完整混凝土框架毕业设计计算书 - 图文 联系客服

CL-2: 5层:

板传来荷载:q=4.18x2.2=9.916KN/m 次梁自重:q=25x0.2x(0.5-0.08)=2.11KN/m 1~4层:

板传来的荷载:q=2.56x2.2=5.632KN/m 次梁自重:q=25x0.2x(0.5-0.08)=2.11KN/m CL-3: 5层:

板传来的荷载:(2.1+3.6)x1.5/2x2x4.18+4.598x(7.2-0.3)=67.4652Kn 纵梁自重:q=25x0.25x(0.6-0.08)=3.25KN/m 1~4层:

板传来的荷载:(2.1+5.6)x1.5/2x2x2.56+2.816x(7.2-0.3)=48.9984KN 墙

3.08x[(3.9-0.6)x(7.2-0.5)-2.4x0.6]+2.4x0.6x0.4=64.2396

5层:

P1:3.25x(7.2-0.5)+4.598x(7.2-0.3)+5.472x7.2=92.8996KN M1:92.8996x(0.5-0.3)/2=9.28886KN·M P2: 2.11x(7.2-0.5)+9.196x(7.2-0.3)=77.5894KN P3: 67.4652+3.25x(7.2-0.5)=89.2402 2~4层:

P1:3.25x(7.2-0.5)+2.816x(7.2-0.3)+56.5612=97.7666KN M1:97.7666x(0.5-0.3)/2=9.77666KN·M P2: 2.11x(7.2-0.5)+5.632x(7.2-0.3)=52.9978KN P3: 48.9984+3.25x(7.2-0.5)=70.7734KN 1层:

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衢州学院本科毕业设计论文

P1:3.25x(7.2-0.55)+2.816x(7.2-0.3)+56.013=97.0559KN M1:97.7666x(0.55-0.3)/2=12.22KN·M

P2: 2.11 x (7.2-0.55) + 5.632 x (7.2-0.3)=52.8923KN P3: 48.9984+3.25 x (7.2-0.55) =7 0.6109KN 活载: 5层:

q2: 0.5x3=1.5KN/m

P1: 0.5x2.2/2x(7.2-0.3)=3.795KN M1:3.795x(0.5-0.3)/2=0.3795 KN·M P2: 0.5x2.2x(7.2-0.3)=7.59KN

P3:(2.1+3.6)x1.5/2x2x0.5+0.5x2.2/2x(7.2-0.3)=8.07KN 2~4层: 3.5x3=10.5KN/m

P1: 2.5x2.2/2x(7.2-0.3)=18.975KN M1:18975x(0.5-0.3)/2=1.8975 KN·M P2: 2.5x2.2x(7.2-0.3)=37.95KN

P3:(2.1+3.6)x1.5/2x2x3.5+2.5x2.2/2x(7.2-0.3)=48.9KN 1层:

3.5x3=10.5KN/m

P1: 2.5x2.2/2x(7.2-0.3)=18.975KN M1:18975x(0.55-0.3)/2=2.37 KN·M P2: 2.5x2.2x(7.2-0.3)=37.95KN

P3:(2.1+3.6)x1.5/2x2x3.5+2.5x2.2/2x(7.2-0.3)=48.9KN

表 12 各层梁竖向荷载标准值

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层次 qo 5 2~4 1 层次 q2 5 2~4 1 1.5 10.5 10.5 P1 3.795 18.975 18.975 14.064 14.064 14.064 qo' 2.775 2.775 2.775 q2 7.68 7.68 12.54 恒载 P1 92.8996 96.7666 97.0559 P2 77.5894 52.9978 52.8973 P3 89.2402 70.7734 70.6109 M1 9.28886 9.77666 12.22 活载 P2 7.59 37.95 37.95 P3 8.07 48.9 48.9 M1 0.3795 1.8975 1.8975

图 8恒载作用下受力图 图 10活载作用下受力图

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第7章. 内力计算

7.1 (恒,活)竖向荷载作用下的框架内力计算

当框架少层少跨时,采用弯矩二次分配法计算。这里竖向荷载作用下的内力计算结果如表8.2、表8.3所示:

计算杆端的弯矩分配系数。 例:5层:

SA=4x(4.9+4)x10^10=4x8.9x10^10N`mm/rad

SB=4x(4+4.9)x10^10+2x4.56x10^10=44.72x10^10N`mm/rad A:?1上柱 =0

?1下柱 =4 /8.9=0.45 ?1右梁 =4.9/8.9=0.55 B:?1上柱 =0

?1下柱 =4x4/44.72=0.36 ?1左梁 =4x4.9/44.72=0.44 ?1左梁 =2x4.56/44.72=0.20

计算杆件固端弯矩,边跨梁的固端弯矩为:

5层:

p2?2.2?4.42p2?4.4?2.2212ql???22MA=120-127.96 KN`m ll走道梁的固端弯矩

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