DESIGN OF MONORAIL OVERHEAD CRANE

GIVENUnsupported length of monorail at major axisUnsupported length of monorail at minor axisYield stressHoist capacityModulus of elesticity ( E )Constant (N)

Stress level 1 1.10 Stress level 2 1.00 Stress level 3 0.89

Allowable stressesStress level 1 148.80 MpaStress level 2 163.68 MpaStress level 3 186.00 Mpa

Max d of section required by trolley clearance

PRELIM CALCULATIONSMin depth of monorail beam (dm)Ultimate load, Pu (150% of hoist cap)Axial load, Pux (10% of Pu)Lat load. Puy (20% of Pu)

TRIAL SECTION BASED ON MIN DEPTHd (in) x w (lb/ft)

W 24 94Ix 1.12E+09 mm4Iy 4.50E+07 mm4Sx 3.64E+06 mm3Sy 3.93E+05 mm3rx 2.51E+02 mmry 5.03E+01 mmA 1.79E+04 mm2Wt 1.40E+02 kg/mbf 2.30E+02 mmtf 2.22E+01 mmd 6.17E+02 mm OK!tw 1.31E+01 mm

COMBINED STRESSAXIAL STRESS

fa(KL/ry)

(KL/rx)Fafa/Fa

BENDING & TORSION STRESSUltimate weight of monorail (110% of trial section)Addional weight of steel rail

MxMyMtorfbxfbyfbx/Fbxfby/Fby

Interaction, =/< 1

DEFLECTIONAllowable deflection, deltaActual deflection of point loadActual deflection of uniform load

Total actual deflection, =/< delta

FATIGUE STRESSActual bending stressAllowable bending stressFatigue stress, =/< 0.5

Inertia of bottom flange

14,000.00 mm 14,000.00 mm 248.00 Mpa 5,000.00 kg 200,000.00 Mpa

1.10

148.00 Mpa

150.00 mm

466.67 mm 73,575.00 N 7,357.50 N 14,715.00 N

4.12E-01 Mpa2.78E+02

9.89E-011.21E+01 Mpa3.41E-02

1.51 N/mm 0.37 N/mm

1.90E+04 mm37.17E+07 N-mm5.15E+07 N-mm1.69E+06 N-mm1.97E+01 Mpa2.20E+02 Mpa1.33E-01

1.49E+00

1.65E+00 UNSAFE!

23.33 mm 18.71 mm 3.36 mm

22.07 OK!

1.97E+01 148.00 0.13 OK!

DESIGN OF MONORAIL OVERHEAD CRANE

GIVENUnsupported length of monorail at major axisUnsupported length of monorail at minor axisYield stressHoist capacityModulus of elesticity ( E )Constant (N)

Stress level 1 1.10 Stress level 2 1.00 Stress level 3 0.89

Allowable stressesStress level 1 148.80 MpaStress level 2 163.68 MpaStress level 3 186.00 Mpa

Max d of section required by trolley clearance

LOAD COMBINATIONSCase 1 Monorail in regular use under principle loading (stress level 1)

(DLxDLF)+(TLxDLF)+(LLxHLF)+IFDCase 2 Monorail in regular use under principple loading and additional loading (stress level 2)

(DLxDLF)+(TLxDLF)+(LLxHLF)+IFD+WLO+SKCase 3 Monorail under extraordinary loading (stress level 3)

DL+TL+WLSDL+TL+LL+CF

For manually driven hoist; DLF and HLF = 1.15

PRELIM CALCULATIONSMin depth of monorail beam (dm)Ultimate load, Pu (150% of hoist cap)Axial load, Pux (10% of Pu)Lat load. Puy (20% of Pu)

TRIAL COMPOSITE SECTION BASED ON MIN DEPTHd (in) x w (lb/ft)

C 15 50W 24 104

Ix 1.90E+09 mm4Iy 2.78E+08 mm4Sx 4.69E+06 mm3Sy 1.46E+06 mm3rx 2.54E+02 mm

ry 9.74E+01 mmA 2.93E+04 mm2Wt 2.30E+02 kg/mbf 3.26E+02 mmtf 1.91E+01 mmd 6.12E+02 mm OK!tw 1.27E+01 mm

COMBINED STRESSAXIAL STRESS

fa(KL/ry)(KL/rx)Fafa/Fa

BENDING & TORSION STRESSUltimate weight of monorail (110% of trial section)Addional weight of steel rail

MxMyMtorfbxfbyfbx/Fbxfby/Fby

Interaction, =/< 1

DEFLECTIONAllowable deflection, deltaActual deflection of point loadActual deflection of uniform load

Total actual deflection, =/< delta

FATIGUE STRESSActual bending stressAllowable bending stressFatigue stress, =/< 0.75

Inertia of bottom flange

14,000.00 mm 14,000.00 mm 248.00 Mpa 5,000.00 kg 200,000.00 Mpa

1.10

148.00 Mpa

150.00 mm

Case 2 Monorail in regular use under principple loading and additional loading (stress level 2)

466.67 mm 73,575.00 N 7,357.50 N 14,715.00 N

CSI SECTION BUILDER

2.51E-01 Mpa1.44E+029.75E-01

4.53E+01 Mpa5.55E-03

2.48 N/mm 0.37 N/mm

1.98E+04 mm39.54E+07 N-mm5.15E+07 N-mm1.68E+06 N-mm2.03E+01 Mpa1.20E+02 Mpa1.37E-018.11E-01

9.54E-01 OK!

23.33 mm 11.07 mm 3.26 mm

14.33 OK!

2.03E+01 Mpa 148.00 Mpa 0.14 OK!