表22 MGE及X1值计算
项目 跨 层 次 6 5 AB 4 跨 3 2 1 BC 6 跨 5 4 3 2 1 项目 跨 层 次 6 5 AB 4 跨 3 2 1 BC 6 跨 5 4 3 2 1
1.2(恒+0.5活) 1.3地震 MGA (kN·m) 63.75 92.57 90.25 90.25 90.63 80.85 67.01 45.37 46.64 46.64 46.34 54.43 MGB (kN·m) 116.84 103.77 121.09 121.09 121.27 118.95 67.01 45.37 46.64 46.64 46.34 54.43 MEA (kN·m) 34.05 69.29 107.07 129.53 155.23 196.43 54.54 126.61 198.94 250.55 289.33 230.85 MEB (kN·m) 15.93 36.96 58.07 77.14 84.45 67.38 54.54 126.61 198.94 250.55 289.33 230.85 q (kN/m) 34.39 35.08 17.99 15.77 l (m) 7.20 2.10 RA (kN) 109.49 109.98 99.07 93.30 88.74 84.36 -33.05 -104.02 -172.91 -222.06 -258.99 -203.30 x1 (m) 3.18 3.13 2.82 2.66 2.53 2.40 -1.84 -6.60 -10.96 -14.08 -16.42 -12.89 MGE (kN·m) 141.61 122.36 124.75 124.75 126.38 127.14 -57.09 -36.68 -37.95 -37.95 -37.95 -45.74 qx2注：当X＞l或X＜0时，表示最大弯矩发生在支座处，用M=RAx-21
1
- MGA± MEA计算
梁内力组合见表23
表23 梁内力组合 层 次 位置 内力 竖向荷载组合 1.35恒+0.7活 -72.02 131.53 -131.99 -150.28 -75.70 21.32 149.76 -70.95 -104.56 138.04 -137.64 -148.38 -51.24 18.70 135.64 -46.99 -101.94 137.29 -136.78 -148.68 -52.68 18.70 137.39 竖向荷载组合 1.2恒+1.4活 -73.26 133.83 -134.24 -152.89 -76.94 21.10 152.40 -71.59 -106.15 140.10 -139.69 -150.58 -51.95 18.77 137.65 -47.04 -103.47 139.85 -138.80 -150.89 -53.43 18.77 139.44 竖向荷载与地震力组合 1.2恒±1.4风 -52.15 102.48 -105.87 -119.05 -52.44 10.44 118.89 -56.24 -71.74 106.51 -114.81 -119.21 -20.84 -3.74 109.37 -37.55 -61.75 104.61 -117.83 -121.16 -7.19 -17.81 112.55 -61.08 104.30 -101.73 -117.23 -66.69 24.02 116.51 -56.24 -93.02 111.05 -102.76 -114.67 -60.01 33.55 104.44 -37.55 -98.91 112.56 -97.78 -113.20 -75.90 47.62 103.98 竖向荷载与地震力组合 1.2恒+0.9(1.4活±1.4风) -67.58 -75.62 129.97 131.60 -133.06 -129.33 -150.23 -148.59 -68.79 -61.62 14.60 26.82 150.00 147.86 -70.05 -70.05 -94.20 -113.35 134.93 139.01 -141.71 -131.43 -149.26 -145.18 -33.17 -68.43 1.60 35.16 136.17 131.73 -46.09 -46.09 -84.44 -117.88 133.15 140.30 -144.73 -126.68 -151.10 -143.94 -16.70 -78.54 -11.06 47.83 140.18 132.47 竖向荷载与地震力组合 1.2(恒+0.5活)±1.3地震 -29.70 -97.79 109.51 123.37 -132.77 -100.92 -139.96 -126.10 -12.48 -121.55 -33.05 70.82 141.63 123.51 -62.82 -62.82 -23.28 -161.86 107.45 136.96 -158.81 -84.89 -146.11 -116.60 81.24 -117.97 -104.02 137.14 136.91 103.26 -41.62 -41.62 16.82 -197.31 99.05 144.92 -179.16 -63.02 -154.56 -108.70 152.30 -245.58 -172.90 206.02 146.13 97.12 6层 5层 4层 A右 B左 B右 跨中 A右 B左 B右 跨中 A右 B左 B右 跨中 M V M V M V MAB MBC M V M V M V MAB MBC M V M V M V MAB 3层 A右 B左 B右 跨中 MBC M V M V M V MAB MBC -48.43 -101.94 137.29 -136.78 -148.68 -52.68 18.70 137.39 -48.43 -48.52 -103.47 139.85 -138.80 -150.89 -53.43 18.77 139.44 -48.52 -38.66 -55.70 103.24 -121.70 -122.53 6.04 -30.41 113.64 -38.66 -38.66 -47.53 -104.95 -78.99 113.94 131.91 -93.92 -148.20 -111.83 -152.33 -89.13 -9.41 60.22 -22.40 102.89 141.16 -38.66 -47.53 -47.53 -123.32 141.54 -123.21 -142.71 -95.07 59.17 131.49 -47.53 -42.18 39.29 -7.55 -194.23 -159.77 203.91 -222.06 149.82 -42.89 -42.18 -219.78 251.52 -47.95 -103.48 -297.19 255.18 93.43 -42.89 续表23 A右 B左 B右 跨中 A右 B左 B右 跨中 M V M V M V MAB MBC M V M V M V MAB MBC -102.37 137.83 -136.99 148.64 -52.34 18.70 137.07 -48.09 -91.33 136.65 -134.36 -150.11 -61.48 18.70 143.90 -57.23 -103.93 139.89 -139.02 150.84 -53.08 18.77 139.10 -48.07 -92.70 138.70 -136.35 -152.34 -62.37 18.77 146.05 -57.46 -48.49 101.71 -125.46 124.05 18.68 -42.20 115.36 -38.40 -27.74 111.03 -128.94 -127.63 30.49 -60.30 134.58 -45.60 -112.81 -72.66 115.51 130.55 -90.46 -151.66 110.24 153.68 -101.24 2.06 72.01 -33.01 100.69 142.60 -38.40 -47.19 -116.19 -50.82 98.35 127.19 -82.86 -154.04 -108.96 -157.34 -127.45 10.10 90.11 -49.31 92.22 161.82 -45.60 -56.27 -130.55 142.97 -120.16 141.26 -105.87 69.78 129.39 -47.19 -130.43 118.79 -112.57 -140.54 -132.06 86.07 123.72 -56.27 64.60 88.72 -208.72 164.88 242.99 -258.99 156.74 -42.59 115.58 84.34 -186.33 -169.52 176.42 -203.30 191.92 -50.68 -245.86 155.31 -36.82 98.29 -335.67 292.11 85.95 -42.59 -277.28 157.61 -51.57 -96.25 -285.29 236.42 62.86 -50.68 2层 1层 表中恒载和活载的组合,梁端弯矩取调幅后的数值,剪力取调幅前的较大值如图21所示。图中M左、M右为调幅前弯矩值，M左′、M右′为调幅后弯矩值。剪力值应取V左和V左′具体数值见表14、表15。
图21调幅前后剪力值变化
3.9.2 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25、表26。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24
表24 活荷载按楼层的折减系数?
