框架结构抗震设计毕业设计 - 图文

四川农业大学土木工程专业毕业设计

风荷载作用下框架的弯矩计算

1.67 1.67149.5 7.17 22.414.97 12.4 12.413.5 15.6 25.710.1 17.78 16.481.3

1921.11.661.6615.4222.336.9123.9811.1112.8712.8711.118.7315.3516.5418.642.1424.0823.981.891.893.935.3520.879.4823.849.739.734.110.2312.7221.091.0413.7617.5763.2355.1719.6919.466.75620.88151.41A123.9C149.5图15 风荷载作用下框架的弯矩图（单位KN.m)图3-16

2.1 E

3.2.2.2 风荷载作用下框架的剪力计算

0.59

-0.664.593.155.087.6511.79+2.04-5.598.29-++3.424.625.87++4.62-++13.31-++6.3517.31-+38.38+44.01A+C图3-16 风荷载作用下框架的剪力图（单位：KN）20

-2.31-4.4311.881212.3811.8340.4-5.04-6.69-7.5-37.9E 四川农业大学土木工程专业毕业设计

图3-17

0.592.636.0610.7416.610.670.341.752.313.13-0.66-2.97-7.81-13.05-19.7422.96AC4.28E-27.24图11 风荷载作用下框架的轴力图（单位：KN）

3.3.4地震作用下内力分析

157KN α=0.127 VA＇=15.9KN 249.3KN α= 0.127 VA＇=27.2KN 356.1KN α= 0.127 VA＇=38.3KN 463KN α= 0.127 VA＇=43.4KN 569.8KN α=0.127 VA＇=48.3KN 803.78KN α=0.373 VA=51.4KN A＇

21

` α =0.232 α =0.135

VC ＇=29.1KN VE ＇=16.92 α = 0.232 α =0.135 VC ＇=49.7KN VE ＇=28.8KN α =0.232 α =0.135 VC ＇=66.4KN VE ＇=38.6KN α =0.232 α =0.135 VC ＇=79.3KN VE ＇=46.1KN α = 0.232 α =0.135 VC＇=88.3KN VE ＇=51.3KN

α =0.38

VE ＇=54.6KN E＇

∑ D=14298 α=0.046 VC＇=94KN C＇ 四川农业大学土木工程专业毕业设计

yo=0.49 y1=y2=y3=0 yo=0.25 y1=y2=y3=0 yo=0.12 y=0.09 1-y=0.51 y=0.25 1-y=0.75 y=0.12

M上?43.4M下?4.3 M上?65.5 M下?21.8 M上?44.6 yo=0.25 y1=y2=y3=0 yo=0.35 y1=y2=y3=0 yo=0.26 y=0.25 1-y=75 y=0.35 1-y=0.65 y=0.26

M下?6.1

y1=y2=y3=0

1-y=0.88

y1=y2=y3=0 1-y=0.74

M下?22.5

yo=0.35 y1=y2=y3=0 yo=0.4 y=0.35 1-y=0.65 y=0.4 M上?38.1 M上?61.2 M下?20.4 M上?52.2 y1=y2=y3=0 yo=0.4 1-y=0.6 y=0.4 M下?119.5 M下?96.9 M上?63.9

y1=y2=y3=0 1-y=6

yo=0.4 y1=y2=y3=0 yo=0.45 y1=y2=y3=0 yo=0.31 y=0.4 1-y=0.6 y=0.45 1-y=0.55 y=0.31

M上?130.8M下?52.1 M下?107.1 M下?70.8 M上?79.7 M上?35.9 M下?79.9

y1=y2=y3=0

1-y=0.69

yo=0.5 y1=y2=y3=0 yo=0.47 y1=y2=y3=0 yo=0.54 y=0.5 1-y=0.5 y=0.47 1-y=0.55 y=0.54

M下?124.5 M上?70.8

yo=0.8 y1=y2=y3=0 yo=0.65 y1=y2=y3=0 yo=0.79 y=0.8 1-y=0.2 y=0.65 1-y=0.35 y=0.79

M上?72.5 M上?76.1 M上?83 M下?55.3

y1=y2=y3=0

1-y=0.46

M下?83.1

M下?72.5 M上?140.4

y1=y2=y3=0 1-y=0.21

M下?188.3

M上?131.6M上?41.1 M下?164.4 M下?244.4 M上?50

地震荷载作用下：框架的内力值：柱上端弯矩：M上?V?h(1?y) 柱下端弯矩：MF=V?h?y yo=0.49 y1=y2=y3=0 yo=0.25 y1=y2=y3=0 yo=0.12 y=0.09 1-y=0.51 y=0.25 1-y=0.75 y=0.12 M上?5.51M下?0.54 M上?8.3 M下?2.77 M上?5.6 y1=y2=y3=0 1-y=0.88 M下?0.77

yo=0.25 y1=y2=y3=0 yo=0.35 y1=y2=y3=0 yo=0.26 y=0.25 1-y=75 y=0.35 1-y=0.65 y=0.26 M上?33.17M上?38.3 M下?12.76 M下?17.86

y1=y2=y3=0 1-y=0.74 M下?13.3 yo=0.35 y1=y2=y3=0 yo=0.4 y=0.35 1-y=0.65 y=0.4 y1=y2=y3=0 yo=0.4 1-y=0.6 y=0.4 22

M上?37.8

y1=y2=y3=0 1-y=6 四川农业大学土木工程专业毕业设计

M下?26.71 M上?45.8 M下?30.5 M上?59.5 M下?39.7

yo=0.4 y1=y2=y3=0 yo=0.45 y1=y2=y3=0 yo=0.31 y=0.4 1-y=0.6 y=0.45 1-y=0.55 y=0.31 yo=0.5 y1=y2=y3=0 yo=0.47 y1=y2=y3=0 yo=0.54 y=0.5 1-y=0.5 y=0.47 1-y=0.55 y=0.54

M下?59.66 M上?59.53 M上?49.61

y1=y2=y3=0

1-y=0.69

M下?39.69 M上?54.9 M下?55.7 M上?59.5 M下?39.7

y1=y2=y3=0 1-y=0.46

M下?64.4

M上?63.23M下?56.1 M上?54.88

yo=0.8 y1=y2=y3=0 yo=0.65 y1=y2=y3=0 yo=0.79 y=0.8 1-y=0.2 y=0.65 1-y=0.35 y=0.79 地震作用下框架的弯矩计算 13.113.122.611.73.610.39.626.5122.222.421.70.734.3M上?38.12 M上?59.66

y1=y2=y3=0 1-y=0.21

M下?150.6

M下?152.48 M上?66.7 M下?123.9 M上?40

图3-18

9.514.93.7113626.31.8949.55.3526.722.39.4918.61.1213.213.213.235.51112.230.91713.92.925.2123.320.426.91.714.116.921.812.7244.433.137.317.575521.736.919.453.230.84.58164.4A217.8C149.5E图15 地震荷载作用下框架的弯矩图（单位KN.m)

3.2.3.2 地震作用下框架的剪力计算

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