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武汉科技大学本科毕业设计
续表4.2 活载作用下内力计算
5.1 0.0 -21.6 21.6 0.0 0.0 -95.4 95.4 0.0 0.0 -21.6 21.6 0.0 -5.1 7.7 7.7 1.1 2.0 35.0 35.0 1.8 -1.8 -35.0 -35.0 -2.0 -1.1 -7.7 -7.7 3.9 3.9 1.0 0.5 17.5 17.5 -0.9 0.9 -17.5 -17.5 -0.5 -1.0 -3.9 -3.9 -4.1 -4.1 -0.6 -0.9 -16.4 -16.4 -0.9 0.9 16.4 16.4 0.9 0.6 4.1 4.1 7.5 7.5 -20.1 23.2 36.1 36.1 -95.3 95.3 -36.1 -36.1 -23.2 20.1 -7.5 -7.5 0.47 0.47 0.07 0.03 0.47 0.47 0.03 0.03 0.47 0.47 0.03 0.07 0.47 0.47 5.1 0.0 -21.6 21.6 0.0 0.0 -95.4 95.4 0.0 0.0 -21.6 21.6 0.0 -5.1 7.7 7.7 1.1 2.0 35.0 35.0 1.8 -1.8 -35.0 -35.0 -2.0 -1.1 -7.7 -7.7 3.9 3.9 1.0 0.5 17.5 17.5 -0.9 0.9 -17.5 -17.5 -0.5 -1.0 -3.9 -3.9 -4.1 -4.1 -0.6 -0.9 -16.4 -16.4 -0.9 0.9 16.4 16.4 0.9 0.6 4.1 4.1 7.5 7.5 -20.1 23.2 36.1 36.1 -95.3 95.3 -36.1 -36.1 -23.2 20.1 -7.5 -7.5 0.47 0.47 0.07 0.03 0.47 0.47 0.03 0.03 0.47 0.47 0.03 0.07 0.47 0.47 5.1 0.0 -21.6 21.6 0.0 0.0 -95.4 95.4 0.0 0.0 -21.6 21.6 0.0 -5.1 7.7 7.7 1.1 2.0 35.0 35.0 1.8 -1.8 -35.0 -35.0 -2.0 -1.1 -7.7 -7.7 3.9 4.8 1.0 0.5 17.5 22.0 -0.9 0.9 -17.5 -22.0 -0.5 -1.0 -3.9 -4.8 -4.5 -0.6 -1.1 -18.5 -18.5 -1.0 1.0 18.5 18.5 1.1 0.6 4.5 4.5 11.6 8.0 -20.2 23.1 33.9 38.4 -95.5 95.5 -33.9 -38.4 -23.1 20.2 -7.0 -8.0 0.59 0.33 0.08 0.04 0.60 0.34 0.03 0.03 0.60 0.34 0.04 0.08 0.59 0.33 5.1 0.0 -21.6 21.6 0.0 0.0 -95.4 95.4 0.0 0.0 -21.6 21.6 0.0 -5.1 9.7 5.5 1.4 2.6 44.0 24.9 2.4 -2.4 -44.0 -24.9 -2.6 -1.4 -9.7 -5.5 3.9 0.0 1.3 0.7 17.5 0.0 -1.2 1.2 -17.5 0.0 -0.7 -1.3 -3.9 0.0 -3.0 -1.7 -0.4 -0.6 -10.1 -5.7 -0.5 0.5 10.1 5.7 0.6 0.4 3.0 1.7 10.5 3.8 -19.4 24.3 51.3 19.1 -94.8 94.8 -51.3 -19.1 -24.3 19.4 -10.5 -3.8
2.7
12.4
-12.4
-2.7
注:表中方框里的数据为节点弯矩
4.2.4 画内力图
根据计算结果先画出各杆件弯矩图，如图所示，括号里弯矩值为框架梁在活荷载作用下经过调幅（调幅系数取0.85）后的弯矩,其中跨中弯矩是根据等效均布荷载作用下由平衡条件计算所得。杆件弯矩求出后，按力的平衡可求出剪力和轴力，活荷载作用下的框架弯矩图如图4.5、剪力图和轴力图如图4.6所示。
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武汉科技大学本科毕业设计
