毕设内力组合表格

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毕业设计内力组合

表一框架梁内力组合表地震 1.2恒+1.4活 1.2恒+1.4 1.2（恒+0.5活） 1.2恒+ 1.2恒+ 风荷载荷载 ±1.4×0.6风 ×0.7活±1.4风 ±1.3地震 1.4×0.7 1.4活左（-右）左（-右）左风右风左风右风左震右震活 -1.36 -9.37 24.17 26.46 22.64 26.45 11.66 36.03 24.54 25.32 -0.37 -2.30 81.91 82.53 80.30 81.33 76.55 82.53 80.82 82.22 0.07 1.30 -123.22 -123.34 -121.37 -121.57 -118.14 -121.52 -121.47 -123.28 1.22 6.70 43.63 41.59 43.36 39.95 49.50 32.08 41.66 42.61 -0.37 -2.30 -87.53 -86.91 -86.27 -85.23 -87.40 -81.42 -85.75 -87.22 -0.35 -2.67 22.99 23.58 22.46 23.44 19.18 26.12 22.95 23.29 -0.27 -2.05 17.19 17.64 15.74 16.50 12.29 17.62 16.12 17.42 0.00 0.00 12.56 12.56 12.51 12.51 12.47 12.47 12.51 12.56 -6.11 -33.75 41.94 52.20 35.83 52.94 -1.92 85.83 44.38 47.07 -1.52 -8.27 86.11 88.66 79.69 83.94 66.03 87.53 81.81 87.38 0.79 5.81 -112.46 -113.79 -104.51 -106.72 -91.27 -106.37 -105.61 -113.12 4.53 24.13 60.83 53.21 59.62 46.93 81.25 18.52 53.27 57.02 -1.52 -8.27 -91.73 -89.18 -86.64 -82.38 -89.89 -68.38 -84.51 -90.45 -1.81 -9.62 16.36 19.40 13.87 18.94 2.56 27.57 16.40 17.88 -1.39 -7.40 26.99 29.33 21.03 24.92 8.66 27.90 22.98 28.16 0.00 0.00 4.73 4.73 4.69 4.69 4.65 4.65 4.69 4.73 -11.81 -50.32 35.98 55.82 26.42 59.49 -25.13 105.71 42.95 45.90 -2.86 -12.33 84.85 89.65 77.68 85.69 60.62 92.67 81.68 87.25 1.78 7.17 -112.86 -115.85 -104.47 -109.45 -90.95 -109.59 -106.96 -114.35 8.24 35.98 62.71 48.86 63.60 40.52 95.46 1.92 52.06 55.79 -2.86 -12.33 -92.99 -88.18 -88.65 -80.64 -95.30 -63.24 -84.64 -90.59 -3.28 -14.34 14.80 20.31 11.72 20.90 -3.46 33.83 16.31 17.56 -2.52 -11.03 26.05 30.28 19.45 26.50 3.94 32.62 22.98 28.16 0.00 0.00 4.40 4.40 4.60 4.60 4.77 4.77 4.60 4.40 -18.12 -63.03 23.38 53.82 10.77 61.51 -48.02 115.86 36.14 38.60 -4.46 -15.44 83.25 90.75 75.19 87.67 56.32 96.46 81.43 87.00 2.56 8.68 -117.84 -122.14 -108.70 -115.86 -94.02 -116.59 -112.28 -119.99 13.01 45.07 62.10 40.24 65.95 29.52 103.23 -13.96 47.74 51.17 -4.46 -15.44 -93.32 -85.83 -89.88 -77.39 -98.33 -58.19 -83.64 -89.58 -5.18 -17.96 15.67 24.37 11.28 25.79 -6.16 40.54 18.53 20.02 -3.98 -13.82 24.82 31.51 17.40 28.55 0.32 36.25 22.98 28.16 0.00 0.00 6.87 6.87 6.82 6.82 6.78 6.78 6.82 6.87

建筑工程毕业设计-内力组合表

