第8章 框架柱正、斜截面配筋计算§8.1 框架柱的截面设计§8.1.1框架柱截面设计 一. B 柱截面设计： 1. 轴压比验算：底层柱：max 2392.28N KN =[]32/2392.2810/(14.3/600600)0.4650.8N c c N f A N N mm mm mm μ=⨯=⨯⨯⨯=≤则底层柱B 的轴压比满足要求。

2. 截面尺寸复核：取060040560h mm mm mm =-=，max 114.35V KN =因为/560/6000.933w h b ==≤，所以200.250.25 1.014.3/6005601201.2114.35c c f bh N mm mm mm KN KN β=⨯⨯⨯⨯=> 满足要求.3. 正截面受弯承载力计算由于柱同一截面分别承受正反弯矩，故采用对称配筋。

一层： B 轴柱：21014.3/6005600.552642.64b c b N f bh N mm mm mm KN αξ==⨯⨯⨯=从柱内力组合表可见:最不利组合为：M=470.8KN.m N=2392.28KNN=2392.28KN<2642.64b N KN =0/470.8./2392.28196.8e M N KN m KN mm === (20,600/3020)20a e max mm mm mm === 0196.820216.8i a e e e mm mm mm =+=+=0/4550/6007.68L h ==< ,考虑偏心矩增大系数100.2 2.7/ 2.7 2.7216.8/560 1.25i e h ξ=+⨯=+⨯= ，取 1 1.0ξ=201.150.01/ 1.150.017.6 1.074L h ξ=-⨯=-⨯= ， 取 2 1.0ξ=201201(/)/(1400/)i L h e h ηκξξ=+⨯⨯⨯⨯=21(7.6) 1.0 1.0/(1400216.8/560) 1.107+⨯⨯⨯=01.107216.82400.30.3560168i e h η⨯=⨯=>=⨯= ，按大偏心受压计算。

根据对称配筋得：/2240600/240500i e e h a mm mm mm mm η=+-=+-=2/(2392.880.8)/(14.3/600)0.279c x N f b KN mm mm α==⨯⨯=```00[0.8(0.5)]/()s s c y A A Ne f bx h x f h a α==⨯---=220.82392.8850014.3/6000.279(5600.50.279)300/(56040)KN mm KN mm mm mm KN mm mm mm ⨯⨯-⨯⨯⨯-⨯⨯- 320=按构造配筋最小总配筋率查得：min 0.8%ρ=`2min 0.8%600600/21440s s A A A mm mm mm ===⨯⨯=所以选用24221520mm Φ=C 轴柱；21014.3/6005600.552642.64b c b N f bh N mm mm mm KN αξ==⨯⨯⨯= 从柱内力组合表可见:最不利组合为：M=518.6KN.m N=2221.50KNN=2221.50KN<2642.64b N KN =0/518.6./2221.50KN 233.45e M N KN m mm === (20,600/3020)20a e max mm mm mm === 0233.4520253.45i a e e e mm mm mm =+=+=0/4550/6007.68L h ==< ,考虑偏心矩增大系数100.2 2.7/ 2.7 2.7253.43/560 1.25i e h ξ=+⨯=+⨯= ，取 1 1.0ξ=201.150.01/ 1.150.017.6 1.074L h ξ=-⨯=-⨯= ， 取 2 1.0ξ=201201(/)/(1400/)i L h e h ηκξξ=+⨯⨯⨯⨯=21(7.6) 1.0 1.0/(1400253.45/560) 1.09+⨯⨯⨯=801.09253.45276.5540.30.3560168i e h η⨯=⨯=>=⨯= ，按大偏心受压计算。

