土木工程毕业设计-五层钢混框架教学楼

东南大学毕业设计东南大学毕业设计--#-内力计算过程如下（单位：kKm）3-63-13-44-34-24-74-50.320.3070.3730.3280.2480.2590.165-29.4629.46-3.529.439.0410.99一5.50-5.16一-10.31-7.80-8.14-5.191.651.581.93一0.97-0.32-0.24-0.25-0.1611.0810.62-21.7025.3-8.04-8.39-8.87M图见下页（单位:kN*m).不平衡弯矩分配计算过程如下（单位：kN-m）,方框内为原不平衡弯矩左梁上柱下柱右梁1.221.983.48-1.982.69-1.83-2.750.61-2.422.295.35-4.160.823.48-3.51-1.02-2.751.153.481.391.82-2.75-1.371.393.48-2.78-1.37-2.750.92

3.481.371.80-2.75-1.391.433.54-2.8-1.32-2.680.913.482.410.90-2.75-2.07-1.11-1.300.710.46不平衡弯矩调整之后即可得出活荷载作用下框架弯矩图，见下页（单位：kN-m,括号内为调幅后的弯矩值）M图（单位：kN-m）.跨中弯矩计算» 1 18.02+24.81M=—x6.82x7.22- =22.78kN•m5AB8 2M=—x6.0x3.02—10.51=-4.5kN•m5BC12

1 24.41+27.79M =-x6.82x7.22— =44.19-26.10=18.09kN•m4AB8 2M=—x7.5x3.02—7.85=5.63—7.85=-2.22kN•m4BC12M3AB23.68+M3AB=44.19 =18.69kN•mM=5.63-8.08=-2.45kN-m3BC23.7+27.3M=44.19 =18.69kN•m2AB 2M=5.63-8.09=-2.46kN-m2BC23+26.2M=44.19 =19.59kN•m1AB 2M1BC=5.63-8.41=-2.78kN-M1BC因为楼面活载是按满布计算的，故跨中弯矩应乘以1.1进行放大。7.剪力计算顶层中跨端部剪力V =6.0x15=4.5kN5BC 2其他层中跨段部剪力V=7.5x15=5.63kNBC 2各边跨段部剪力：V5AB18.02-24.817.2+7.8x(7.2-3.91 40.95)x=-0.94+——=19.54kN2 2V=40.95-19.54=6.87kN5BA24.41-27.791V= +—x40.95=20.01kN4AB7.2 2V=40.95-20.01=20.94kN4BA“ 23.68-27.321V= +-x40.95=19.97kN3AB7.2 2V=40.95-19.97kN3BA23.7-27.31V= +-x40.95=19.98kN2AB7.2 2V=40.95-19.98=20.97kN2BA23-26.21V= +—x40.95=20.04kN1AB7.2 2V =40.95-20.04=20.91kN1BA

8.轴力计算N=39.75+19.54=59.29kN5AN=59.29+39.75+20.01=119.05kN4AN=119.05+39.75+19.97=178.77kN3AN=178.77+39.75+19.98=238.5kN2AN=238.5+39.75+20.04=298.29kN1AN=61.62+4.5+21.41=87.53kN5BN=87.53+5.63+67.09+20.94=181.19kN4BN=181.19+72.72+20.98=274.89kN3BN=274.89+72.72+20.97=368.58kN2BN=368.58+72.72+20.91=462.21kN1B框架结构的剪力图和轴力图如下（单位：kN）

V NV,N图(单位：kN).弯矩调幅边跨：端部弯矩值乘以0.85,跨中弯矩值乘以1.2中跨：端部弯矩值乘以0.85,跨中弯矩值乘以0.9将调幅后的弯矩值表于框架弯矩图的()内.梁端柱边剪力和弯矩V(kN)M(kN・m)

19.36-21.234.32-9.5114.72-7.6319.83-20.765.