横向框架梁内力组合计算表格一般组合
0附表2+框架梁由永久荷载效应控制的内力组合表
附表2 框架梁由永久荷载效应控制的内力组合表 kN(kN·m)B梁注：恒载、（楼面）活载的荷载分项系数分别为1.35、1.4；内力组合值均乘以ro=1；为简化计算取 1.35SGk+1.0SQk进行组合。
上柱左梁右梁左梁-89.24-0.225-122.45122.45-0.12104.32-0.233-18.13-0.27520.08-14.93-0.147-28.98下柱24.5421.53-25.31-18.29-49.1426.3224.11-27.11-31.00-52.63第五层29.4724.57-27.36-33.20-53.1330.03 6.6824.72-27.49-33.52-9.03-53.3730.21 6.75-33.67-9.057.16-9.267.38-10.45上柱8.46-8.45-0.177-0.113-72.34-0.146-98.3498.34-0.09386.08-0.181-12.26-0.177 6.98-6.95-0.113-13.53下柱8.46 6.08-8.60-8.45-16.737.38 5.91-7.62-10.45-14.84第四层7.16 5.57-7.45-9.26-14.506.7511.90 5.51-7.43-9.05-13.89-14.466.6811.84-9.03-13.8211.79-13.8011.02-13.90上柱11.31-9.83-0.177-0.113-72.34-0.146-98.3498.34-0.09386.08-0.181-12.26-0.1779.33-8.09-0.113-15.74下柱11.319.09-11.44-9.83-22.2711.029.72-11.36-13.90-22.10第三层11.799.77-11.37-13.80-22.1311.849.739.81-11.44-13.82-12.29-22.2611.909.82-13.89-12.3610.06-12.6610.02-13.19上柱10.80-9.62-0.177-0.113-72.34-0.146-98.3498.34-0.09386.08-0.181-12.26-0.1778.91-7.92-0.113-15.41下柱10.808.27-10.86-9.62-21.1310.028.30-10.42-13.19-20.28第二层10.068.10-10.17-12.66-19.809.8215.688.03-10.12-12.36-16.91-19.699.7315.64-12.29-16.8915.43-16.7414.59-15.81上柱12.62-10.76-0.205-0.124-72.34-0.168-98.3498.34-0.10286.08-0.197-12.26-0.12710.34-8.85-0.077-17.10下柱7.8211.96-13.01-6.68-25.129.0412.65-13.77-9.82-26.59第一层9.5612.82-13.89-10.39-26.83恒载作用下右梁左梁右梁左梁18.13-0.254-339.16-0.086-357.29357.29-0.175324.0893.51-0.1631.66-62.25-0.325107.8958.9036.53-58.18-115.6267.10 108.3867.9636.70-59.57-108.05109.0868.2736.93-59.49-110.64109.1268.7122.3936.94-59.52-110.48-20.8468.7322.43-110.54-20.8922.43-21.0823.27-20.3525.78-28.1543.57-0.121-0.19712.26-0.193-258.42-0.065-270.68270.68-0.106244.6841.12-0.12113.85-15.15-0.19737.1125.7812.50-10.95-28.1525.26 35.7823.2712.05-11.34-20.3535.7822.4312.05-11.24-21.0835.7122.4330.4312.03-11.21-20.89-40.4222.3930.38-20.84-40.3930.19-40.1930.56-39.1030.05-45.8430.47-0.121-0.19712.26-0.193-258.42-0.065-270.68270.68-0.106244.6847.94-0.12116.14-24.66-0.19748.7530.0516.42-21.04-45.8433.52 48.1530.5616.22-21.63-39.1048.4530.1916.32-21.73-40.1948.5430.3828.4716.35-21.75-40.39-34.9730.4328.50-40.42-34.9928.69-35.0929.64-35.8029.50-42.2931.36-0.121-0.19712.26-0.193-258.42-0.065-270.68270.68-0.106244.6847.05-0.12115.85-22.76-0.19747.2829.5015.92-19.26-42.2935.1445.7629.6415.41-18.88-35.8045.4728.6915.31-18.83-35.0945.4128.5031.2315.29-18.82-34.99-42.0228.4731.22-34.97-42.0131.15-41.9830.68-41.7626.77-39.7741.10-0.133-0.23112.26-0.212-213.70-0.072-225.96225.96-0.125199.9642.68-0.08314.49-21.52-0.14448.9116.7116.61-22.60-24.7919.1249.6519.1516.86-22.72-26.0349.7619.4416.90-22.73-26.17作用下的迭代计算-122.45122.45-18.1318.13-357.29357.2921.94-30.26 2.37164.8614.37-82.10 -100.5192.19-15.76182.99-342.92275.19-76.37159.85q35.65q19.88q45.38 1/8ql*l183.671/8ql*l27.061/8ql*l535.93跨中-87.32跨中72.31跨中-226.87左端剪力115.73左端剪力-17.88左端剪力227.52右端剪力-113.14右端剪力-83.48右端剪力-213.58-51.72113.51-98.3498.34-12.2612.26-270.68270.683.59-9.35 6.7956.9612.84-10.40-94.7588.99-5.4769.22-257.84260.28-31.9575.21q28.63q13.51q34.38 1/8ql*l147.501/8ql*l18.391/8ql*l406.02跨中-55.63跨中18.95跨中-146.96左端剪力92.80左端剪力 2.97左端剪力166.84右端剪力-91.01右端剪力-41.61右端剪力-167.34-36.8283.25-98.3498.34-12.2612.26-270.68270.688.19-13.06 4.0374.8310.95-27.15-90.1585.28-8.2387.09-259.73243.53-40.0889.34q28.63q13.51q34.38 1/8ql*l147.501/8ql*l18.391/8ql*l406.02跨中-59.79跨中29.27跨中-154.39左端剪力92.66左端剪力-1.61左端剪力168.75右端剪力-91.14右端剪力-46.19右端剪力-165.42-38.4887.37-98.3498.34-12.2612.26-270.68270.685.94-12.216.0371.1311.77-22.34-92.4086.13-6.2383.39-258.91248.34-29.2088.17q28.63q13.51q34.38 1/8ql*l147.501/8ql*l18.391/8ql*l406.02跨中-58.24跨中26.42跨中-152.40左端剪力92.88左端剪力-1.09左端剪力168.17右端剪力-90.93右端剪力-45.67右端剪力-166.00-46.1190.92-98.3498.34-12.2612.26-225.96225.9611.74-14.97-3.8972.7011.07-28.57-86.6083.37-16.1584.96-214.89197.39-20.7938.88q28.63q13.51q28.70 1/8ql*l147.501/8ql*l18.391/8ql*l338.94跨中-62.52跨中32.17跨中-132.80左端剪力92.40左端剪力 1.44左端剪力141.28右端剪力-91.40右端剪力-43.14右端剪力-137.68-241.92 -152.22 -82.10 -101.69 -115.82 -110.37-111.97 -119.01 -52.34。
