设计正文
表34 框架柱A的基本组合表（非地震）荷载类别层截面内力种类内力组合右风-3.66-1.313.82-1.31-2.08-8.65-5.5510.18-5.55-5.23-13.78-13.5017.14-13.50-8.59-16.95-24.3825.03-24.38-9.881.35恒1.2恒+1.4活1.2恒+1.4活1.2恒+1.4左1.2恒+1.4右+1.4×0.7活+1.4×0.6左+1.4×0.6右风+1.4×0.7风+1.4×0.7+1.4×0.6左风风活活风S1.35恒︱M︱max+1.4×0.7活Nmax及相Nmin及相及相应的+1.4×0.6右应的M，V应的M，VN，V风恒荷载-31.22-201.7835.02-201.78-18.42-22.05-392.3433.41-393.34-14.29-23.23-582.4331.94-582.43-15.32-16.37-772.1410.96-772.14-6.43活荷载-4.46-14.319.43-14.31-3.86-9.59-85.1211.92-85.12-5.99-9.09-155.8112.61-155.81-6.02-6.50-226.404.32-226.40-2.54左风3.661.31-3.821.312.088.655.55-10.185.555.2313.7813.50-17.1413.508.5916.9524.38-25.0324.389.88上4下上3下上2下上1下MNMNVMNMNVMNMNVMNMNV-40.63-261.0752.02-261.07-25.76-32.62-585.3148.23-586.51-21.14-29.03-905.7141.58-905.71-19.60-14.51-1223.05-1.83-1223.05-2.97-46.78-263.2758.43-263.27-29.26-47.15-594.6465.33-595.84-29.93-52.18-928.3970.38-928.39-34.03-42.98-1264.0140.23-1264.01-19.57-36.71-254.3345.92-254.33-22.97-23.75-546.4637.52-547.66-15.70-17.49-832.7126.69-832.71-12.26-2.28-1114.31-17.66-1114.313.63-46.96-257.9956.61-257.99-28.80-47.97-562.0066.03-563.20-30.34-56.08-870.5174.68-870.51-36.31-49.74-1182.5752.43-1182.57-24.04-42.93-285.1452.77-285.14-26.61-30.69-607.6446.81-608.99-20.04-26.76-925.7438.68-925.74-18.16-11.86-1240.37-5.50-1240.37-1.49-49.59-287.5359.73-287.53-30.40-46.43-617.7465.34-619.09-29.55-51.84-950.3169.87-950.31-33.80-42.71-1284.7440.05-1284.74-19.47-49.59-287.5359.73-287.53-30.40-46.43-617.7465.34-619.09-29.55-51.84-950.3169.87-950.31-33.80-42.71-1284.7440.05-1284.74-19.47-36.71-254.3345.92-254.33-22.97-23.75-546.4637.52-547.66-15.70-17.49-832.7126.69-832.7112.26-2.28-1114.31-17.66-1114.31-24.04-49.59-287.5359.73-287.53-30.40-46.43-617.7465.34-619.09-29.55-51.84-950.3169.87-950.31-33.80-42.71-1284.7440.05-1284.74-19.47 第 46 页
设计正文
表35 框架柱B的基本组合表（非地震）荷载类别层截面内力种类内力组合右风-4.290.164.830.16-2.53-9.591.5111.661.51-5.90-15.624.3920.114.39-9.92-18.087.9925.527.99-10.26S恒荷载24.68-236.96-26.91-236.9314.3317.84-465.04-24.48-465.0411.7512.23-692.02-28.68-692.0213.4913.55-918.19-8.61-918.195.22活荷载28.90-17.81-7.67-17.812.938.32-106.57-10.51-106.755.238.00-196.09-11.63-196.095.455.54-285.02-3.56-285.022.14左风4.29-0.16-4.83-0.162.539.59-1.51-11.66-1.515.9015.62-4.39-20.11-4.399.9218.08-7.99-25.52-7.9910.261.35恒1.35恒1.2恒+1.4活1.2恒+1.4活1.2恒+1.4左1.2恒+1.4右︱M︱max+1.4×0.7活+1.4×0.7活Nmax及相Nmin及相+1.4×0.6左+1.4×0.6右风+1.4×0.7风+1.4×0.7+1.4×0.6左+1.4×0.6右应的M，V应的M，V及相应的风风活活N，V风风上4下上3下上2下上1下MNMNVMNMNVMNMNVMNMNV73.68-309.42-47.09-309.3823.4241.11-708.51-53.88-708.7726.3839.00-1108.64-67.59-1108.6432.1539.20-1507.57-36.75-1507.5717.8866.47-309.15-38.97-309.1219.1725.00-705.98-34.30-706.2316.4712.76-1101.26-33.81-1101.2615.498.83-1494.146.12-1494.140.6463.94-302.03-46.57-301.9923.6142.99-664.60-56.00-664.7827.4944.38-1028.74-73.97-1028.7435.4247.00-1392.33-49.55-1392.3322.7357.94-301.81-39.81-301.7720.0729.56-662.49-39.68-662.6619.2322.52-1022.59-45.