3.5.2.2 水平地震作用下的内力计算表3-55 地震作用下○A轴处柱端弯矩和与○A轴相连的梁端弯矩计算(kN.m)层号V i∑D D im D im/∑DV im=(D im/∑D)×V iyh M c上M c下M b总h3.00 295.88 36242.00 6055.00 0.17 49.43 1.89 114.19 93.43 114.19 4.20 2.00 308.94 39423.00 6768.00 0.17 53.04 2.18 106.92 115.83 200.35 4.20 1.00 315.69 32054.00 6217.00 0.19 61.23 2.88 117.56 176.34 233.39 4.80表3-56 地震作用下○B轴处柱端弯矩和与○B轴相连的梁端弯矩计算(kN.m)层号V i∑D D im D im/∑D V im=(D im/∑D) ×V i yh M c上M c下M b总h M b左M b右10.00 57.57 56190.00 11239.00 0.20 11.52 1.23 20.38 34.55 20.38 3.009.00 108.72 56190.00 11239.00 0.20 21.75 1.44 33.92 65.24 68.47 3.008.00 153.69 56190.00 11239.00 0.20 30.74 1.50 46.11 92.22 111.35 3.007.00 192.75 56190.00 11239.00 0.20 38.55 1.50 57.83 115.66 150.05 3.006.00 226.19 56190.00 11239.00 0.20 45.24 1.50 67.86 135.73 183.52 3.005.00 254.31 56190.00 11239.00 0.20 50.87 1.50 76.30 152.60 212.03 3.004.00 277.42 56190.00 11239.00 0.20 55.49 1.35 91.56 166.47 244.16 3.003.00 295.88 36242.00 8044.00 0.22 65.67 2.00 144.81 275.82 4.20 155.64 155.64 2.00 308.94 39423.00 8629.00 0.22 67.62 2.10 142.01 284.01 4.20 208.91 208.91 1.00 315.69 32054.00 6540.00 0.20 64.41 2.59 142.22 309.17 4.80 213.11 213.11表3-57 地震作用下○C轴处柱端弯矩和与○C轴相连的梁端弯矩计算(kN.m)层号V i∑D D im D im/∑D V im=(D im/∑D) ×V i yh M c上M c下h M b左M b右10.00 57.57 56190.00 16856.00 0.30 17.27 1.35 28.50 51.81 3.00 14.25 14.25 9.00 108.72 56190.00 16856.00 0.30 32.61 1.49 49.41 97.84 3.00 50.61 50.61 8.00 153.69 56190.00 16856.00 0.30 46.10 1.50 69.16 138.31 3.00 83.50 83.50 7.00 192.75 56190.00 16856.00 0.30 57.82 1.50 86.73 173.46 3.00 112.52 112.52 6.00 226.19 56190.00 16856.00 0.30 67.85 1.50 101.78 203.56 3.00 137.62 137.62 5.00 254.31 56190.00 16856.00 0.30 76.29 1.50 114.43 228.87 3.00 159.00 159.00 4.00 277.42 56190.00 16856.00 0.30 83.22 1.50 124.83 249.66 3.00 176.85 176.85 3.00 295.88 36242.00 8044.00 0.22 65.67 2.00 144.81 275.82 4.20 197.23 197.23 2.00 308.94 39423.00 8629.00 0.22 67.62 2.10 142.01 284.01 4.20 208.91 208.91 1.00 315.69 32054.00 6540.00 0.20 64.41 2.62 140.67 309.17 4.80 212.34 212.34表3-58 地震作用下○D轴处柱端弯矩和与○D轴相连的梁端弯矩计算(kN.m)层号V i∑D D im D im/∑D V im=(D im/∑D) ×V i yh M c上M c下h M b左M b右10.00 57.57 56190.00 16856.00 0.30 17.27 1.35 28.50 51.81 3.00 14.25 14.25 9.00 108.72 56190.00 