【精品文档类】框架梁的内力组合表
框架梁的内力组合：层次截面位置内力GKSQKSwKSEKSwKGKSS4.12.1+)85.0(2.1wKQKGKSSS++QKGKSS4.12.1+EKGKSS3.12.1+控制值调幅后的值第六层FM-75.96 -23.92- ±5.31 ±19.34 -83.72 -98.59 -106.17 -116.79 -124.64 -66.01 -116.29 ±124.64 ±105.94 V86.30 27.74 μ0.99 μ3.65 102.17 104.95 126.15 128.13 142.40 98.82 108.31 142.40 170.88左LM-139.82 -44.89- ±3.04 ±11.28 -163.53 -172.04 -202.90 -208.98 -230.63 -153.12 -182.45 ±230.63 ±196.04 V101.50 32.74 μ0.99 μ3.65 120.41 123.19 148.64 150.62 167.64 117.06 126.55 167.64 201.17右LM-108.77 -35.14- ±5.16 ±17.41 -123.30 -137.75 -155.23 -165.55 -179.72 -107.89 -153.16 ±179.72 ±152.76 V80.67 26.05 μ1.87 μ6.58 94.18 99.42 117.08 120.82 133.27 88.25 105.36 132.27 159.92 'FM-27.15 -8.47 ±6.06 ±22.06 -21.4 -41.06 -33.72 -45.84 -44.44 -3.90 -61.26 ±45.84 ±38.96 V53.47 17.15 μ1.87 μ6.58 61.55 66.78 76.87 80.61 88.17 52.61 69.72 88.17 105.86 跨中FLM89.29 29.09 1.14 -4.03 108.74 133.01 121.97 112.39 133.01 159.61 LRM32.64 10.59 -0.45 -2.33 38.54 47.72 53.99 36.14 53.99 64.79第五层FM-117.00 -32.74 ±14.43 ±33.92 -120.20 -160.60 -153.80 -182.66 -186.24 -96.30 -184.50 ±186.24 ±158.30 V102.93 28.78 μ2.29 μ6.03 120.31 126.72 145.69 150.27 163.81 115.68 131.36 163.81 196.57左LM-160.53 -45.04 ±4.78 ±16.73 -185.94 -199.33 -226.14 -235.70 -255.69 -170.89 -214.39 ±255.69 ±217.34 V113.25 31.70 μ2.29 μ6.03 132.69 139.11 160.56 165.14 180.28 128.06 143.74 180.28 216.34右LM-109.96 -30.67 ±18.63 ±53.07 -105.87 -158.03 -139.39 -176.65 -174.89 -62.96 -200.94 ±200.94 ±170.80 V85.90 24.57 μ5.90 μ16.25 94.82 111.34 118.06 129.86 137.48 81.96 124.21 137.48 164.98 'FM-45.90 -12.84 ±16.79 ±41.41 -31.57 -78.59 -49.20 -82.78 -73.06 -1.25 -108.91 ±108.91 ±92.57 V66.54 18.63 μ5.90 μ16.25 71.59 81.11 89.78 101.58 105.93 58.72 100.97 105.93 127.12 跨中FLM88.26 24.61 4.83 8.60 112.67 131.66 140.37 117.09 140.37 168.44 LRM37.9 10.64 0.92 5.83 46.77 55.44 60.38 53.06 60.38 72.46第四层FM-118.43 -33.13 ±24.89 ±64.04 -107.27 -176.96 -145.39 -195.17 -188.50 -58.86 -225.37 ±225.37 ±191.56 V103.14 28.85 μ5.07 μ11.40 116.67 130.87 143.22 153.36 164.16 108.95 138.59 164.16 196.99左LM-160.14 -44.80 ±17.71 ±31.76 -167.37 -216.96 -204.54 -239.96 -254.89 -149.88 -234.46 ±254.89 ±216.66 V113.08 31.63 μ5.07 μ11.40 128.60 142.79 157.51 167.65 179.98 120.88 150.52 179.98 215.98右LM-110.24 -30.83 ±19.35 ±61.93 -105.20 -159.38 -139.14 -177.78 -175.45 -51.78 -212.80 ±212.80 ±180.88 V87.78 24.55 μ7.99 μ22.39 94.15 116.52 117.21 134.19 139.71 76.23 134.44 139.71 167.65 'FM-46.87 -13.12 ±28.59 ±72.42 -16.22 -96.25 -38.81 -95.99 -74.61 34.90 -147.39 ±147.39 ±125.28 V66.66 18.65 μ7.99 μ22.39 68.81 91.18 81.15 103.83 106.10 50.89 109.10 109.10 130.92 跨中FLM87.74 24.53 3.59 16.14 110.31 129.73 139.63 126.27 139.63 167.56 LRM37.27 10.42 -4.62 -5.25 38.26 48.96 59.31 37.90 59.31 71.17第三层FM-124.09 -34.09 ±34.75 ±75.81 -100.26 -197.56 -143.13 -212.63 -196.63 -50.36 -247.46 ±247.46 ±210.34 V103.95 29.33 μ7.39 μ14.10 114.39 135.09 142.38 157.06 165.80 106.41 143.07 165.80 198.96左LM-159.05 -41.77 ±27.30 ±42.65 -152.64 -229.08 -199.06 -253.66 -249.34 -135.42 -246.31 ±253.66 ±215.61 V112.27 31.15 μ7.39 μ14.10 124.38 145.07 153.81 168.59 178.33 116.39 153.05 178.33 214.00右LM-106.39 -31.68 ±28.36 ±80.59 -87.59 -167.75 -126.24 -182.96 -172.02 -22.90 -232.44 ±232.44 ±197.57 V86.54 24.53 μ11.62 μ28.64 87.58 120.12 113.08 136.32 138.19 66.62 141.08 141.08 169.30 'FM-50.50 -14.13 ±41.36 ±91.27 -2.70 -118.50 -31.25 -113.97 -80.38 58.05 -179.25 ±179.25 ±152.36 V67.90 18.67 μ11.62 μ28.64 65.21 97.75 85.73 108.97 107.62 44.25 118.71 118.71 142.45 跨中FLM85.46 25.57 3.73 16.58 107.77 128.02 138.35 124.11 138.35 166.19 LRM37.38 9.47 -6.50 -5.34 35.76 46.41 58.11 37.91 58.11 69.73第二层FM-127.59 -35.44 ±42.21 ±88.54 -94.01 -212.20 -141.02 -225.44 -202.72 -38.01 -268.21 ±268.21 ±227.98 V104.41 29.18 μ9.50 μ16.12 111.99 139.22 140.60 159.60 166.14 104.34 146.25 166.14 199.37左LM-158.65 -44.38 ±37.63 ±46.84 -137.70 -243.06 -190.47 -265.73 -252.51 -129.49 -251.27 ±265.73 ±225.87 V111.81 31.30 μ9.50 μ16.12 120.87 147.47 151.28 170.28 177.99 113.22 155.13 177.99 213.59 右L M-103.04 -28.93 ±45.22 ±96.70 -60.34 -186.96 -102.93 -193.37 -164.01 2.06 -249.36 ±249.36 ±211.96框架外柱的内力组合：层次控制截面内力A 轴 外 柱GK SQK SwK S EK S wK GK S S 4.12.1+ )85.0(2.1wK QK GK S S S ++ QK GK S S 4.12.1+)(3.12.1max M S S EK GK +控制值调幅后的值第六层 上M -75.96 -23.92 ±5.31 ±19.34 -83.72 -98.59 -106.17 -116.79 -124.64 -66.01 -116.29 -124.64 137.10 N 86.30 27.74 ±0.99 ±3.65 104.95 102.17 128.13 126.15 142.40 108.31 98.82 142.40 142.40 下M -58.50 -13.67 μ3.04 μ11.05 -74.46 -65.94 -84.86 -78.78 -89.34 -84.57 -55.84 -89.34 -98.27 N 106.93 48.73 ±0.99 ±3.65 129.74 126.97 170.73 168.75 196.54 133.10 123.61 196.54 196.54 V 86.30 27.74 μ0.99 μ3.65 102.17 104.95 126.15 128.13 196.54 98.82 108.31 142.40 156.64 第五 层上M -58.50 -13.67 ±11.39 ±22.87 -54.25 -86.15 -70.43 -93.21 -89.34 -40.47 -99.93 -99.93 109.92 N 209.86 77.15 ±3.28 ±9.68 256.42 247.24 320.69 314.13 359.84 264.42 239.25 359.84 359.84 下M -63.91 -17.88 μ8.25 μ31.58 -108.24 -85.14 -100.14 -83.64 -101.72 -117.75 -35.64 -117.75 -129.53 N 230.91 97.78 ±3.28 ±9.68 281.18 272.00 362.98 356.42 413.48 289.17 260.00 413.48 413.48 V 102.93 28.78 μ2.29 μ6.03 120.31 126.72 145.69 150.27 163.81 115.68 131.36 163.81 180.19 第四层上M -54.52 -12.25 ±16.64 ±32.46 -33.13 -97.72 -67.75 -90.03 -86.77 -23.23 -107.62 -107.62 118.38 N 333.63 126.63 ±8.35 ±21.08 412.05 388.67 516.34 499.64 539.65 427.76 372.95 539.65 539.65 下M -55.28 -15.04 μ13.62 μ39.67 -85.40 -47.29 -92.74 -65.50 -87.39 -117.91 -14.77 -117.91 -129.70 N 354.26 147.26 ±8.35 ±21.08 436.80 413.42 558.63 541.93 631.28 452.52 397.71 631.28 631.28 V 103.14 28.85 ±5.07 ±11.40 120.67 134.87 143.22 153.36 164.16 108.95 138.59 164.16 180.57 第三层上M -68.81 -19.05 ±21.13 ±36.14 -52.99 -112.15 -80.63 -122.89 -112.24 -38.59 -132.55 -132.55 145.81 N 458.21 176.59 ±15.74 ±35.18 571.89 527.82 715.69 684.21 797.08 595.59 504.12 797.08 797.08 下M -63.80 -19.02 μ17.29 μ44.17 -100.77 -52.35 -110.02 -75.44 -103.19 -133.98 -19.14 -133.98 147.38 N483.17201.55±15.74 ±35.18620.11557.77766.86735.38861.97625.54534.07861.97861.97框架外柱的内力组合：层次控制截面内力C 轴 外 柱GK SQK SwK S EK S wK GK S S 4.12.1+ )85.0(2.1wK QK GK S S S ++ QK GK S S 4.12.1+)(3.12.1max M S S EK GK + 控制值调幅后的值第六层 上M -27.15 -8.47 ±6.06 ±22.06 -24.10 -41.06 -33.72 -45.84 -44.44 -3.90 -61.26 -61.26 67.39 N 53.47 17.15 ±1.87 ±6.58 66.78 61.55 80.61 76.87 88.17 72.72 55.61 88.17 151.83 下M -22.95 -6.42 μ4.04 μ14.71 -33.20 -21.88 -37.04 -28.96 -36.53 -46.66 -8.42 -46.66 51.33 N 74.10 37.78 ±1.87 ±6.58 91.54 86.30 122.90 119.16 141.81 97.47 80.37 205.47 205.47 V 53.47 17.15 μ1.87 μ6.58 61.55 66.78 76.87 80.61 88.17 55.61 72.72 88.17 167.01 第五 层上M -22.95 -6.42 ±12.75 ±26.70 -9.69 45.39 -20.25 -45.75 -36.53 7.17 62.25 62.25 68.48 N 140.64 56.41 ±7.77 ±22.83 179.65 157.89 224.49 208.95 247.74 198.46 139.07 247.74 389.27 下M -25.54 -7.15 μ9.62 μ35.40 -44.12 -17.18 -46.35 -27.11 -40.66 -76.67 