八、九、十、十一压型钢板和檩条计算

八、刚架位移核算 风载作用下柱顶的位移：1、手算作风荷载作用下 A 柱顶位移，采纳图形相乘法计算，Mp、M1 图如下图所示：风载作用下的弯距图与荷载计算中图形相同，仅须将数值除以 1.4，作为荷载标准值计算。对 AF 柱∑ Ω y= 11.4[(12×51.39×9.3)×23 ×2.12+(23×9.3×18×3.29×9.32)×2.122 ]=408.21 KN .m3对 FG 梁∑ Ω y= 11.4{(11.13×9.03 )×(2.12+0.31)2+[12×(51.39−11.13)×9.03]×[0.31+ 2×(2.12−0.31)3]} =284 .14 KN .m3对 GH 梁∑ Ω y= 11.4×[(12×4.71×11.13)×0.195+(12×4.32×10.19)×0.245]=6.72KN .m3对 BH 柱∑ Ω y=0对 HI 梁∑ Ω y= 11.4×[(12×10.19×13.55)×23×0.35]=11.51 KN .m3对 CJ 柱∑ Ω y= 11.4×{(3571×2.125)×(0.81+1.94 )2+[12×(54.33−35.72)×2.125]×[0.81+ 2×(1.94−0.81)3]+(12×54.33×8.175)×23×1.94+(23×2.125×18×2.62×2.1252)×(0.81+1.94 )2}=303.84 KN .m3对 JK 柱∑ Ω y= 11.4{(2.89×24 .08 )×(0.81+0.20)2+[12×(35.72−2.89)×24 .08]×[0.20+ 2×(0.81−0.20)3]} =196.39 KN .m3对 DK 柱∑Ωy= 11.4×(12×96.61×12.3)×23×2.59=732.79 KN .m3对 KL 梁∑ Ω y= 11.4×[(12×2.89×1.31)×0.164+(12×23.66×10.73)×0.503]=45.83 KN .m3对 LM 梁∑ Ω y= 11.4{(23.66×12.04 )×(0.80+1.15)2+[12×(41.89−23.66 )×12.04]×[0.80+2×(1.15−0.80 )3]} =279.39 KN .m3对 EM 柱∑Ωy= 11.4×[−(12×41.89×12.3)×0.179+(12×143.92×12.3)×1.509+(23 ×12.3×18×1.78×12.32)×0.844]=1087.49 KN .m3A 柱柱顶位移：υA=∫ M⋅mEI dx=109×103206×103×50065×104 ׿ ¿（408.21+284.14+6.72+11.51+308.84+196.39+732.79+45.83+279.39+1087.49）=32.53m.mυ AH A=32.539300 =1285.9 < 1150 满足要求。2、电算得 左风 A 柱：=29㎜ /HA=31/9300=1/321<1/150 B 柱：=29㎜ /HB=32/9300=1/321<1/150 C 柱：=37㎜ /HC=37/10300=1/278<1/150 D 柱：=37㎜ /HD=37/12300=1/332<1/150 E 柱：=37㎜ /HD=37/12300=1/332<1/150 右风 A 柱：=36㎜ /HA=36/9300=1/258<1/150 B 柱：=36㎜ /HB=36/9300=1/258<1/150 C 柱：=43㎜ /HC=43/10300=1/240<1/150 D 柱：=43㎜ /HD=43/12300=1/286<1/150 E 柱：=43㎜ /HD=43/12300=1/286...