根据对称配筋得：/2276.554600/240536.554i e e h a mm mm mm mm η=+-=+-=2/(2221.50.8)/(14.3/600)0.256c x N f b KN mm mm α==⨯⨯=```00[0.8(0.5)]/()s s c y A A Ne f bx h x f h a α==⨯---=220.82221.5513.4514.3/6000.256(5600.50.256)300/(56040)465.91KN mm KN mm mm mm KN mm mm mm ⨯⨯-⨯⨯⨯-⨯⨯-= 按构造配筋最小总配筋率查得：min 0.8%ρ=`2min 0.8%600600/21440s s A A A mm mm mm ===⨯⨯= 所以选用24221520mm Φ= 二层：B 轴柱：21014.3/6005600.552642.64b c b N f bh N mm mm mm KN αξ==⨯⨯⨯= 从柱内力组合表可见:最不利组合为：M=257.2KN.m N=2129.44KNN=2129.44KN<2642.64b N KN =0/257.2./2129.44120.78e M N KN m KN mm === (20,600/3020)20a e max mm mm mm === 0120.7820140.78i a e e e mm mm mm =+=+=0/3600 1.25/6007.58L h =⨯=< ,考虑偏心矩增大系数100.2 2.7/ 2.7 2.7140.78/5600.878i e h ξ=+⨯=+⨯= ， 取 1 1.0ξ=201.150.01/ 1.150.017.5 1.074L h ξ=-⨯=-⨯= ， 取 2 1.0ξ=2201201(/)/(1400/)1(7.5)0.872 1.0/(1400216.8/560)1.139i L h e h ηκξξ=+⨯⨯⨯⨯=+⨯⨯⨯=01.139140.78160.50.30.3560168i e h η⨯=⨯=>=⨯= ，按大偏心受压计算。

根据对称配筋得：/2140.78600/240400.78i e e h a mm mm mm mm η=+-=+-=2/(2129.440.8)/(14.3/600)0.248c x N f b KN mm mm α==⨯⨯=```00[0.8(0.5)]/()s s c y A A Ne f bx h x f h a α==⨯---=220.82129.44400.7814.3/6000.248(5600.50.279)300/(56040)14.720KN mm KN mm mm mm KN mm mm mm ⨯⨯-⨯⨯⨯-⨯⨯-=-<按构造配筋最小总配筋率查得：min 0.8%ρ=`2min 0.8%600600/21440s s A A A mm mm mm ===⨯⨯= 所以选用24221520mm Φ=C 轴柱：21014.3/6005600.552642.64b c b N f bh N mm mm mm KN αξ==⨯⨯⨯= 从柱内力组合表可见:最不利组合为：M=362.58KN.m N=2003.72KNN=2003.72KN<2642.64b N KN =0/362.58./2003.72180.95e M N KN m KN mm === (20,600/3020)20a e max mm mm mm === 0180.9520200.95i a e e e mm mm mm =+=+=0/3600 1.25/6007.58L h =⨯=< ,考虑偏心矩增大系数100.2 2.7/ 2.7 2.7200.95/560 1.07i e h ξ=+⨯=+⨯= ，取 1 1.0ξ=201.150.01/ 1.150.017.5 1.074L h ξ=-⨯=-⨯= ， 取 2 1.0ξ=2201201(/)/(1400/)1(7.5)0.872 1.0/(1400200.95/560)1.112i L h e h ηκξξ=+⨯⨯⨯⨯=+⨯⨯⨯=01.112200.95223.450.30.3560168i e h η⨯=⨯=>=⨯= ，按大偏心受压计算。

根据对称配筋得：/2140.78600/240400.78i e e h a mm mm mm mm η=+-=+-=2/(2003.7210000.8)/(14.3/600)160.14c x N f b N mm mm α==⨯⨯⨯=```00[0.8(0.5)]/()s s c y A A Ne f bx h x f h a α==⨯---=220.82003.72460.9514.3/600160.14(5600.5160.14)300/(56040)1380.02KN mm N mm mm mm N mm mm mm ⨯⨯-⨯⨯⨯-⨯⨯-=按构造配筋最小总配筋率查得：min 0.8%ρ=`2min 0.8%600600/21440s s A A A mm mm mm ===⨯⨯= 所以选用24221520mm Φ=3层以上B,C 柱的正截面配筋计算详看表8.1表8－1 边柱正截面配筋7576山东建筑大学毕业设计7879图8－1底层中柱截面配筋图8－2底层边柱截面配筋§8.1.2. 柱斜截面受弯承载力计算底层柱B:V=207.328KN , M=470.18KN , N=2393.28KN 因为底层框架柱的剪跨比:0/2 3.95/(20.56) 4.06253n H h λ==⨯=> 取 3λ=214.3/600600/10001544.4c f A KN m KN =⨯⨯=1544.42392.28KN N KN <=,取: 1544.4c f A KN =001.05/(1)0.056SV c t yv A V f bh NS f h λ-+-== 0.85207.328 1.05 1.43600560/(31)0.0561544.41.421210560⨯-⨯⨯⨯+-⨯=-⨯按照构造配箍，选用复合箍48φ箍筋，加密区取8@100φ，非加密区48@200φ。