15.37 -76.67 84.34 N 161.27 77.04 ±7.77 ±22.83 204.40 182.65 226.78 251.24 301.38 223.22 163.83 301.38 442.91 V 66.54 18.63 μ5.90 μ16.25 71.59 88.11 89.78 101.58 105.93 58.72 100.97 105.93 206.58 第四层上M -21.33 -5.97 ±18.97 ±37.02 0.96 -52.15 -11.70 49.64 -33.95 22.53 -73.72 -73.72 81.09 N 227.93 95.69 ±15.76 ±45.22 295.58 251.45 370.61 339.09 407.48 332.30 214.73 407.48 626.88 下M -22.73 -6.36 μ15.52 μ45.24 -49.00 -5.55 -48.20 -17.16 -36.18 -86.09 31.54 -86.09 94.70 N 248.56 116.32 ±15.76 ±45.22 320.34 276.21 412.90 381.38 461.12 257.06 239.49 461.12 680.51 V 66.66 18.65 ±7.99 ±22.39 68.81 91.18 87.85 103.83 106.10 50.89 109.10 109.10 202.37 第三层上M -27.77 -7.77 ±25.84 ±46.30 2.85 -69.50 -14.09 -65.77 -44.20 -26.87 -93.51 -93.51 102.86 N 316.46 134.99 ±27.38 ±73.86 418.08 341.42 521.87 467.11 568.74 475.77 283.73 568.74 866.00 下M-26.40-7.38μ22.01 μ54.03-62.49-0.87-59.96-15.94-42.01-101.9238.56-101.92112.11N 341.42 159.95 ±27.38 ±73.86 448.04 371.37 573.04 518.28 633.63 505.72 313.69 633.63 753.52 V 67.90 18.67 μ11.62 μ28.64 65.21 97.75 85.73 108.97 107.62 44.25 118.71 118.71 204.04 第二 层上M -26.40 -7.38 ±33.52 ±55.28 15.25 -78.61 -4.43 -71.47 -42.01 40.18 -103.54 -103.54 113.89 N 410.27 179.20 ±47.73 ±108.20 559.15 425.50 692.37 596.91 743.20 632.98 351.66 743.20 1118.33 下M -30.09 -8.41 μ28.55 μ55.28 -76.08 3.86 -71.81 -14.71 -47.88 -107.97 35.76 -107.97 118.78 N 453.23 204.16 ±47.73 ±108.20 589.10 455.45 743.54 648.08 767.27 662.94 381.62 767.27 1183.23 V 68.85 19.25 μ16.35 μ34.34 59.73 105.51 82.63 86.08 115.33 37.98 127.26 127.26 206.18 第一层上M -18.16 -5.07 ±0.00 ±40.57 -21.79 -21.79 -26.10 -26.10 -28.89 30.68 -74.53 -74.53 81.98 N 503.08 223.21 ±0.00 ±138.28 603.70 603.70 793.42 793.42 916.19 783.46 423.93 916.19 1369.19 下 M -9.08 -2.54 μ0.00 μ82.36 -10.90 -10.90 -13.06 -13.06 -14.45 -117.96 96.17 -117.96 -129.76 N 528.04 248.17 ±0.00 ±138.28 633.65 633.65 844.75 844.75 981.07 813.41 453.88 981.07 987.01 V67.85 19.05 μ0.00μ30.0851.42 51.42 97.61 97.61 108.09 42.32 120.52 120.52 132.57框架内柱的内力组合：层次控制截面内力B 轴 内 柱GK SQK SwK S EK S wK GK S S 4.12.1+ )85.0(2.1wK QK GK S S S ++ QK GK S S 4.12.1+)(3.12.1max M S S EK GK + 控制值调幅后的值第六层上M -31.05 -9.75 ±8.20 ±28.69 -25.78 -48.74 -37.35 -53.75 -50.91 0.04 -74.55 74.55 82.01 N 182.17 58.97 ±2.86 ±10.23 222.61 214.60 271.44 265.72 300.91 231.90 205.31 300.91 300.91 下M -35.91 -7.58 μ6.71 μ23.47 21.70 40.49 17.94 31.36 -41.70 0.58 61.60 61.60 67.76 N223.43100.05±2.86 ±10.23272.12264.11356.02350.30408.19281.31254.82408.19408.91。
框架梁内力组合表
-1.27 -5.60 -7.24 -11.26 -6.88 -167.99 -145.48 143.41 -193.88 151.86 -156.85 143.09 144.92 -201.99 -154.25 0.33 -7.61 -7.24 -12.86 -8.89 -177.66 -155.87 163.45 -172.87 147.25 -152.57 141.89 144.34 -207.40 -155.45 2.17 -9.90 -7.24 -14.70 -11.18 -157.88 -143.08 143.85 -203.13 154.25
-106.9 89.3302 86.964 -111.24 -90.412 -3.6366 0.535 -4.128 -3.6366 -0.535 -111.24 -90.412 86.964 -106.9 89.3302 89.4602 91.548 -90.282 -4.5566 0.535 -5.232 -4.5566 -0.535 -90.282 91.548 89.4602
-34.94 -30.098 30.10 7.36 -7.36
左端 AB跨 跨中 右端 左端 二层 BC跨 跨中 右端 左端 CD跨 跨中 右端 左端 AB跨 跨中 右端 左端 一层 BC跨 跨中 右端 左端 CD跨 跨中 右端
M V M M V M V M M V M V M M V M V M M V M V M M V M V M M V
-1.23 0 -1.476 -1.23 0 -35.74 -29.26 28.284 29.06 -34.94 29.06 28.284 -29.26 -1.23 0 -1.476 -1.23 0 -35.74 -29.26 28.284 -34.94 29.06 -34.94 29.06 28.284 -29.26 -1.23 0 -1.476 -1.23 0 -35.74 -29.26 28.284 29.06
梁内力组合表(有公式)
BC跨 梁左端 V
13.34 5.63 -2.75 2.75 16.16 -161.23 161.23 —— —— —— —— —— —— —— —— —— —— 25.38 26.20 23.53 228.99
跨中 M
3.73 1.76 0 0 4.61 0 0 —— —— —— —— —— —— 6.20 6.76 6.94 5.53 —— —— —— ——
竖向恒载 竖向活载 风荷（左） 风荷（右） 重荷 地震（左） 地震（右）
梁端-Mmax
梁端+Mmax
跨中+Mmax
