Download - COPY Monorail Overhead Crane
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!