600T刚腿吊耳计算

600T刚腿吊耳计算 Rigid leg section 6# 按照单侧吊耳受力400T计算. Double link end Pl 50 R360 4 x 0 x (0 / 2 - 25.2 / 2 ) = 252 Pl 0 x 0 02sides Fy33.5kN/cm2 P3920 kN A end2 x 5 x (0 + 36 - 25.2 / 2 ) =234.0 4 x 0 x (0 / 2 - 25.2 / 2 ) =0.0 234.0 f end3920 / 234 =16.821.8okA net2 x 5 x ( 2 x 36 - 25.2 ) =468.0 4 x 0 x (0 - 25.2 ) =0.0 468.0 f net3920 / 468 =8.415.1okAbrg25.2 x 2 x ( 5 + 2 x 0 ) =252.0fbrg3920 / 252 =15.620.1ok Single end connection Pl 40 R340 2 x 3 x (65 / 2 - 25.2 / 2 ) = 252 Pl 30 x 650 0 Fy33.5kN/cm2 P3920 kN A end4 x (0 + 36 - 25.2 / 2 ) =93.6 2 x 3 x (65 / 2 - 25.2 / 2 ) =119.4 213.0 f end3920 / 213 =18.421.8okA net4 x ( 2 x 36 - 25.2 ) =187.2 2 x 3 x (65 - 25.2 ) =238.8 426.0 f net3920 / 426 =9.215.1okAbrg25.2 x ( 4 + 2 x 3 ) =252.0fbrg3920 / 252 =15.620.1ok 有限元计算 按照单个吊耳受力400T计算. 2最大应力为23.276kN/cm=232.76Mpa [,],335/1.1,304.5Mpa根据FEM规范,吊装属于三类非工作工况安全系数取1.1. a符合规范要求.