梁端Vmax
杆件名称 截面位置
内力组合
梁左端 M ① ② ③ ④ ⑤ ⑥ ⑦ 1 2 3 4 5 6
-48.8 -15.68 4.62 -4.62 -56.64 239.89 -239.89 -80.39 -84.39 -81.25 -379.83 -42.33 263.06
梁右端 M
-49.89 -16.13 -2.8 2.8 -57.95 -164.86 164.86 -79.60 -84.80 -83.16 -283.86 -45.97 164.43 —— —— —— —— —— —— —— ——
V
-62.92 -23.47 -1 1 -74.66 -58.65 58.65 —— —— —— —— —— —— —— —— —— —— -99.90 -109.20 -107.94 -165.84
梁右端 M
-48.1 -15.54 -4.6 4.6 -55.87
V
-63.2 -23.57 -1.71 1.71 -74.99
-78.12 78.12 —— —— —— —— —— —— —— —— —— —— 99.60 108.37 106.52 189.97
横向框架梁内力组合表
（1）弯矩以梁下部受拉为正，单位：kN·m ； 剪力以向上为正，单位：kN 。
（2）表中内力均为构件端部内力。
Gk S 、Qk S 、GE S 三列中的梁端弯矩为经过调幅后的弯矩标准值，调幅系数取0.8；梁端剪力不乘调幅系数。
（3）组合非震时梁跨间max M +：将计算跨的梁取出脱离体，左右端弯矩值为组合后的弯矩设计值，梁上作用全部恒载、活载设计值，按此计算简图根据平衡条件计算相应的梁端剪力设计值，再计算梁跨间max M +设计值。
（4）组合地震时梁端弯矩：受弯抗震承载力调整系数RE γ= 。
（5）组合地震时梁端剪力：按照公式⎪⎪⎭⎫ ⎝⎛++=Gb nrbb vb RE V l M M V l ηγ计算，其中受剪抗震承载力调整系数RE γ= ；剪力增大系数vb η= ；n l 为梁净跨度； Gb V 为梁在重力荷载代表值作用下，按简支梁计算的梁端截面剪力设计值；b l M 、r b M 分别为梁左右端截面顺时针或反时针方向组合的弯矩设计值，r b b l M M +取顺时针或反时针方向之大值，在Ehk GE 3.12.1S S +列中取数据。
（6）组合地震时梁跨间max M +：将计算跨的梁取出脱离体，左右端弯矩值为组合后的弯矩设计值，取Ehk GE 3.12.1S S + 列数据，梁上作用全部重力荷载代表值的设计值，按此计算简图根据平衡条件计算相应的梁端剪力设计值，再计算梁跨间max M +设计值。
（1）弯矩以左侧受拉为正，单位：kN·m ；轴力以受压为正，单位：kN ； 剪力以对杆件端部顺时针方向为正，单位：kN 。
（2）表中内力均为构件端部内力。
（3）组合非震内力剪力V ：将计算的柱取出脱离体，柱端弯矩值为组合后的弯矩设计值，柱高度取净高，按此计算简图根据平衡条件计算柱端剪力设计值。
（4）验算柱轴压比：N 为组合后的柱端轴力设计值的较大值。
各层柱轴压比应满足[]n n ≤，[]n = 。
梁内力组合表
框架梁内力组合表
竖向荷载 恒载 活载 屋面雪荷 载作用 水平地震作用 风荷载作用 重力荷载 代表值效 应 永久荷载效应控制的组 合 1.35 SGk＋1.4(0.7SQk＋ 0.7SSK+0.6SWK) 左风 右风
单位：弯矩（kN
杆 件 编 号
控 制 截 面
内 力 种 类
可变荷载效
SGK
1
SQK
2
SSK
3 左震4a
SEHK
右震4b 左风5a
SWK
右风5b
SGE
6Hale Waihona Puke 1.2 SGk＋ 1.4SQk
组合项次 左 端 一 层 A B 梁 跨 中 右 端 M V M M V M V 跨 中 右 端 M M V
1+2+3+5a 1+2+3+5b
1+2
左 端 一 层 B C 梁
表
单位：弯矩（kN· m）/剪力（kN）/轴力（kN） 内力组合 可变荷载效应控制的组合 1.2SGk＋0.9× 1.4(SQk+SSK+SWK) 左风 1+2+3+5a 右风 1+2+3+5b 地震作用效应参与的组合 重力荷载代表值+ 重力荷载代表值 +右地震 左地震 1.2 SGE＋ 1.3SEHK 6+4a 1.2 SGE＋ 1.3SEHK 6+4b 顺时针弯 矩 逆时针弯 逆时针弯 顺时针弯矩 矩 矩 基于梁端弯矩的剪力 考虑地震组合时的梁 调整（地震组合）1.1 端剪力设计值1.1 l r l r b （Mb +Mb )/l （Mb +Mb ）/l+VG 第 页 共 页
内力组合表 (2)
附录2 内力组合表附录2.1 框架梁的内力组合表层次截面内力S GK S QKS EK S EK组合一组合二组合三组合四组合五组合六组合七组合八组合九组合十组合十一组合十二组合十三剪力调整左风右风左震右震一层AM -92.23-24.57(-24.74)43.80 -27.30 160.80 -171.40 -145.06 -49.35 -148.89 -86.43 -176.02 -111.79 -171.51 -30.91 -130.45 62.65 -261.25 78.34 -245.56144.04 V94.1024.4(24.4)-10.40 6.50 -38.30 40.90 147.08 98.36 122.02 130.56 151.85 142.21 156.41 79.54 103.20 66.10 153.62 48.03 135.55跨中M120.4835.52(35.64)2.65 -1.65 9.50 -10.10 194.30 148.29 142.27 192.67 187.25 199.68 196.07 124.19 118.17 133.73 114.62 112.99 93.88B左M-110.84-31.03(-30.77)-38.50 24.00 -141.80 151.20 -176.44 -186.91 -99.41 -220.61 -141.86 -212.38 -159.88 -164.74 -77.24 -251.86 33.82 -232.92 52.75 V99.6026.3(26.2)-10.40 6.50 -38.30 40.90 156.34 104.96 128.62 139.55 160.85 151.50 165.69 85.04 108.70 72.63 160.15 53.47 140.99B右M-20.91-5.78(-5.36)21.10 -13.20 77.50 -82.90 -33.18 4.45 -43.57 -5.79 -49.01 -16.17 -44.98 8.63 -39.39 54.33 -102.06 57.87 -98.52121.80 V23.905.8(4.7)-18.90 11.50 -69.40 74.30 36.80 2.22 44.78 12.17 50.48 22.07 47.61 -2.56 40.00 -49.91 108.88 -54.37 104.41跨中M 1.20-0.36(-1.08)-2.60 1.65 -9.45 10.15 0.94 -2.20 3.75 -2.29 3.07 -0.92 2.65 -2.44 3.51 -8.62 10.49 -8.72 10.39CM-0.17-0.255(-0.77)-26.30 16.50 -96.40 103.20 -0.56 -37.02 22.90 -33.66 20.26 -22.57 13.38 -36.99 22.93 -93.80 100.81 -93.83 100.78 V 3.700.1(1.1)-18.90 11.50 -69.40 74.30 4.58 -22.02 20.54 -19.25 19.06 -10.78 14.75 -22.76 19.80 -72.35 86.44 -73.07 85.71二层AM-89.17-24.31(-24.99)31.50 -19.70 137.20 -142.80 -141.03 -62.90 -134.58 -97.94 -162.45 -117.74 -160.74 -45.07 -116.75 42.28 -230.72 57.53 -215.48110.30 V93.8024.4(24.4)-7.60 4.70 -32.90 34.30 146.72 101.92 119.14 133.73 149.23 144.16 