81-1022.5921.5321.69-1381.15-13.82-1381.158.3665.24-337.48-47.90-337.4424.3440.29-733.51-53.14-733.6925.9437.47-1130.08-67.01-1130.0831.8938.91-1525.59-36.55-1525.5917.7658.04-337.22-39.79-337.1720.0924.18-730.97-33.55-731.1516.0311.23-1122.71-33.22-1122.7115.228.53-1512.166.32-1512.160.5357.94-301.81-39.81-301.7720.0729.56-662.49-39.68-662.6619.2322.52-1022.59-45.81-1102.5921.5321.69-1381.15-13.82-1381.158.3665.24-337.48-47.90-337.4424.3440.29-733.51-53.14-733.6925.9437.47-1130.08-67.01-1130.0831.8938.91-1525.59-36.55-1524.5917.7668.24-337.48-47.90-337.4424.3440.29-733.51-53.14-733.6925.9437.47-1130.08-67.01-1130.0831.8938.91-1525.59-36.55-1524.5917.76 第 47 页
设计正文
式中：Mct、Mcb—分别为柱上、下端顺时针或逆时针方向截面组合的弯矩设计值（应取调
整增大后的设计值），且取顺时针方向之和与逆时针方向之和两者的较大值
Hn—柱的净高
?vc—柱端剪力增大系数，三级抗震取1.1
6.4.2.1 框架柱A柱端截面组合弯矩设计值和组合剪力设计值的调整
（1）对“Nmax及相应的M,V”组合弯矩设计值和组合剪力设计值的调整
取第2层A柱进行“强柱弱梁”、“强剪弱弯”的调整。此时，地震作用为右震。 右震时，第层A柱节点处上柱截面的弯矩为55.63KN，节点处梁端组合弯矩设计值
rMb??170.17kN?m，如图23所示，根据?Mc??c?Mb得节点处下柱截面组合弯矩设计
值为1.1?170.17-55.63?131.96kN?m。
右震时，第3层A柱节点处上柱截面的弯矩分配系数为
79.22?0.383，节点
79.22?127.74r处下柱截面的弯矩分配系数为0.587，节点处梁端组合弯矩设计值Mb??270.30kN?m，如
图24所示，根据?Mc??c?Mb可得：
节点处上柱截面组合弯矩设计值为0.383?1.1?203.06?85.55kN?m 节点处下柱截面组合弯矩设计值为0.617?1.1?203.06?143.18kN?m 第4层柱端组合剪力设计值为V?131.56?85.55?77.04kN，如图25所示。
3.9?0.5其余柱端截面组合弯矩设计值的调整见表36，组合剪力设计值的调整见表37。 底层柱固定端截面组合弯矩设计值为1.15?182.02?209.32kN?m。
表36 框架柱A组合弯矩设计值调整 节点处下柱截面的弯矩分配系数 节点处梁端组合弯矩设计值节点 节点处上柱截面的弯矩分配系数 M?kN?m?rb?M???M ccb ?kN?m?1.1?279.36?223.37 节点处上柱截面组合弯矩设计值节点处下柱截面组合弯矩设计值?kN?m? ?kN?m? 85.55 137.82 第1层A柱 79.2279.22?127.74 ?0.3830.617 -203.06
第 48 页
设计正文
表37 框架柱A组合剪力设计值调整
层 M上?kN?m? -127.74 -153.99 M下?kN?m? 106.64 209.32 Hn?m? 3.1 3.75 Mct?McbVc??vc?kN? Hn83.17 91.33 2 1 （2）对“Nmin及相应的M,V”组合弯矩设计值和组合剪力设计值的调整
此时，地震作用为左震。柱端截面组合弯矩设计值的调整见表38，组合剪力设计值的调整见表39。
底层柱固定端截面组合弯矩设计值为1.15?147.95?170.14kN?m。
表38 框架柱A组合弯矩设计值调整 节点处下柱截面的弯矩分配系数 节点处梁端组合弯矩设计值节点 节点处上柱截面的弯矩分配系数 ?Mc??c?Mb Mrb?kN?m?99.41 152.15 ?kN?m?1.1?99.41?109.35 节点处上柱截面组合弯矩设计值节点处下柱截面组合弯矩设计值?kN?m? ?kN?m? 55.63 52.22 53.72 115.15 第3层A柱 第2层A柱
0.688 38.9438.94?85.81 ?0.3121.1?152.15?167.37 第 49 页
设计正文
第1层A柱 63.3863.38?100.04 ?0.3880.612 162.93
1.1?162.93?179.22 69.54 109.68 表39 框架柱A组合剪力设计值调整
层 M上?kN?m? 113.86 127.74 129.28 M下?kN?m? -79.22 -106.64 -193.60 Hn?m? 3.1 3.1 3.75 Mct?McbVc??vc?kN? Hn68.51 83.17 94.71 3 2 1 6.4.2.2 框架柱B柱端截面组合弯矩设计值和组合剪力设计值的调整
（1）对“Nmax及相应的M,V”组合弯矩设计值和组合剪力设计值的调整
此时，地震作用为右震。柱端截面组合弯矩设计值的调整见表40，组合剪力设计值的调整见表41。
表40 框架柱B组合弯矩设计值调整
节点处梁端组合弯矩设计值 lMb节点 节点处上柱截面的弯矩分配系数 节点处下柱截面的弯矩分配系数 ?Mc? ?kN?m? Mbr?c?Mb ?kN?m??kN?m?节点处上柱截面组合弯矩设计值 节点处下柱截面组合弯矩设计值?kN?m??kN?m? 8.99 183.16 第3层A柱 第2层A柱 第1层A柱 0.688 69.50 38.9438.94?85.81 ?0.31263.3863.38?100.04 ?0.388101.66 0.612 93.41 1.1x(69.505+105.1-105.18 8) =192.15 1.1x(101.66+145.1-141.25 16) =267.20 1.1x(93.41+132.63-132.62 ) =248.62 83.37 183.83 93.47 152.16 底层柱固定端截面组合弯矩设计值为1.15?182.08?209.39kN?m。
表41 框架柱B组合剪力设计值调整
层 M上?kN?m? -183.16 M下?kN?m? 83.37 第 50 页
Hn?m? 3.1 Mct?McbVc??vc?kN? Hn94.58 3