lifting frame
TRANSCRIPT
DESIGN OF CONCRETE PANEL LIFTING FRAME - 7.5T SAFE LOADING CAPACITY
A) DataSafe loading capacity of lifting frame = 7.5 tonFactor of safety = 4Design load capacity of lifting frame = 7.5x4
= 30 tonB) Design of lifting hole
Ultimate load on each lifting hole (Fx) = (30/4)
= 7.5 ton= 73.575 kN
Shear capacity of lifting hole (Pv) = 0.6xPyxAvAv = 40x16
=Pv = 0.6x250x640
= 96000 N= 96 kN > 73.575 kN (7.5 ton)
Design of weldUse 6mm fillet weldLength of weld = 450mmDesign capacity of weld =
= 477297.08 N= 477.30 kN > 73.575 kN (7.5 ton)
C) Design of lifting frame (Longitudinal middle beam 1)
Use 152mmx152mmx37.0kg/m I beam section
Use 100mmx16mm thk flat and 40mmf size lifting hole
640mm2
450x250x6/Ö2
Area of section Ao =
Elastic modulus Z =Mass per Metre = 37.0 kg/m (or) 0.37 kN/mUse this beam to lift 1.05m width plank up to 5.2m lengthSelf weight of concrete panel = 1.05x5.20x0.09x25
= 12.29 kNDesign weight of concrete panel = 12.29x4
= 49.16 kNUltimate load on each lifting hook = 49.16/2(Assume only 2)
= 24.58 kN ________ (1)Self weight of I section/ m length = 0.37 kN/mSelf weight of 100mmx16mm flat = 0.12 kN/mDesign self weight of section = 0.37x4+0.12x4
= 1.96 kN/m ________ (2)Consider A-B
Maximum Bending moment (Mx) = 17.857x0.5-1.96x0.5x0.25= 8.68 kNm
Maximum Shear force (Fx) = 17.857 kNShear capacity (Pv) = 0.6 Py Av
Av = 0.9 Ao= 0.9x4710= 4239 mm2
Pv = 0.6x275x4239
== 699.43 kN
(Fx/Pv) = 17.857/699.43= 0.026
Therefore, as Fx/Pv<0.6, There will be no reduction in moment capacity.(Clause 4.2.5)
Moment capacity (Mcx) = Py Z
=
= (OR) 75.07 kNm
Therefore (Mx/Mcx) = 8.68/75.07= 0.11 < 1 OK
Design of weldUse 6mm fillet weldLength of weld all round I beam = 885.60mmDesign capacity of weld =
= 939320.65 N= 939.32 kN > 17.857 kN OK
D) Design of lifting frame (Cross beam 1)Use 152mmx152mmx37.0kg/m I beam section
Area of section Ao =
Elastic modulus Z =Mass per Metre = 37.0 kg/m (or) 0.37 kN/m
4710mm2
273 cm3
699.43x103 N
275x273x103
75.07x106Nmm
885.60x250x6/Ö2
4710mm2
273 cm3
Use this beam to lift 1.05m width x 7.2m length plankSelf weight of concrete panel = 1.05x7.20x0.09x25
= 17.01 kNDesign weight of concrete panel = 17.01x4
= 68.04 kNUltimate load on each lifting hook = 68.04/2(Assume only 2)
= 34.02 kN ________ (1)Self weight of I section/ m length = 0.37 kN/mDesign self weight of I section/ m length = 0.37x4
= 1.48 kN/m ________ (2)Self weight of I section(Longitudinal beam) = 0.75x0.37+0.12x0.75
= 0.37 kNDesign weight of I section(Longitudinal beam)
= 0.37x4= 1.48 kN ________ (3)
Maximum Bending moment (Mx) = 19.23x1-1.48x1x0.5= 18.49 kNm
Maximum Shear force (Fx) = 19.23 kNShear capacity (Pv) = 0.6 Py Av
Av = 0.9 Ao= 0.9x4710= 4239 mm2
Pv = 0.6x275x4239
== 699.43 kN
(Fx/Pv) = 19.23/699.43= 0.027
Therefore, as Fx/Pv<0.6, There will be no reduction in moment capacity.(Clause 4.2.5)
Moment capacity (Mcx) = Py Z
=
= (OR) 75.07 kNm
Therefore (Mx/Mcx) = 18.49/75.07= 0.25 < 1 OK
Design of weldUse 6mm fillet weldLength of weld all round I beam = 885.60mmDesign capacity of weld =
= 939320.65 N= 939.32 kN > 19.23 kN OK
E) Design of lifting frame (Main beam)Use 203mmx203mmx46.1kg/m I beam section
699.43x103 N
275x273x103
75.07x106Nmm
885.60x250x6/Ö2
Area of section Ao =
Elastic modulus Z =Mass per Metre = 46.1 kg/m (or) 0.46 kN/m
5870mm2
450 cm3
Ultimate load on each lifting hook = 7.5 ton= 7.5x9.81= 73.575 kN. ________ (1)
Self weight of longitudinal beam/ m length = 0.46 kN/m+0.12 kN/m (100mmx16mm flat)= 0.58 kN/m
Design dead load of longitudinal beam/m = 0.58x4= 2.32kN/m ________ (2)
Self weight of cross beam 1 & = 1.0x0.37+0.75x0.37x0.5+0.75x0.12x0.5Longitudinal middle beam = 0.55 kNSelf weight of cross beam 2 & = 1.0x0.37+1.85x0.37x0.5+0.75x0.12x0.5Longitudinal middle beam = 0.76 kNDesign dead load of cross beam 1 & = 0.55x4Longitudinal middle beam = 2.20 kN ________ (3)Design dead load of cross beam 2 & = 0.76x4Longitudinal middle beam = 3.04 kN ________ (4)
Maximum Bending moment (Mx) = 2.32x1.6x(1.6/2)+73.575x1.3+2.20x1.3= 101.48 kNm
Maximum Shear force (Fx) = 2.32x1.6+73.575+2.20= 79.49 kN
Shear capacity (Pv) = 0.6 Py AvAv = 0.9 Ao
= 0.9x5870= 5283 mm2
Pv = 0.6x275x5283
== 871.70 kN
(Fx/Pv) = 79.49/871.70= 0.091
Therefore, as Fx/Pv<0.6, There will be no reduction in moment capacity.(Clause 4.2.5)
Moment capacity (Mcx) = Py Z
=
= (OR) 123.75 kNm
Therefore (Mx/Mcx) = 101.48/123.75= 0.82 < 1 OK
F) Design of lifting hook to lift the lifting frameUse 125mmx16mm thk flatUltimate load on each lift hook = 85.54 kN
Shear capacity of lifting hook (Pv) = 0.6xPyxAvAv = 40x16
=Pv = 0.6x250x640
871.70x103 N
275x450x103
123.75x106Nmm
Use 16mm thk plate and 40mmf size lifting hole
640mm2
= 96000 N= 96 kN > 85.54 kN
Design of weldUse 6mm fillet weldLength of weld = 200mmDesign capacity of weld =
= 212132.03 N= 212.13 kN > 85.54 kN OK
200x250x6/Ö2
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