154.49 83.16 100.38 71.77 146.02 53.75 128.00跨中M123.6036(35.28)1.55 -1.00 7.10 -7.35 198.72 150.49 146.92 195.63 192.42 203.44 201.30 125.77 122.20 134.04 119.95 112.85 98.76B左M-109.57-30.77(-31.03)-28.40 17.70 -123.00 128.10 -174.56 -171.24 -106.70 -206.03 -147.95 -201.92 -163.20 -149.33 -84.79 -232.49 12.33 -213.73 31.09 V99.9026.3(26.2)-7.60 4.70 -32.90 34.30 156.70 109.24 126.46 143.44 158.94 154.26 164.59 89.26 106.48 78.91 153.16 59.70 133.95B右M-22.95-6.035(-5.19)15.20 -9.50 66.10 -68.90 -35.99 -6.26 -40.84 -15.99 -47.11 -24.13 -44.88 -1.67 -36.25 41.46 -90.17 45.29 -86.33101.40 V25.60 6(4.6) -13.40 8.30 -58.40 60.90 39.12 11.96 42.34 21.40 48.74 29.18 47.41 6.84 37.22 -5.95 95.75 -40.82 91.01跨中M 2.28-0.48(-0.96)-1.60 1.00 -7.05 7.35 2.06 0.50 4.14 0.12 3.39 1.26 3.45 0.04 3.68 -5.25 8.79 -5.52 8.52CM-1.190.34(0.68)-18.40 11.50 -80.20 83.60 -0.95 -27.19 14.67 -24.18 13.49 -16.73 8.39 -26.95 14.91 -78.96 80.75 -78.83 80.87 V 2.00 0.3 (1) -13.40 8.30 -58.40 60.90 2.82 -16.36 14.02 -14.11 13.24 -8.26 9.97 -16.76 13.62 -61.98 69.84 -62.41 69.42注：表中组合一到组合十三的荷载组合式子以及剪力的调整见计算书的4.6.2节（）中的数值为雪荷载作用下的内力；弯矩M的单位为kN·m，剪力V的单位为kN。
框架结构梁柱内力组合计算表(精选)
荷载种类
活载
风载
左风
右风
4
2.17 0.95 -1.75 0.95 -1.19 -3.16 -5.39 2.17 -5.39 1.61 0.82 1.91 -1.70 1.91 -0.76 -3.16 -10.86 1.81 -10.86 1.35 0.42 2.72 -1.79 2.72 -0.67 -2.46 -17.46 0.79 -17.46 0.99 -0.55 3.21 -0.80
-49.44 47.96 40.50 -53.64 -52.05 -24.71 12.14 -15.88 -31.52 -7.67 -54.84 40.67 25.70 -44.23 -36.95 -16.99 16.39 -3.04 -17.05 0.55 -59.55 46.40 11.63 -35.65 -36.76 -24.49 0.68 -4.19 -24.47 -0.68 -59.03 45.16 8.81 -49.63 -36.92 -19.98 32.63 -7.61
-2.00
2.09 -0.57 0.47 0.81 -0.45 2.00 -1.90 0.00 6.79 -1.29 4.00 1.29 1.09 2.79 -1.29 6.35 -6.05 0.00 6.35 -6.05 8.45 -2.20 1.84 4.77 -2.20 10.85 -5.17 0.00 10.85 -5.17 11.94 -2.86 3.36 5.23 -2.86 5.23 -11.31 0.00
0.97 -3.31 3.83 6.10 -8.65 13.77 -13.11 0.00 13.77 -19.07 31.67 -7.99 15.44 16.23 -7.99 36.78 -35.03 0.00 36.78 -35.03 46.34 -13.31 11.51 23.22 -13.31 52.65 -50.14 0.00 52.65 -50.14 58.97 -7.76 14.40 30.17 -7.76 68.40 -65.14 0.00
框架梁内力组合1
表6-1 框架梁内力组合表层次截面位置内力S Gk S QkS Wk S Wk1.2S Gk+1.26(S Qk+S wk)γER[1.2(SGk+0.5SQk)+1.3SEk)] 1.35SGk+SQk1.2SGk+1.4SQkV=γRE[ηVb(Mb左+Mb右)/ln+ VGb]六BM -67.82 -20.87(-4.37) 6.80 -6.80 39.00 -39.00 -99.11 -116.25 -24.98 -101.03 -112.43 -110.6079.42V 63.29 21.71(4.37) -1.50 1.50 -8.70 8.70 101.41 105.19 57.17 76.40 107.15 106.34ClM -74.26 -22.29(-5.31) -4.70 4.70 -25.90 25.90 -123.12 -111.28 -94.48 -43.98 -122.55 -120.32V 66.01 22.75(4.53) 1.50 -1.50 8.70 -8.70 109.77 105.99 79.25 60.03 111.86 111.06CrM -20.98 -13.00(-1.54) 6.20 -6.20 34.10 -34.10 -33.74 -49.37 13.67 -52.82 -41.32 -43.38107.33 V 10.78 3.25(0.63) -6.00 6.00 -42.80 42.80 9.47 24.59 -35.98 58.61 17.80 17.49DlM -2.64 -5.63(-2.31) -8.20 8.20 -68.50 68.50 -20.60 0.07 -70.20 63.37 -9.20 -11.05V 8.62 2.51(0.53) 6.00 -6.00 42.80 -42.80 21.07 5.95 56.36 -38.23 14.15 13.86DrM -68.41 -25.29(-3.90) 6.40 -6.40 54.10 -54.10 -105.89 -122.02 -10.58 -116.07 -117.64 -117.5069.93V 60.71 21.48(4.28) -1.90 1.90 -13.50 13.50 97.53 102.31 49.19 79.03 103.44 102.93EM -70.84 -21.70(-8.48) -7.50 7.50 -42.90 42.90 -121.81 -102.91 -109.40 -25.75 -117.34 -115.40V 62.15 20.64(4.14) 1.90 -1.90 13.50 -13.50 102.98 98.19 80.42 50.58 104.54 103.47跨间M BC72.92 89.68 95.59 83.85 106.76 107.73M CD 3.87 4.59 119.19 106.62 1.95 1.76M DE81.23 76.93 93.35 73.05 20.94 101.75表6-1 框架梁内力组合表(续1)层次截面位置内力S Gk S QkS Wk S Wk1.2S Gk+1.26(S Qk+S wk)γER[1.2(SGk+0.5SQk)+1.3SEk)] 1.35SGk+SQk1.2SGk+1.4SQkV=γRE[ηVb(Mb左+Mb右)/ln + VGb]五BM -97.43 -24.90(-23.55) 14.30 -14.30 70.70 -70.70 -130.28 -166.32 -29.35 -167.22 -156.44 -151.7889.74V 100.77 