9 多层钢筋混凝土框架内力组合毕业论文.doc

东南大学毕业设计-62-九内力组合本章中单位统一为：弯矩kNm，剪力kN，轴力kN。根据前面第四至八章的内力计算结果，即可进行框架各梁柱各控制截面上的内力组合，其中梁的控制截面为梁端柱边及跨中，由于对称性，每层梁取5个控制截面。柱分为边柱和中柱，每根柱有2个控制截面。内力组合使用的控制截面标于下图。（一）梁内力组合1计算过程见下页表中，弯矩以下部受拉为正，剪力以沿截面顺时针为正注：（1）地震作用效应与重力荷载代表值的组合表达式为：EhGE3S.12S.1S其中，SGE为相应于水平地震作用下重力荷载代表值效应的标准值。而重力荷载代表值表达式为：n1iikQikQGGGk恒荷载标准值；Qik第i个可变荷载标准值；Qi第i个可变荷载的组合之系数，屋面活荷载不计入，雪荷载和楼面活荷载均为0.5。考虑到地震有左震和右震两种情况，而在前面第八章计算地震作用内力时计算的是左震作用时的内力，则在下表中有1.2(+0.5)+1.3和1.2(+0.5)-1.3两列，分别代表左震和右震参与组合。（2）因为风荷载效应同地震作用效应相比较小，不起控制作用，则在下列组合中风荷载内力未参与，仅考虑分别由恒荷载和活荷载控制的两种组合，即1.35+1.40.7和1.2+1.4两列。ABCD123452211东南大学毕业设计-63-梁内力组合计算表楼层截面恒荷载活荷载(屋面布雪载)活荷载(屋面布活载)风荷载(左风)MVMMVVMV五1-32.5860.19-4.466.08-1.516.41-9.5119.36275.537.431.1130.073-46.9-65.37-5.53-3.86-1.51-6.81-14.72-21.234-21.8213.55-2.143.49-2.911.41-7.634.325-14.23-1.40-4.46四1-76.42118.02-13.615.75-4.1119.76-14.819.832125.8925.442.1823.883-88.81-122.5-16.58-11.39-4.11-20.83-17.39-20.764-26.7614.02-5.4510.22-8.515.41-5.055.415-20.17-2.660-2.2三1-77.56118.07-14.1925.57-6.5519.76-14.1919.762124.5224.673.9524.673-89.64-122.45-16.98-17.68-6.55-20.8-16.98-20.84-26.2314.02-5.2515.9-13.255.41-5.255.415-19.61-2.430-2.43二1-77.67118.11-14.2135.14-9.2219.8-14.2119.82124.5224.674.7324.673-89.53-122.41-16.97-25.69-9.22-20.79-16.97-20.794-26.2814.02-5.2623.02-19.185.41-5.265.415-19.67-2.440-2.44一1-71.44117.77-13.1152.76-13.7419.83-13.1119.832130.7424.667.7724.663-81.37-121.39-15.54-37.22-13.74-20.7-15.54-20.74-27.5513.84-5.433.03-28.115.37-5.45.375-21.32-2.750-2.75东南大学毕业设计-64-梁内力组合计算表（续）楼层截面地震作用(左震)1.2(+0.5)+1.31.2(+0.5)-1.3MVMVMV五141.86-10.3712.6562.59-96.1989.5627.65105.0485.153-26.57-10.37-94.14-96.01-25.06-69.05424.01-203.75-8.89-58.6843.1150-17.92-17.92四196.48-25.3825.56120.49-225.29186.47212.74182.89149.773-71.01-25.38-208.83-192.49-24.21-126.50463.61-53.0147.31-48.84-118.0888.9850-25.80-25.80三1159.63-40.7105.93100.63-309.11206.45225.32197.14131.313-109-40.7-259.46-212.3323.94-106.51498.06-81.7292.85-86.17-162.10126.3150-24.99-24.99二1193.69-50.89150.0787.46-353.53219.77225.76197.71130.743-142.17-50.89-302.44-225.5267.20-93.214127.36-106.13130.88-117.90-200.26158.0450-25.07-25.07一1243.73-61.41223.2673.39-410.44233.06241.09225.10118.273-161.56-61.41-317.00-237.92103.06-78.264145.61-121.34152.99-137.91-225.59177.5750-27.23-27.23东南大学毕业设计-65-梁内力组合计算表（续）楼层截面1.35+1.40.71.2+1.4MmaxMmin|Vmax|MVMV五1-53.30100.23-52.4199.3312.65-96.19100.232131.43132.73132.7385.153-77.74-109.05-76.89-108.17-25.06-94.14109.054-36.9322.53-36.8722.313.75-58.6843.115-23.58-23.32-17.92-23.58四1-117.67178.76-112.42169.3925.56-225.29186.472193.35184.50193.35149.773-136.94-185.72-130.92-176.06-24.21-208.83192.494-41.0824.23-39.1824.4047.31-118.0888.985-29.39-27.28-25.80-29.39三1-118.61178.76-112.94169.35105.93-309.11206.452192.28183.96197.14131.313-137.65-185.69-131.34-176.0623.94-259.46212.334-40.5624.23-38.8324.4092.85-162.10126.315-28.85-26.93-24.99-28.85二1-118.78178.85-113.10169.45150.07-353.53219.772192.28183.96197.71130.743-137.50-185.63-131.19-176.0067.20-302.44225.524-40.6324.23-38.9024.40130.88-200.26158.045-28.95-27.02-25.07-28.95一1-109.29178.42-104.08169.0