河南科技大学毕业设计第7章框架结构的内力组合§7.1框架结构梁内力组合§7.1.1.框架结构梁的内力组合在竖向荷载作用下，可以考虑梁端塑性变形内力重分布而对梁端负弯距进行调幅，调幅系数为现浇框架：0.8-0.9，本设计取0.85。计算结果见表7-1横梁弯矩调幅。由于风荷载作用下的组合与考虑地震组合相比，一般较小，对于结构设计不起控制作用，故不考虑。只考虑以下三种组合形式：一.由可变荷载效应控制的组合：二.由永久荷载效应控制的组合：三.竖向荷载与水平地震作用下的组合：具体组合过程见表7.2，其中弯矩KN.m，剪力KN，弯矩的上部受拉为负，剪力的产生顺时针为正。64河南科技大学毕业设计表7-1横梁弯矩调幅横梁弯距调幅(单位:KN.M)荷载类型恒荷载层号左梁右梁跨度荷载跨中弯距左调幅右调幅跨中调幅7-48.44-53.02621.10344.2335-41.174-45.06751.843-9.79-9.792.411.484-1.52152-8.3215-8.3215-0.05302-53.02-48.44621.10344.2335-45.067-41.17451.8436-43.79-44.22614.74722.3565-37.2215-37.58728.95725-4.16-4.162.48.091.6648-3.536-3.5362.2888-44.22-43.79614.74722.3565-37.587-37.221528.957255-41.18-42.35614.74724.5965-35.003-35.997530.86125-4.8-4.82.48.091.0248-4.08-4.081.7448-42.35-41.18614.74724.5965-35.9975-35.00330.861254-41.18-42.35614.74724.5965-35.003-35.997530.86125-4.8-4.82.48.091.0248-4.08-4.081.7448-42.35-41.18614.74724.5965-35.9975-35.00330.861253-41.18-42.35614.74724.5965-35.003-35.997530.86125-4.8-4.82.48.091.0248-4.08-4.081.7448-42.35-41.18614.74724.5965-35.9975-35.00330.861252-41.35-42.47614.74724.4515-35.1475-36.099530.738-4.5-4.52.48.091.3248-3.825-3.8251.9998-42.47-41.35614.74724.4515-36.0995-35.147530.7381-38.69-40.496614.74726.7685-32.8865-34.421632.70745-4.5-4.52.48.091.3248-3.825-3.8251.9998-40.496-38.69614.74726.7685-34.4216-32.886532.7074565河南科技大学毕业设计荷载类型活载层号左梁右梁跨度荷载跨中弯距左调幅右调幅跨中调幅7-13.328-15.02565.62511.136-11.3288-12.771313.26248-0.5-0.52.431.66-0.425-0.4251.735-15.025-13.32865.62511.136-12.7713-11.328813.262486-16.154-16.54465.6258.9635-13.7309-14.062411.41585-2.308-2.3082.43.750.392-1.9618-1.96180.7382-16.544-16.15465.6258.9635-14.0624-13.730911.415855-15.684-16.2046...