22.19(22.22) -3.30 3.30 -16.50 16.50 144.73 153.04 95.89 132.35 158.23 151.99ClM -95.83 -24.29(-23.48) -10.60 10.60 -53.00 53.00 -158.95 -132.24 -148.49 -45.14 -153.66 -149.00V 97.75 22.27(22.24) 3.30 -3.30 16.50 -16.50 149.52 141.20 129.28 92.81 154.23 148.48CrM -35.14 -8.73(-9.80) 13.90 -13.90 70.00 -70.00 -35.65 -70.68 32.21 -104.29 -56.17 -54.39122.46 V 9.07 3.03 (2.91) -13.80 13.80 -69.30 69.30 -2.69 32.09 -65.84 87.31 15.27 15.13DlM -14.39 -6.15(-6.45) -19.10 19.10 -96.30 96.30 -49.08 -0.95 -109.74 78.04 -25.57 -25.88V 8.59 2.73 (2.85) 13.80 -13.80 69.30 -69.30 31.14 -3.64 86.79 -66.36 14.33 14.13DrM -98.82 -22.52(-22.79) 15.10 -15.10 75.90 -75.90 -127.93 -165.98 -25.19 -173.20 -155.93 -150.1175.33V 94.70 21.06 (21.08) -4.30 4.30 -21.30 21.30 134.76 145.60 83.81 130.89 148.91 143.13EM -71.89 -15.82(-15.71) -15.70 15.70 -77.80 77.80 -125.99 -86.42 -147.63 4.08 -112.87 -108.42V 94.78 21.06 (21.04) 4.30 -4.30 21.30 -21.30 145.68 134.85 130.94 83.87 149.01 143.22跨间M BC94.92 112.28 114.95 89.03 116.73 118.94M CD22.26 9.37 131.50 126.05 2.75 7.50M DE88.50 99.24 102.83 79.99 110.39 115.94表6-1 框架梁内力组合表(续2)层次截面位置内力S Gk S QkS Wk S Wk1.2S Gk+1.26(S Qk+S wk)γER[1.2(SGk+0.5SQk)+1.3SEk)]1.35SGk+SQk1.2SGk+1.4SQkV=γRE[ηVb、(Mb左+Mb右) /ln+ VGb]四BM-100.04-24.24 22.80 -22.80 101.40 -101.40 -129.50 -186.96 26.68 -228.58 -165.36 -162.47108.62 V 100.85 22.13 -5.20 5.20 -23.10 23.10 142.35 155.46 88.63 139.68 158.28 152.00ClM -96.68 -24.87 -16.00 16.00 -72.00 72.00 -175.34 -135.02 -198.01 -3.98 -161.60 -159.53V 97.67 22.33 5.20 -5.20 23.10 -23.10 151.89 138.79 136.54 85.49 154.18 148.47CrM -34.03 -7.97 21.20 -21.20 95.10 -95.10 -26.68 -80.10 93.81 -162.23 -55.90 -54.78139.38 V 13.46 3.07 -21.80 21.80 -97.50 97.50 -7.45 47.49 -92.44 123.03 21.24 20.45DlM -14.08 -6.15 -31.00 31.00 -138.90 138.90 -65.65 12.47 -183.73 152.84 -26.70 -27.66V 4.20 2.69 21.80 -21.80 97.50 -97.50 35.90 -19.04 113.39 -102.08 8.36 8.81DrM -99.07 -23.05 24.50 -24.50 109.50 -109.50 -124.31 -186.05 33.16 -232.23 -162.55 -159.2188.69V 94.62 21.12 -6.00 6.00 -30.60 30.60 132.60 147.72 73.48 141.10 148.86 143.12EM -72.44 -16.37 -18.60 18.60 -111.10 111.10 -136.15 -89.27 -212.18 67.06 -118.25 -115.58V 94.86 21.00 6.00 -6.00 30.60 -30.60 147.85 132.73 141.28 73.65 149.05 143.23跨间M BC99.23 114.96 118.04 95.48 116.73 115.56M CD44.03 28.84 138.94 129.63 3.71 4.36M DE79.56 98.88 107.32 83.72 94.09 95.58表6-1 框架梁内力组合表(续3)层次截面位置内力S Gk S QkS Wk S Wk1.2S Gk+1.26(S Qk+S wk)γER[1.2(SGk+0.5SQk)+1.3SEk)] 1.35SGk+SQk1.2SGk+1.4SQkV=γRE[ηVb(Mb左+Mb右)/ln+ VGb]三BM -100.04 -24.24 32.00 -32.00 130.90 -130.90 -110.28 -190.92 1.44 -253.81 -159.30 -153.99117.58 V 100.85 22.13 -7.50 7.50 -30.70 30.70 80.24 99.14 80.23 148.08 111.28 86.21ClM -96.68 -24.87 -24.20 24.20 -99.50 99.50 -185.67 -124.69 -219.76 -25.74 -161.60 -159.53V 97.67 22.33 7.50 -7.50 30.70 -30.70 154.79 135.89 144.94 77.09 154.18 148.47CrM -34.03 -7.97 31.90 -31.90 131.30 -131.30 -10.68 -91.07 85.25 -170.78 -53.91 -51.99154.93 V 13.46 3.07 -30.80 30.80 -126.60 126.60 -18.79 58.83 -124.60 155.19 21.24 20.45DlM -14.08 -6.15 -42.00 42.00 -172.60 172.60 -77.57 28.27 -187.59 148.98 -25.16 -25.51V 4.20 2.69 30.80 -30.80 126.60 -126.60 47.24 -30.38 145.55 -134.24 8.36 8.81DrM -99.07 -23.05 33.20 -33.20 136.10 -136.10 -106.09 -189.75 8.28 -257.11 -156.79 -151.1594.87V 94.62 21.12 -9.50 9.50 -38.80 38.80 128.19 152.13 64.41 150.16 148.86 143.12EM -72.44 -16.37 -35.00 35.00 -143.20 143.20 -151.65 -63.45 -230.32 48.92 -114.16 -109.85V 94.86 21.00 9.50 -9.50 38.80 -38.80 152.26 128.32 150.34 64.59 149.05 143.23跨间M BC92.32 115.67 123.75 99.57 106.73 109.56M CD43.87 26.83 144.40 134.60 2.38 