92.8(78.9)18.4(15.6)13.367.225.4(21.6)92.8(78.9)25.4(21.6)67.218.4(15.6)13.312.8(15.1)20.3(17.3)61.1(75.0)94.9(80.7)94.9(80.7)28.212.8(15.1)20.3(17.3)9.35.97.57.57.57.57.03.822.8(19.4)28.222.8(19.4)9.343.943.913.1(16.3)59.0(73.2)94.5(80.3)94.5(80.3)23.2(19.7)20.1(17.1)35.623.2(19.7)7.535.635.613.0(16.3)59.0(73.2)94.5(80.3)94.5(80.3)23.2(19.7)20.1(17.1)35.623.2(19.7)7.535.635.613.0(16.3)59.0(73.2)94.5(80.3)94.5(80.3)23.2(19.7)20.1(17.1)35.623.2(19.7)35.635.67.513.0(16.3)59.0(73.2)94.5(80.3)94.5(80.3)23.2(19.7)20.1(17.1)35.623.2(19.7)7.535.635.613.0(16.3)59.0(73.2)94.6(80.4)94.6(80.4)38.023.1(19.6)23.1(19.6)20.1(17.1)7.033.533.513.0(16.3)59.0(73.2)93.6(79.6)93.6(79.6)24.3(20.7)24.3(20.7)19.3(16.4)18.810.650.750.712.8(16.1)59.8(73.8)5.913.1(16.3)35.620.1(17.1)7.513.0(16.3)7.535.620.1(17.1)7.513.0(16.3)7.535.620.1(17.1)7.513.0(16.3)7.535.620.1(17.1)7.513.0(16.3)7.538.020.1(17.1)7.013.0(16.3)7.018.819.3(16.4)10.612.8(16.1)3.82.812.512.52.8ABCD
图4.5 活载作用弯矩图(KN·M)
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武汉科技大学本科毕业设计
60.119.551.957.520.237.021.760.151.9581.819.54.520.121.321.060.151.95162.939.75.020.123.721.160.151.95244.159.85.020.123.721.160.151.95325.379.95.020.123.721.160.151.95406.5100.04.820.123.021.160.151.95487.7120.15.919.829.621.160.151.95568.9140.221.41.25.9650.4170.0AB剪 力 图（KN）图4.6 活载作用内力图
C轴 力 图（KN）D
4.3 风荷载作用下的内力计算
风荷载内力计算可采用D值法，其过程和结果见表4.3,风荷载作用下弯矩图见图4.7，剪力图4.8，轴力图见图4.9。
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武汉科技大学本科毕业设计
表4.3 风荷载内力计算
14.98KNα=0.139 D=48928 α=0.139 D=48928 α=0.077 ∑D=120032α=0.077 ∑D=120032y0=0.11 V8=14.98KN y0=0.11 V8=14.98KN D=11088 y0=-0.22D=11088 y0=-0.22y1=y2=y3=0 VC=6.66KNy1=y2=y3=0 VC=6.66KNV8=14.98KN y1=y2=y3=0V8=14.98KN y1=y2=y3=0M上=17.78KN.M M上=17.78KN.M VD=D*V8/∑D=1.38KNVD=D*V8/∑D=1.38KN28.78KNM上=5.05KN.M M下=-0.91KN.M M下=2.20KN.M M下=2.20KN.M M上=5.05KN.M M下=-0.91KN.M α=0.077 D=11088 α=0.139 D=48928 α=0.139 D=48928 α=0.077 D=11088 y0=0.07 V7=43.76KN y0=0.26 V7=43.76KN y0=0.26 V7=43.76KN y0=0.07 V7=43.76KN y1=y2=y3=0 VD=4.04KNy1=y2=y3=0 VC=17.84KNy1=y2=y3=0 VC=17.84KNy1=y2=y3=0 VD=4.04KNM上=11.27KN.M M上=39.6KN.M M上=39.6KN.M M上=11.27KN.M 26.44KNM下=0.85KN.M M下=13.92KN.M M下=13.92KN.M M下=0.85KN.M α=0.077 D=11088 α=0.139 D=48928 