土木工程毕业设计计算书 - 图文

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武汉科技大学本科毕业设计

5.055.0513.9817.783.8032.8539.62.208.9557.5059.2413.9215.6678.9373.8026.6221.4973.803.8017.7813.988.952.2032.855.055.0511.2710.360.9139.611.270.9110.3615.9416.790.8515.6659.2413.9257.5021.4926.6278.9326.8441.5215.940.8516.7919.0722.573.5019.073.5022.5719.9827.047.0698.6083.9241.5226.84118.2492.1258.3132.19126.7885.9375.3734.52161.42100.35105.0243.9583.9219.9898.6032.1992.1258.31118.2434.5275.377.0627.0420.1132.3512.2420.1112.2432.3515.1432.9817.8485.9315.14126.7843.95100.35105.02161.4217.8432.9816.5144.6328.1216.5128.1244.63101.42245.69245.69101.42ABCD

图4.7 风载作用弯矩图(KN·M)

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武汉科技大学本科毕业设计

1.403.731.401.383.076.668.766.661.383.074.045.1517.8415.3317.845.154.046.486.9928.6221.0528.626.996.488.718.5538.4426.2938.448.558.7110.7410.2447.4131.5347.4110.2410.7412.6510.7155.8333.8155.8310.7112.6514.4214.0663.6543.0563.6514.0614.4222.2565.2965.2922.25ABC图4.8 风载作用剪力图(KN)

D

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武汉科技大学本科毕业设计

1.402.332.331.404.479.429.424.479.6219.719.79.6216.6133.7633.7616.6125.1651.551.525.1635.4072.7972.7935.4046.1195.8995.8946.1160.17124.88124.8860.17ABCD

图4.9 风载作用轴力图(KN)

4.4 水平地震作用下的内力计算

水平地震作用内力计算可采用D值法,其过程和结果见表4.4, 水平地震作用下弯矩图见图4.10,剪力图见图4.11,轴力图见图4.12。

4.5 重力荷载代表值作用下的内力计算

前述,重力荷载代表值为恒载和活载组合值,属于竖向荷载作用,计算内力同样采用弯矩二次分配法,由于恒载和活载标准值作用下内力也已经求出,故在此不再重复计算,具体数据见内力组合表。

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武汉科技大学本科毕业设计

表4.4 水平地震作用内力计算

100KN43KN37KN32KN26KN21KN15KN10KNα=0.139 D=48928 α=0.077 ∑D=120032α=0.139 D=48928 α=0.077 ∑D=120032y0=0.16 V8=100KN y0=0.16 V8=100KN D=11088 y0=-0.03D=11088 y0=-0.03y1=y2=y3=0 VC=40.76KNy1=y2=y3=0 VC=40.76KNV8=100KN y1=y2=y3=0V8=100KN y1=y2=y3=0M上=102.72KN.M M上=102.72KN.M VD=D*V8/∑D=9.24KNVD=D*V8/∑D=9.24KNM下=19.56KN.M M下=19.56KN.M M上=28.55KN.M M下=-0.83KN.M M上=28.55KN.M M下=-0.83KN.M α=0.077 D=11088 α=0.139 D=48928 α=0.077 D=11088 α=0.139 D=48928 y0=0.13 V7=143KN y0=0.31 V7=143KN y0=0.31 V7=143KN y0=0.13 V7=143KN y1=y2=y3=0 VD=13.21KNy1=y2=y3=0 VC=58.29KNy1=y2=y3=0 VC=58.29KNy1=y2=y3=0 VD=13.21KNM上=34.48KN.M M上=34.48KN.M M上=120.66KN.M M上=120.66KN.M M下=5.15KN.M M下=5.15KN.M M下=54.21KN.M M下=54.21KN.M α=0.077 D=11088 α=0.139 D=48928 α=0.077 D=11088 α=0.139 D=48928 y0=0.18 V6=170KN y0=0.36 V6=170KN y0=0.36 V6=170KN y0=0.18 V6=170KN y1=y2=y3=0 VD=15.70KNy1=y2=y3=0 VC=69.3KNy1=y2=y3=0 VC=69.3KNy1=y2=y3=0 VD=15.70KNM上=38.62KN.M M上=38.62KN.M M上=133.06KN.M M上=133.06KN.M M下=8.48KN.M M下=8.48KN.M M下=74.84KN.M M下=74.84KN.M α=0.139 D=48928 α=0.077 D=11088 α=0.139 D=48928 α=0.077 D=11088 y0=0.41 V5=212KN y0=0.41 V5=212KN y0=0.33 V5=212KN y0=0.33 V5=212KN y1=y2=y3=0 VC=86.42KNy1=y2=y3=0 VC=86.42KNy1=y2=y3=0 VD=19.58KNy1=y2=y3=0 VD=19.58KNM上=152.96KN.M M上=152.96KN.M M上=39.36KN.M M上=39.36KN.M M下=106.3KN.M M下=106.3KN.M M下=19.38KN.M M下=19.38KN.M α=0.077 D=11088 α=0.139 D=48928 α=0.077 D=11088 α=0.139 D=48928 y0=0.43 V4=238KN y0=0.45 V4=238KN y0=0.45 V4=238KN y0=0.43 V4=238KN y1=y2=y3=0 VD=21.99KNy1=y2=y3=0 VC=97.01KNy1=y2=y3=0 VC=97.01KNy1=y2=y3=0 VD=21.99KNM上=37.60KN.M M上=37.60KN.M M上=160.07KN.M M上=160.07KN.M M下=28.37KN.M M下=28.37KN.M M下=130.96KN.M M下=130.96KN.M α=0.139 D=48928 α=0.077 D=11088 α=0.139 D=48928 α=0.077 D=11088 y0=0.5 V3=249KN y0=0.5 V3=249KN y0=0.53 V3=249KN y0=0.53 V3=249KN y1=y2=y3=0 VC=101.5KNy1=y2=y3=0 VC=101.5KNy1=y2=y3=0 VD=23.0KNy1=y2=y3=0 VD=23.0KNM上=152.25KN.M M上=152.25KN.M M上=32.43KN.M M上=32.43KN.M M下=152.25KN.M M下=152.25KN.M M下=36.57KN.M M下=36.57KN.M α=0.139 D=48928 α=0.077 D=11088 α=0.139 D=48928 α=0.077 D=11088 y0=0.59 V2=274KN y0=0.59 V2=274KN y0=0.72 V2=274KN y0=0.72 V2=274KN y1=y2=y3=0 VC=111.69KNy1=y2=y3=0 VD=25.31KNy1=y2=y3=0 VD=25.31KNy1=y2=y3=0 VC=111.69KNM上=137.38KN.M M上=137.38KN.M M上=21.26KN.M M上=21.26KN.M M下=197.69KN.M M下=197.69KN.M M下=54.67KN.M M下=54.67KN.M α=0.416 D=26550 α=0.416 D=26550 α=0.346 ∑D=71192α=0.346 ∑D=71192y0=0.71 V1=284KN y0=0.71 V1=284KN D=9046 y0=0.91D=9046 y0=0.91y1=y2=y3=0 VC=105.91KNy1=y2=y3=0 VC=105.91KNV1=284KN y1=y2=y3=0V1=284KN y1=y2=y3=0M上=162.78KN.M M上=162.78KN.M VD=D*V1/∑D=36.09KNVD=D*V1/∑D=36.09KNM下=398.54KN.M M下=398.54KN.M M上=17.21KN.M M上=17.21KN.M M下=174.06KN.M M下=174.06KN.M ABCD

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