Calculation and verification of plate-type lugs on the upper side wall of the tower
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The tower is 45.1 m in length, and the equipment has a lifting weight of 298 tons; the tail lugs are of type APB300, while the lifting lugs are of type SP220. Since the owner insisted on using SP lugs, these lugs needed to be redesigned. When conducting checks on the compressive stress in the lifting holes and the strength of the lug heads, should the nominal lifting capacity of the lugs be used, or should the limited mass associated with a single lug in lifting designs be taken into account in the calculations? How is the angle of α determined in Appendix A.1.4-1, and should the load Fh be taken as Fv when the equipment is in an upright position? In the stress analysis and checks during the lifting process as specified in Appendix C, the maximum bending moment M for each check section mentioned in C2.4 should be determined according to the values given in C2.3. There are also issues with the selection of D0 in C2.5; all these values serve as the basis for calculating shaft-type lugs. So how should the SP lug be calculated in this context? Since I have never done calculations for lifting lugs before, I would be very grateful if experts could provide some guidance. Thank you!
One more question: after the calculation of the lifting lugs is completed, when performing a SW6 local stress check on the cylinder where the lifting lugs are located, is it sufficient to enter only the axial force and torque? Is the torque equal to the axial force multiplied by the thickness of the lug plate? Thank you!
Typical installation companies, when dealing with such large towers, using plate-type components is simply absurd