八、九、十、十一压型钢板和檩条计算

4 6 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，采用图形相乘法计算，Mp、M1 图如下图所示： 13.50.473.292.851824241.782.62左风基本体系 35.7251.3965.8551.3911.1310.1941.8996.6154.3335.722.8923.66143.9241.89左风Mp图 13.511824单位荷载24 65.85单位荷载M1图2.212.210.310.351.940.810.810.202.590.801.151.152.84 47 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 32.21.408212.23.929.3813.93212.2323.939.51214.11mKNy 对 FG梁  331.012.2231.003.913.1139.5121231.012.203.913.114.11y 3.14.284mKN 对 G H 梁 3.72.6245.019.1032.421195.013.1171.4214.11mKNy 对 BH柱 0y 对 HI梁 3.51.1135.03255.1319.10214.11mKNy 对 CJ柱  381.094.1281.0125.272.3533.5421294.181.0125.235714.11y32.84.303294.181.0125.262.281125.23294.132175.833.5421mKN对 JK柱  320.081.0220.008.2489.272.3521220.081.008.2489.24.11y 3.39.196mKN 对 D K 柱 3.79.73259.2323.1261.96214.11mKNy 对 KL梁 3.83.45503.073.1066.2321164.031.189.2214.11mKNy 48 对LM梁  380.015.1280.004.1266.2389.4121215.180.004.1266.234.11y 3.39.279mKN 对EM 柱 509.13.1292.14321179.03.1289.41214.11y 32.49.1087844.03.1278.1813.1232mKN A柱柱顶位移：  43391050065102061010dxEImMA（408.21+284.14+6.72+11.51+3...