp 7.68 -3.88 -0.51 8.99 -4.66 40.49 -34.34 3.30 1.02 35.1 -28.66


stress Ratios for different load combination1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

mem primary primary+sec pri+sec+wind pri+sec+e.quake pri+wind pri+e.quakemember axial ben comb axial ben comb axial ben comb axial ben comb axial ben comb axial ben combno ratio ratio ratio ratio ratio

UOL1 401 ### 0.00 ### ### 0.22 #VALUE! ### 0.22 #VALUE! ### 0.30 ### ### 0.05 ### ### 0.14 ###

U1L2 403 ### 0.00 ### ### 0.23 #VALUE! 0.23 0.22 0.44 0.43 0.38 0.81 ### 0.02 ### 0.21 0.22 0.43

U2L3 405 ### 0.00 ### ### 0.11 #VALUE! 0.14 0.10 0.24 ### 0.18 ### ### 0.01 ### ### 0.12 ###

U3L4 407 ### 0.00 ### ### 0.03 #VALUE! 0.04 0.03 0.08 0.21 0.18 0.40 ### 0.01 ### 0.17 0.19 0.36

DESCRIPTION OF SECTION1 2 3 4 5 6 7

member mem. Mem A g A n Izz Iyy Rzno type

mm^2 mm^2 mm^4 mm^4 mmItype 1 480*18

2 476*18U0T0 201 comp 2 115*18 10512 8409.6 393680576 16068544 #REF!

Itype 1 480*14U1T1 202 comp 2 476*14 10512 8409.6 393680576 16068544 #REF!

2 115*14Itype 1 480*20

U2T2 203 comp 2 476*24 10512 8409.6 393680576 16068544 #REF!2 115*20

4 pl 115*12box 2 pl 476 18

UOUO' 501 ten 22656 18124.8 490480224 ### #REF!

box 4 pl 115*10U1U1' 504 ten 2 pl 480 12 16120 12896 386745333 ### #REF!

box 4 pl 115*18U2U2' 507 ten 2 pl 464 24 30552 24441.6 680928928 ### #REF!

box 4 pl 115*18U3U3' 510 #DIV/0! 2 pl 444 22 0 0 0 0 #REF!

0200 MM

120

0 2

12 476 MM

200 MM 12 205234

Y AXIS

C.G FROM BOTTOMMEMBER AREA CG FRO B AREA*CG

MM^2 MM MM^31 2400 6 144002 5712 250 1428000 Y_CG3 2400 494 1185600 X_CG

AREAAREA_1 = 2400 MM^2AREA_2 = 5712 MM^2AREA_3 = 2400 MM^2 AREA_BS =IXXIXX_SELF IXX_BS =IXX_1 = 28800 MM^4IXX_2 = 1E+008 MM^4 IYY_BSIXX_3 = 28800 MM^4

ABT.CG. (DIST_CG)^2 AREAIXX_1 = 59536 * 2400 =IXX_2 = 0 * 5712 =IXX_3 = 59536 * 2400 =

IYYIYY_SELFIYY_1 = 8000000IYY_2 =

Curved Girder

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