.

C右 E左 6 M V M V M V -93.99 116.92 -103.65 119.94 -28.46 -18.66 23.43 -21.02 24.17 -6.89 ±79.22 21.25 m64.06 19.85 ±54.46 45.38 ±105.48 26.24 m83.42 26.24 ±72.22 60.18 ±118.44 29.87 m96.60 29.87 ±83.62 69.68 ±140.4 34.91 -139.81 175.22 -156.81 179.77 -45.20 -22.51 -222.33 186.31 34.61 -227.48 181.17 -55.79 -111.03 87.21 149.31 -263.27 191.56 -28.65 -132.06 105.22 147.43 -277.96 193.18 -11.51 -146.91 117.57 151.57 -306.50 199.73 7.15 -163.07 131.04 146.49 -332.21 206.31 20.04 -178.31 E右 跨中 C右 E左 5 18.63 7.92 MCE 114.05 22.93 MEF -17.34/5.56 -2.14/2.38 M -93.94 -18.77 116.91 23.43 -103.69 -21.11 119.65 24.17 -28.42 -6.79 18.53 7.92 MCE 114.05 22.83 MEF -17.30/5.56 -2.04/2.38 M -93.94 -18.76 V 116.91 23.43 M -103.69 -21.10 V 119.95 24.17 M -28.63 -6.81 V V M V M V 34.22 170.95 128.23 -23.80/10.00 -141.03 15.21 175.21 -153.98 177.78 -43.61 33.32 168.82 -23.62/10.00 -138.99 173.09 -153.97 177.78 -43.65 -245.54 192.55 55.71 179.56 29.99 -262.67 197.27 70.50 E右 跨中 C右 E左 4 18.53 7.92 114.05 22.84 跨MCE 中 MEF -17.31/5.56 -2.06/2.38 M -93.94 -18.76 C右 V 116.91 23.43 M -103.69 -21.10 E左 V 119.95 24.17 3 M -28.43 -6.81 E右 V 18.53 7.92 114.05 22.84 跨MCE 中 MEF -17.31/5.56 -2.06/2.38 M -93.94 -18.76 C右 V 116.91 23.43 2 M -103.69 -21.10 E左 V 119.65 24.17 E右 M -28.43 -6.81 .

E右 33.32 168.84 183.46 -23.66/10.00 -138.99 58.54 173.09 -153.97 281.32 m110.95 34.91 177.78 203.83 ±96.05 -43.65 86.66 80.04 33.32 168.84 199.58 -23.66/10.00 ±158.94 -140.21 84.64 38.86 175.19 -155.21 -296.33 m120.87 38.86 177.78 208.96 ±104.63 -43.65 93.73 .

V 跨中 18.53 114.05 -91.14 116.63 -102.86 120.69 -30.98 18.53 121.87 7.92 22.84 -18.2 23.38 -20.95 24.24 -7.30 7.92 24.12 87.19 33.32 168.84 206.54 140.34 152.62 -333.27 MCE M V M V M V MEF -17.31/5.56 -2.06/2.38 C右 E左 1 -23.66/10.00 ±162.36 -136.92 92.21 41.48 m136.29 41.48 ±117.98 98.32 174.69 -154.76 179.29 -49.40 34.22 173.62 -27.40/10.00 E右 跨中 209.21 -315.21 42.32 201.37 113.91 -195.92 209.51 156.81 168.21 MCE MEF -19.86/5.56 -2.55/2.38 注：①表中弯矩的单位为 kN?m,剪力单位为kN。

②表中跨中组合弯矩未填处均为跨间最大弯矩发生在支座处 ，其值与支座正

弯矩组合值相同 (2)柱内力组合

框架柱取每层柱顶和柱底两个控制截面组合结果见表2-20、表2-21。表中： 系数?是考虑计算截面以上各层活载不总是同时满布而对楼面均布活载的一个折减系数，称为活载按楼层的折减系数，取值见表2-19。

表2-19 活荷载按楼层的折减系数?

墙,柱,基础计算截面以上的层数 计算截面以上各楼层 活荷载的折减系数 1 1.00 (0.90) 2～3 0.85 4～5 0.70 6～8 0.65 9～20 0.60 ＞20 0.55 注：第8层、第7层的活荷载采用折减系数?＝1.00；

第6层、第5层的活荷载采用折减系数?＝0.85； 第4层、第3层的活荷载采用折减系数?＝0.70； 第2层、第1层的活荷载采用折减系数?＝0.65。

表2-20 C柱内力组合表

层位内荷载类别 竖向荷载与地震力组合 .

.

