内蒙古科技大学毕业设计说明书
13.6+7.2
×1.8）×2.0=32.4 kN ×2+
2213.6+7.22.4+3.6
P2=（3.6×1.8××2+×1.8）×2.0+（×1.2×2）×2.5=50.4 kN
222
P1=（3.6×1.8×
梁对柱不偏心,M1=M2=0
将以上计算结果汇总如表8.1、表8.2：
表8.1横向框架恒载汇总表(数据文件体现)
层次
q1 kN/m
q1， kN/m
q2 kN/m
q2， kN/m
P1 kN
P2 kN
M1 kN·m
M2 kN·m
5 4.725 3.15 16.74 11.16 137.431?4 9.261 3.15 14.04 9.36 156.84
154.43 4.05 0 182.07 3.726 5.28 表8.2横向框架活载汇总表(数据文件体现)
层次
q2 kN/m
q2， kN/m
P1 kN
P2 kN
M1 kN·m
M2 kN·m
5 （5.85）1.8（0.9） 1.2（0.6）8.1（4.05）11.70 0 0 0 1?4 7.2 6 32.4 50.4 注：表中括号内数值对应于屋面雪荷载作用情况。
8.3内力计算
梁端、柱端弯矩采用弯矩二次分配法计算，由于结构和荷载均对称，故计算时可用半框架。弯矩计算2-4层过程如图8.8，所得弯矩图如图8.9。梁端剪力可根据梁上竖向荷载引起的剪力与梁端弯矩引起的剪力相叠加而得。柱轴力可由梁端剪力和节点集中力叠加得到。计算过程还应考虑柱自重，如表8.3、表8.4所列。
梁端、柱端弯矩的计算： 梁、柱线刚度如图8.6所示；
5层9.8184.544.59.81841层7.044.54图8.6各层梁柱线刚度示意图31
内蒙古科技大学毕业设计说明书
分布荷载转化成等效荷载如图8.7。
ql/2l/2l5q/8alq32qE=(1-2α+α)qala)三角形分布荷载b)梯形分布荷载(αa/l)
图8.7分布荷载转化为等效均布荷载以第五层A轴为例：
4×4.5
=0.314
4×4.5+4×9.818
4×9.818
柱=0.686
4×4.5+4×9.818刚度分配：梁
ql2(q1+q2E)l2(4.725+14.87)×7.22
===84.62 kN?m 梁端弯矩MAB=
121212
r
(注：q2E= [1?2×(
1.821.83
)+()]×16.7=14.87 kN/m) 7.27.2
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内蒙古科技大学毕业设计说明书
上柱下柱0.6864.0555.2718.37-5.0568.59右梁0.314-84.6225.30-11.01-2.31-72.64左梁0.27684.62-22.0112.651.4476.7上柱0下柱0.601右梁0.123-4.86-47.94-9.81-17.853.130.64-62.66-14.030.40736.7427.64-15.4048.980.4073.72636.7418.37-15.4039.710.186-94.016.79-8.17-7.04-92.420.1720.3765.2894.0-16.33-35.70-23.978.4012.575.7591.82-47.10.3760.077-4.32-35.70-7.31-17.8512.572.57-40.98-9.060.40736.7418.37-11.6343.480.4073.72636.7418.37-11.6343.480.186-94.016.79-8.17-5.31-90.690.1720.37694.05.28-16.33-35.708.40-17.854.710.2690.77-43.290.3760.077-4.32-35.70-7.31-17.8510.262.10-43.29-9.530.40736.7418.37-12.6042.510.4073.72636.7420.77-12.6044.910.186-94.016.79-8.17-5.76-91.140.1720.37694.05.28-16.33-35.708.40-17.855.8611.0591.13-42.50.3760.077-4.32-35.70-7.31-19.9411.052.26-44.59-9.370.40641.5318.37-4.2355.670.3303.72629.79-3.0426.750.210-94.018.96-9.17-1.93-86.140.1930.42094.05.28-18.33-39.889.48-17.851.623.5286.77-54.210.3010.086-4.32-28.58-8.172.520.72-26.06-11.7713.38-13.03A图8.8(a)恒载作用下（算法见例）
B
33
内蒙古科技大学毕业设计说明书
上柱下柱0.6864.755.64-3.247.15右梁0.314-6.922.17-0.91-1.49-7.15左梁0.2766.92-1.811.091.047.24上柱下柱0.601-3.94-4.872.27-6.54右梁0.123-0.36-0.81-0.46-1.630.40711.272.38-2.3611.290.40711.275.64-2.3611.290.186-27.685.15-2.23-1.08-25.840.1720.37627.68-4.45-9.732.58-1.971.600.7326.54-10.10.376-9.73-4.871.60-13.00.077-1.8-1.990.33-3.460.40711.275.64-3.6813.260.40711.275.64-3.6813.260.186-27.685.15-2.23-1.68-26.540.1720.37627.68-4.45-9.732.58-4.871.232.6927.04-11.910.376-9.73-4.872.69-11.910.077-1.80-1.990.55-3.240.40711.275.64-3.9812.930.40711.276.37-3.9813.660.186-27.685.15-2.23-1.8226.580.1720.37627.68-4.45-9.732.58-4.871.332.9127.14-11.690.376-9.73-5.442.91-12.260.077-1.8-1.990.59-3.200.40612.735.64-1.4416.930.3309.13-1.048.090.210-27.685.81-2.5-0.6625.030.1930.42027.68-4.99-10.872.91-4.870.380.8225.98-14.920.301-7.790.59-7.20.086-1.8-2.230.17-3.864.05-3.6A图8.8(b)活载作用下（算法见例）
B
34
内蒙古科技大学毕业设计说明书
上柱下柱0.6862.375.64-3.564.45右梁0.314-3.461.09-0.45-1.63-4.45左梁0.2763.46-0.91-0.541.363.39上柱下柱0.601-1.97-4.372.95-3.37右梁0.123-0.18-0.41-0.61-0.020.40711.271.19-1.8710.590.40711.275.64-1.8715.040.186-27.685.15-2.23-0.86-25.620.17227.68-4.452.560.4826.270.376-9.73-0.991.05-9.670.3760.077-1.8-1.99-9.73-4.371.050.22-13.05-3.570.40711.275.64-3.6813.260.40711.275.64-3.6813.260.186-27.685.15-2.23-1.68-26.540.1720.37627.68-4.45-9.732.58-4.871.232.6927.04-11.910.376-9.73-4.872.69-11.910.077-1.80-1.990.55-3.240.40711.275.64-3.9812.930.40711.276.37-3.9813.660.186-27.685.15-2.23-1.8226.580.1720.37627.68-4.45-9.732.58-4.872.911.3327.14-11.690.3760.077-1.8-1.99-9.73-5.442.910.59-12.26-3.200.40612.735.64-1.4416.930.3309.13-1.048.090.210-27.685.81-2.5-0.6625.030.1930.42027.68-4.99-10.872.91-4.870.380.8225.98-14.920.301-7.790.59-7.20.0770.086-1.8-2.230.17-3.864.05-3.6AB图8.8(c)雪荷载作用下（1、2、3层同图b）
35