3.08M DE72.99 90.47 102.46 85.64 96.37 88.73表6-1 框架梁内力组合表(续4)层次截面位置内力S Gk S QkS Wk S Wk1.2S Gk+1.26(S Qk+S wk)γER[1.2(SGk+0.5SQk)+1.3SEk)] 1.35SGk+SQk1.2SGk+1.4SQkV=γRE[ηVb(Mb右+Mb左)/ln+ VGb]二BM -98.80 -23.93 39.20 -39.20 147.70 -147.70 -99.32 -198.11 44.32 -243.70 -157.31 -152.07139.88 V 100.68 22.13 -9.20 9.20 -34.60 34.60 137.11 160.29 75.75 152.21 158.05 151.80ClM -96.61 -24.80 -29.70 29.70 -112.10 112.10 -184.61 -109.77 -207.41 11.18 -155.23 -150.66V 97.84 22.33 9.20 -9.20 34.60 -34.60 157.14 133.95 149.42 72.95 154.41 148.67CrM -34.11 -8.05 39.10 -39.10 147.90 -147.90 -1.81 -100.34 109.88 -178.52 -54.10 -52.21175.64 V 13.42 3.07 -38.70 38.70 -146.40 146.40 -28.79 68.73 -146.52 177.03 21.19 20.40DlM -14.02 -6.08 -53.80 53.80 -203.40 203.40 -92.28 43.30 -213.67 182.96 -25.01 -25.34V 4.24 2.69 38.70 -38.70 146.40 -146.40 57.24 -40.28 167.47 -156.08 8.41 8.85DrM -99.12 -23.10 42.40 -42.40 160.40 -160.40 -94.63 -201.48 56.78 -256.00 -156.92 -151.29113.22 V 94.47 21.16 -11.90 11.90 -45.00 45.00 125.03 155.02 57.42 156.87 148.69 142.99EM -72.71 -16.65 -43.30 43.30 -163.40 163.40 -162.79 -53.67 -232.25 86.38 -114.81 -110.56V 95.01 21.00 11.90 -11.90 45.00 -45.00 155.47 125.48 157.35 57.90 149.27 143.41跨间M BC128.65 134.44 143.69 129.57 129.48 132.42M CD58.35 148.81 164.07 164.96 6.85 2.80M DE97.31 123.72 137.03 107.64 109.87 107.22表6-1 框架梁内力组合表(续5)层次截面位置内力S Gk S QkS Wk S Wk1.2S Gk+1.26(S Qk+S wk)γER[1.2(SGk+0.5SQk)+1.3SEk)]1.35SGk+SQk1.2SGk+1.4SQkV=γRE[ηVb(Mb左+Mb右) /ln+ VGb]一BM -101.74 -24.73 46.90 -46.90 186.00 -186.00 -94.15 -212.34 78.66 -284.04 -162.08 -156.71152.47 V 100.06 22.42 -11.10 11.10 -41.20 41.20 134.34 162.31 67.97 159.02 157.50 151.46ClM -94.28 -23.60 -36.70 36.70 -123.00 123.00 -189.11 -96.63 -215.40 24.45 -150.88 -146.18V 98.46 22.04 11.10 -11.10 41.20 -41.20 159.91 131.94 157.20 66.14 154.96 149.01CrM -34.71 -9.01 32.10 -32.10 162.40 -162.40 -12.56 -93.45 123.04 -193.64 -55.87 -54.27196.87 V 9.22 2.60 -37.60 37.60 -149.80 149.80 -33.04 61.72 -154.80 176.26 15.05 14.70DlM -9.98 -4.46 -58.20 58.20 -197.00 197.00 -90.92 55.74 -203.06 181.09 -17.93 -18.22V 8.44 3.16 37.60 -37.60 149.80 -149.80 61.49 -33.27 175.75 -155.31 14.55 14.55DrM -102.31 -24.37 46.00 -46.00 155.50 -155.50 -95.52 -211.44 48.56 -254.66 -162.49 -156.89139.77 V 95.55 20.91 -14.10 14.10 -47.30 47.30 123.25 158.78 55.86 160.40 149.91 143.94EM -75.10 -17.77 -55.70 55.70 -185.30 185.30 -182.69 -42.33 -256.25 105.08 -119.15 -115.00V 93.93 21.21 14.10 -14.10 47.30 -47.30 157.20 121.67 158.89 54.36 148.01 142.41跨间M BC132.06 143.78 163.68 141.44 124.84 117.86M CD72.20 70.39 189.57 183.74 4.85 3.83M DE119.54 106.83 145.36 139.73 119.67 104.47。
土木框架计算内力组合表格
表一层柱内力组合杆件名称A0A1B0B1截面位置上端下端剪力上端下端剪力内力种类M N M N V M N M N V 竖向恒载①竖向活载（满跨）②重力荷载代表值③水平地震作用（左向）④水平地震作用（右向）⑤内力组合1.2①+1.4②1.35①+1.4×0.7②1.2③+1.3④（或⑤）M maxN maxN min表二层柱内力组合杆件名称A1A2B1B2截面位置上端下端剪力上端下端剪力内力种类M N M N V M N M N V 竖向恒载①竖向活载（满跨）②重力荷载代表值③水平地震作用（左向）④水平地震作用（右向）⑤内力组合1.2①+1.4②1.35①+1.4×0.7②1.2③+1.3④（或⑤）M maxN maxN min表三层柱内力组合杆件名称A2A3B2B3截面位置上端下端剪力上端下端剪力内力种类M N M N V M N M N V 竖向恒载①竖向活载（满跨）②重力荷载代表值③水平地震作用（左向）④水平地震作用（右向）⑤内力组合1.2①+1.4②1.35①+1.4×0.7②1.2③+1.3④（或⑤）M maxN maxN min表四层柱内力组合杆件名称A3A4B3B4截面位置上端下端剪力上端下端剪力内力种类M N M N V M N M N V 竖向恒载①竖向活载（满跨）②重力荷载代表值③水平地震作用（左向）④水平地震作用（右向）⑤内力组合1.2①+1.4②1.35①+1.4×0.7②1.2③+1.3④（或⑤）M maxN maxN min表五层柱内力组合杆件名称A4A5B4B5截面位置上端下端剪力上端下端剪力内力种类M N M N V M N M N V 竖向恒载①竖向活载（满跨）②重力荷载代表值③水平地震作用（左向）④水平地震作用（右向）⑤内力组合1.2①+1.4②1.35①+1.4×0.7②1.2③+1.3④（或⑤）M maxN maxN min表六层柱内力组合杆件名称A5A6B5B6截面位置上端下端剪力上端下端剪力内力种类M N M N V M N M N V 竖向恒载①竖向活载（满跨）②重力荷载代表值③水平地震作用（左向）④水平地震作用（右向）⑤内力组合1.2①+1.4②1.35①+1.4×0.7②1.2③+1.3④（或⑤）M maxN maxN min。