α=0.139 D=48928 α=0.077 D=11088 y0=0.18 V6=70.2KN y0=0.31 V6=70.2KN y0=0.31 V6=70.2KN y0=0.18 V6=70.2KN y1=y2=y3=0 VD=6.48KNy1=y2=y3=0 VC=28.62KNy1=y2=y3=0 VC=28.62KNy1=y2=y3=0 VD=6.48KNM上=15.94KN.M M上=59.24KN.M M上=59.24KN.M M上=15.94KN.M 24.1KNM下=3.50KN.M M下=26.62KN.M M下=26.62KN.M M下=3.50KN.M α=0.139 D=48928 α=0.077 D=11088 α=0.077 D=11088 α=0.139 D=48928 y0=0.36 V5=94.3KN y0=0.36 V5=94.3KN y0=0.27 V5=94.3KN y0=0.27 V5=94.3KN y1=y2=y3=0 VC=38.44KNy1=y2=y3=0 VC=38.44KNy1=y2=y3=0 VD=8.71KNy1=y2=y3=0 VD=8.71KNM上=73.80KN.M M上=73.80KN.M M上=19.07KN.M M上=19.07KN.M 22.0KNM下=7.06KN.M M下=41.52KN.M M下=41.52KN.M M下=7.06KN.M α=0.077 D=11088 α=0.139 D=48928 α=0.139 D=48928 α=0.077 D=11088 y0=0.38 V4=116.3KN y0=0.41 V4=116.3KN y0=0.41 V4=116.3KN y0=0.38 V4=116.3KN y1=y2=y3=0 VD=10.74KNy1=y2=y3=0 VC=47.41KNy1=y2=y3=0 VC=47.41KNy1=y2=y3=0 VD=10.74KNM上=19.98KN.M M上=83.92KN.M M上=83.92KN.M M上=19.98KN.M 20.36KNM下=12.24KN.M M下=58.31KN.M M下=58.31KN.M M下=12.24KN.M α=0.139 D=48928 α=0.077 D=11088 α=0.077 D=11088 α=0.139 D=48928 y0=0.47 V3=136.96KN y0=0.45 V3=136.96KN y0=0.45 V3=136.96KN y0=0.47 V3=136.96KN y1=y2=y3=0 VC=55.83KNy1=y2=y3=0 VC=55.83KNy1=y2=y3=0 VD=12.65KNy1=y2=y3=0 VD=12.65KNM上=92.12KN.M M上=92.12KN.M M上=20.11KN.M M上=20.11KN.M 19.19KNM下=17.84KN.M M下=75.37KN.M M下=75.37KN.M M下=17.84KN.M α=0.139 D=48928 α=0.077 D=11088 α=0.077 D=11088 α=0.139 D=48928 y0=0.65 V2=156.15KN y0=0.55 V2=156.15KN y0=0.55 V2=156.15KN y0=0.65 V2=156.15KN y1=y2=y3=0 VC=63.65KNy1=y2=y3=0 VC=63.65KNy1=y2=y3=0 VD=14.42KNy1=y2=y3=0 VD=14.42KNM上=85.93KN.M M上=85.93KN.M M上=15.14KN.M M上=15.14KN.M 18.91KNM下=28.12KN.M M下=105.02KN.M M下=105.02KN.M M下=28.12KN.M α=0.416 D=26550 α=0.416 D=26550 α=0.346 ∑D=71192α=0.346 ∑D=71192y0=0.71 V1=175.06KN y0=0.71 V1=175.06KN D=9046 y0=0.86D=9046 y0=0.86y1=y2=y3=0 VC=65.29KNy1=y2=y3=0 VC=65.29KNV1=175.06KN y1=y2=y3=0V1=175.06KN y1=y2=y3=0M上=100.35KN.M M上=100.35KN.M VD=D*V1/∑D=22.25KNVD=D*V1/∑D=22.25KNM下=245.69KN.M M下=245.69KN.M M上=16.51KN.M M上=16.51KN.M M下=101.42KN.M M下=101.42KN.M ABCD
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