墙,柱,基础计算截面以上的层数 1 计算截面以上各楼层 1.00 活荷载的折减系数 (0.90) 2～3 0.85 4～5 0.70 6～8 0.65 9～20 ＞20 0.60 0.55
表25 A柱内力组合表
层次 位置 内力 竖向荷载组合 1.35恒+0.7活 90.03 358.98 69.43 389.14 -66.19 60.23 778.40 62.63 809.87 -51.89 62.63 1202.52 62.63 1232.63 -52.91 61.55 1615.96 61.18 1646.08 -52.74 61.33 2036.42 72.08 2066.54 -57.80 37.96 2309.33 21.07 2383.81 -15.72 竖向荷载组合 1.2恒+1.4活 91.58 336.04 70.52 362.81 -67.29 60.09 721.07 62.50 749.04 -52.66 62.50 1112.83 62.50 1139.60 -53.70 60.33 1484.74 59.96 1511.51 -53.52 60.26 1870.64 70.66 1897.42 -58.69 36.99 2246.11 34.39 2222.59 -15.95 竖向荷载与风荷载组合 1.2恒±1.4风 66.31 306.51 52.17 333.29 -49.17 40.17 671.76 43.56 699.73 -34.76 38.28 1040.92 40.04 1067.69 -32.52 35.75 1410.25 35.46 1437.02 -29.56 32.22 1781.16 41.11 1807.93 -30.84 4.62 2153.58 -10.34 2203.78 5.00 75.24 304.69 57.18 331.47 -54.97 56.43 665.40 56.86 693.37 -47.03 62.14 60.37 竖向荷载与风荷载组合 1.2恒+0.9(1.4活±1.4风) 93.52 85.48 332.18 71.19 358.95 -63.16 66.23 712.96 67.26 740.93 -45.96 72.01 70.42 333.82 66.68 360.59 -68.37 51.59 718.68 55.29 746.65 -57.00 50.54 52.12 竖向荷载与地震力组合 1.2(恒+0.5活)±1.3地震 113.74 45.65 311.72 80.61 338.49 -36.50 103.50 669.39 96.50 697.36 -8.09 121.52 111.74 325.58 42.32 352.35 -80.68 3.21 712.76 14.45 740.73 -83.78 -10.56 -0.79 柱顶 6层 柱底 M(kN·m) N(kN) M(kN·m) N(kN) V(kN) M(kN·m) N(kN) M(kN·m) N(kN) V(kN) M(kN·m) N(kN) M(kN·m) N(kN) V(kN) M(kN·m) N(kN) M(kN·m) N(kN) V(kN) M(kN·m) N(kN) M(kN·m) N(kN) V(kN) M(kN·m) N(kN) M(kN·m) N(kN) V(kN) 柱顶 5层 柱底 柱顶 4层 柱底 1026.61 1098.48 1111.36 1023.03 1112.26 1053.38 1125.25 1138.13 1049.80 1139.04 -50.86 -44.25 -60.75 3.93 -97.60 64.67 72.33 48.26 127.81 -18.73 1385.25 1464.79 1487.29 1362.27 1507.79 64.38 71.97 45.94 127.49 -19.05 1412.02 1491.56 1514.07 1389.04 1534.56 -53.58 -41.52 -63.14 14.14 -107.52 67.62 75.15 43.30 136.32 -27.61 1742.35 1842.29 1877.22 1702.37 1914.48 76.50 85.40 53.55 145.85 -18.08 1769.12 1869.06 1903.99 1729.14 1941.25 -60.21 -44.15 -70.59 16.87 -119.21 57.68 60.28 12.52 148.12 -80.81 2096.10 2208.11 2259.85 1926.77 2159.65 -111.454 2146.29 2266.70 2318.44 2084.32 2258.67 -29.71 12.49 18.81 48.59 -76.42 72.65 57.55 -17.14 148.81 柱顶 3层 柱底 柱顶 2层 柱底 柱顶 1层 柱底
表26 B柱内力组合表
层次 位置 内力 竖向荷载组合 竖向荷载组合 竖向荷载与风荷载 组合 竖向荷载与风荷载组合 竖向荷载与地震力组合
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