次 置 力 8 7 6 柱顶 柱底 柱顶 柱底 柱顶 柱底 柱顶 柱底 柱顶 柱底 柱顶 M N M N M N M N M N M N M N M N M N M N M 恒载① 64.24 75.29 -64.41 96.18 45.21 297.59 -70.46 303.65 47.03 486.95 -70.36 511.01 47.06 694.3 -70.36 716.36 47.06 901.65 -70.36 925.71 47.06 5 4 3 活载② 20.29 22.96 -12.77 22.96 7.72 46.48 --13.73 46.48 9.6 69.91 -14.06 69.91 9.4 94.34 -14.05 94.34 9.4 118.71 -14.05 118.77 9.4 143.2 -14.05 143.2 9.4 167.63 -15.28 167.63 7.47 191.01 -3.74 191.01 地震荷载③ m6.69 m5.97 ±13.86 m5.95 m41.04 m19.13 ±27.36 m19.13 m51.48 m38.98 ±42.12 m38.98 m63.36 m65.22 ±51.84 m65.22 m66.6 m95.09 ±66.6 m95.09 m73.8 1.2①+1.4② 1.2(①+0.5②)±1.3③ 96.71 118.96 -111.90 147.56 65.06 400.58 -103.77 429.45 67.86 667.53 -101.16 696.40 67.66 945.42 -101.15 971.90 65.68 1198.37 -84.13 1227.25 65.68 1471.14 -84.13 1500.01 67.21 1735.24 -107.83 1775.24 51.58 2011.73 -25.80 2090.71 47.25 92.59 -80.45 121.46 5.53 338.53 -57.22 367.40 -4.73 575.61 -38.11 604.48 -20.26 804.98 -9.99 831.45 -24.47 1029.63 -6.28 1058.50 -33.83 1247.72 3.08 1276.59 -49352 1462.71 -19.70 1521.55 -71.24 1671.34 189.60 1721.24 115.23 108.06 -98.47 136.93 112.24 388.27 -128.36 417.14 129.12 676.96 -147.62 705.83 144.48 974.55 -144.78 1001.02 148.69 1276.86 -179.44 1305.73 158.05 1585.72 -188.80 1614.59 174.77 1921.72 200.82 1943.59 170.23 2231.22 -238.88 2265.03 2 1 N 1109 柱M -70.36 底 N 1133.06 柱M 47.06 顶 N 1316.35 柱M -76.6 底 N 1340.41 柱M 37.72 顶 N 1532.42 柱M -18.66 底 N 1547.48 m130.0 ±73.8 m130.0 m85.14 m168.86 ±69.66 m168.66 m92.7 m210.34 ±164.8 m210.34

表2-21 E柱内力组合表

层.

位内荷载类别 竖向荷载与地震力组合 .

次 置 力 柱顶 柱底 柱顶 柱底 柱顶 柱底 柱顶 M N M N M N M N M N M N M 恒载① -40.17 100.8 57.38 124.86 -37.3 329.57 56.32 353.63 -37.67 558.48 54.46 582.54 -37.62 787.4 56.44 811.46 -37.63 活载② -12.71 32.68 12.61 32.68 -6.25 64.67 10.39 64.67 -7.27 96.76 10.77 96.76 -7.13 128.85 10.71 128.85 -7.15 地震荷载③ 1.2①+1.4② -66.00 166.71 86.52 195.86 -53.51 486.02 82.13 514.89 -53.86 785.32 78.17 814.19 -53.63 1098.21 80.47 1127.08 -52.16 1377.31 78.22 1406.18 -52.16 1683.46 78.22 1712.33 -51.67 1985.83 83.24 2007.66 -40.11 2278.23 20.06 2307.10 1.2(①+0.5②)±1.3③ -97.25 132.29 105.22 161.16 -116.66 405.66 136.71 434.53 -142.05 666.42 157.17 695.29 -166.40 916.25 179.74 945.13 -178.15 1158.46 202.85 1187.85 -189.85 1393.75 214.55 1422.62 -203.20 1630.71 226.57 1757.75 -222.18 1845.39 243.81 1891.26 -14.41 148.85 47.65 177.72 19.64 462.91 10.92 491.78 42.92 790.05 -13.54 818.92 67.55 1128.13 -31.43 1157.00 79.25 1473.84 -54.55 1502.71 90.95 1826.47 -66.25 1855.34 104.31 2192.43 -69.23 2313.47 145.39 2579.33 -206.42 2611.36 8 m31.86 m6.37 ±22.14 m6.37 m52.42 m22.02 ±48.38 m22.02 m71.14 m47.55 ±65.66 m47.55 7 6 N 柱M 底 N 柱M 顶 N 4 柱M 底 N 柱M 顶 N 3 柱M 底 N 柱M 顶 N 2 柱M 底 N 柱M 顶 N 1 柱M 底 N 5 m89.98 m81.49 ±81.22 m81.49 m99.0 1016.32 160.94 56.44 10.71 1040.38 160.94 -37.63 -7.15 m121.3 ±99.0 m121.3 m108.0 1245.24 193.03 m166.43 56.44 10.71 ±108.0 1269.3 193.03 m166.43 -37.63 -7.15 m117.5 1474.16 225.12 m214.76 60.63 11.52 ±112.9 1498.22 225.12 m214.76 -29.22 -5.55 m141.37 1703.42 257.28 14.61 2.78 1727.48 257.28 m271.6 ±172.78 m271.6

2.1.8 截面设计

(1)承载力抗力调整系数?RE

.