16856.00 0.30 32.61 1.38 52.93 97.84 3.00 52.37 52.37 8.00 153.69 56190.00 16856.00 0.30 46.10 1.50 69.16 138.31 3.00 83.50 83.50 7.00 192.75 56190.00 16856.00 0.30 57.82 1.50 86.73 173.46 3.00 112.52 112.52 6.00 226.19 56190.00 16856.00 0.30 67.85 1.50 101.78 203.56 3.00 137.62 137.62 5.00 254.31 56190.00 16856.00 0.30 76.29 1.50 114.43 228.87 3.00 159.00 159.00 4.00 277.42 56190.00 16856.00 0.30 83.22 1.50 124.83 249.66 3.00 176.85 176.85 3.00 295.88 36242.00 8044.00 0.22 65.67 2.00 144.81 275.82 4.20 197.23 197.23 2.00 308.94 39423.00 8629.00 0.22 67.62 2.10 142.01 284.01 4.20 208.91 208.91 1.00 315.69 32054.00 6540.00 0.20 64.41 2.62 140.67 309.17 4.80 212.34 212.34表3-59 地震作用下○E轴处柱端弯矩和与○E轴相连的梁端弯矩计算(kN.m)层号V i∑D D im D im/∑DV im=(D im/∑D)×V iyh M c上M c下M b总h10 57.57 56190.00 11239.00 0.20 11.52 1.23 20.38 34.55 20.38 3.0 9 108.72 56190.00 11239.00 0.20 21.75 1.44 33.92 65.24 68.47 3.0 8 153.69 56190.00 11239.00 0.20 30.74 1.50 46.11 92.22 111.35 3.0 7 192.75 56190.00 11239.00 0.20 38.55 1.50 57.83 115.66 150.05 3.0 6 226.19 56190.00 11239.00 0.20 45.24 1.50 67.86 135.73 183.52 3.0 5 254.31 56190.00 11239.00 0.20 50.87 1.50 76.30 152.60 212.03 3.0 4 277.42 56190.00 11239.00 0.20 55.49 1.35 91.56 166.47 244.16 3.0 3 295.88 36242.00 6055.00 0.17 49.43 2.00 109.00 207.62 275.47 4.2 2 308.94 39423.00 6768.00 0.17 53.04 2.18 106.92 222.76 314.54 4.2 1 315.69 32054.00 6217.00 0.19 61.23 2.98 111.68 293.90 334.44 4.8表3-60 水平地震作用梁端弯矩(kN.m)○A轴右梁端○B轴左梁端○B轴右梁端○C轴左梁端○C轴右梁端○D轴左梁端○D轴右梁端○E轴左梁端20.38 14.25 14.25 14.25 14.25 20.3868.47 50.61 50.61 52.37 52.37 68.47111.35 83.50 83.50 83.50 83.50 111.35150.05 112.52 112.52 112.52 112.52 150.05183.52 137.62 137.62 137.62 137.62 183.52212.03 159.00 159.00 159.00 159.00 212.03244.16 176.85 176.85 176.85 176.85 244.16 114.19 155.64 155.64 197.23 197.23 197.23 197.23 275.47 200.35 208.91 208.91 208.91 208.91 208.91 208.91 314.54 233.39 213.11 213.11 212.34 212.34 212.34 212.34 334.44(1)用于承载力计算的框架梁由可变荷载效应控制的基本组合表(工况一)表3-65 用于承载力计算的框架梁由可变荷载效应控制的基本组合表（○A-○B轴间梁）M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数恒荷①活荷②左风③右风④组合项目数值组合项目数值组合项目数值3 左M -29.4 -9.7 17.0 -17.0 1.2×①+1.4×②+ -63.3 1.2×①+1.4×②+ -63.3左V 59.8 19.9 -5.5 5.5 1.2×①+ 