竖向荷载作用下内力计算

1、 合计： 合计： 63+1.262.5=54 045（36）8.1kN 竖向荷载梁端调幅系数为0.8，计算跨中弯矩，首先计算调幅后的梁端弯矩，然后根据叠加法计算跨中弯矩。 图5.6 H轴恒框架恒载弯矩图，括号内为调幅后的弯矩() 然后计算柱的轴力和剪力，首先根据各梁端弯矩计算得出对应梁的剪力，然后根据梁的剪力计算得出柱的轴力，注意：柱的轴力计算时要考虑柱的自重。具体的计算过程如下： 层次剪力轴力8-10跨10-11跨8柱10柱V8V10V10=V11N顶N底N顶N底592.8892.8811.69189.84210.22195.01215.38473.6273.629.54332.15352.

2、53349.59369.97373.6273.629.54474.46494.84504.17524.55273.6273.629.54666.40684.68658.75679.13173.6273.629.54806.40836.97813.33843.90 上柱下柱左梁右梁上柱下柱左梁右梁0.61 0.39 0.220.340.44 -8.018.01-0.364.893.121.56-1.02-2.03-3.13-4.050.620.45.515.517.54-3.13-4.419.980.69-6.271.387.257.258.23-5.20-3.032.590.38 0.38 0

3、.24 0.170.25 0.25 0.33-32.0832.081.812.1912.197.703.85-3.205-6.41-9.43-9.43-12.451.221.220.7713.4113.41-26.8229.5-9.43-9.43-10.6515.2518.46-10.4712.5412.2916.46-28.7532.25-8.82-12.36-9.077.270.38 0.38 0.24 0.170.25 0.25 0.33-32.0832.081.812.1912.197.703.85-3.205-6.41-9.43-9.43-12.451.221.220.7713.41

4、13.41-26.8229.5-9.43-9.43-10.6515.2518.46-10.4712.5412.2916.46-28.7532.25-8.82-12.36-9.077.270.38 0.38 0.24 0.170.25 0.25 0.33-32.0832.081.812.1912.197.703.85-3.205-6.41-9.43-9.43-12.451.221.220.7713.4113.41-26.8229.5-9.43-9.43-10.6515.2518.46-10.4712.5412.2916.46-28.7532.25-8.82-12.36-9.077.270.38

5、0.38 0.24 0.170.25 0.25 0.33-32.0832.081.813.799.308.984.49-3.13-6.26-9.34-6.61-13.211.350.910.8815.1410.21-25.3529.16-9.34-6.61-13.2119.61-12.4818.318.29-26.6028.60-10.57-6.01-12.0210.22层次剪力轴力8-10跨10-11跨8柱10柱V8V10V10=V11N顶N底N顶N底5991.449912.612.6436367.2181866.666.6336367.22727120.6120.6236367.23636174.6174.6136367.24545228.6228.6考虑活荷载不利布置的影响，将跨中乘以1.2的放大系数。 竖向荷载两端调幅系数取0.8，跨中弯矩由调幅后的梁端弯矩和跨内实际荷载求得。弯矩图中，括号内的数值表示调幅后的弯矩值。弯矩调幅应在跨中弯矩放大后进行。8-10跨：考虑活荷载不利布置的梁跨中弯矩梁端弯矩调幅后：=0.87.25=3.424， =0.88.23=6.584调幅后的跨中弯矩为：第二层第四层：8-10跨：考虑活荷载不利布置的梁跨中弯矩梁端弯矩调幅后：=0.828.75=