1.4×0.6×④104.3 1.4×0.6×④104.3 中M 63.7 21.2 0.4 -0.4 1.4×②+ 105.87右M -63.9 -21.2 -16.1 16.1 1.4×0.6×④ 1.2×①+1.4×②+ -120.0 1.2×①+1.4×②+ -120.0 右V -48.3 -16.1 -5.5 5.5 1.4×0.6×③-85.2 1.4×0.6×④-85.2 2 左M -41.4 -20.0 31.5 -31.5 1.2×①+1.4×②+ -104.1 1.2×①+1.4×②+ -104.1左V 59.6 20.7 -8.8 8.8 1.2×①+ 1.4×0.6×④108.0 1.4×0.6×④108.0 中M 82.3 18.9 5.0 -5.0 1.4×②+ 121.02右M -74.7 -36.2 -21.5 21.5 1.4×0.6×④ 1.2×①+1.4×②+ -158.5 1.2×①+1.4×②+ -158.5 右V -48.5 -15.3 -8.8 8.8 1.4×0.6×③-87.1 1.4×0.6×④-87.1 1 左M -40.5 -19.6 40.5 -40.5 1.2×①+1.4×②+ -110.0 1.2×①+1.4×②+ -110.0左V 54.1 20.7 -10.8 10.8 1.2×①+ 1.4×0.6×④103.1 1.4×0.6×④103.1 中M 81.7 18.6 7.9 -7.9 1.4×②+ 117.49右M -75.0 -36.3 -24.5 24.5 1.4×0.6×④ 1.2×①+1.4×②+ -161.5 1.2×①+1.4×②+ -161.5 右V -48.3 -15.2 -10.8 10.8 1.4×0.6×③-88.4 1.4×0.6×④-88.4表3-66 用于承载力计算的框架梁由可变荷载效应控制的基本组合表（○B-○C轴间梁）M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数恒荷①活荷②左风③右风④组合项目数值组合项目数值组合项目数值10 左M -34.5 -11.6 2.3 -2.30 1.2×①+1.4×②+ -59.57 1.2×①+1.4×②+ -59.57左V 58.5 19.4 -0.6 0.64 1.2×①+ 1.4×0.6×④97.99 1.4×0.6×④97.99 中M 67.8 22.6 0.3 -0.37 1.4×②+ 112.77右M -60.8 -20.7 -1.5 1.57 1.4×0.6×④ 1.2×①+1.4×②+ -102.81 1.2×①+1.4×②+ -102.8 右V -49.7 -16.4 -0.6 0.64 1.4×0.6×③-83.38 1.4×0.6×④-83.38 9-4 左M -22.8 -8.1 23.2 -23.22 1.2×①+1.4×②+ -58.32 1.2×①+1.4×②+ -58.32 左V 60.7 19.8 -6.6 6.62 1.2×①+ 1.4×0.6×④106.11 1.4×0.6×④106.11 中M 65.3 21.6 3.3 -3.36 1.4×②+ 105.82右M -62.2 -18.5 -16.5 16.50 1.4×0.6×④ 1.2×①+1.4×②+ -115.10 1.2×①+1.4×②+ -115.1 右V -47.5 -16.1 -6.6 6.62 1.4×0.6×③-85.30 1.4×0.6×④-85.30 3 左M -57.4 -18.0 16.1 -16.18 1.2×①+1.4×②+ -108.93 1.2×①+1.4×②+ -108.9左V 54.4 17.7 -5.9 5.98 1.2×①+ 1.4×0.6×④95.20 1.4×0.6×④95.20 中M 84.2 27.6 1.7 -1.76 1.4×②+ 138.27右M -59.1 -17.0 -19.6 19.69 1.4×0.6×④ 1.2×①+1.4×②+ -112.11 1.2×①+1.4×②+ -112.1 右V -53.8 -18.2 -5.9 5.98 1.4×0.6×③-95.13 1.4×0.6×④-95.13 2 左M -69.8 -33.0 21.5 -21.53 1.2×①+1.4×②+ -149.17 1.2×①+1.4×②+ -149.1左V 53.2 17.5 -7.1 7.18 1.2×①+ 1.4×0.6×④94.44 1.4×0.6×④94.44 中M 101.7 28.3 0.0 0.00 1.4×②+ 161.81右M -64.2 -31.1 -21.5 21.53 1.4×0.6×④ 1.2×①+1.4×②+ -138.75 1.2×①+1.4×②+ -138.7 右V -55.0 -18.5 -7.1 7.18 1.4×0.6×③-97.91 1.4×0.6×④-97.91 1 左M -70.0 -33.0 24.5 -24.57 1.2×①+1.4×②+ -152.10 1.2×①+1.4×②+ -152.1左V 53.1 17.5 -8.1 8.17 1.2×①+ 1.4×0.6×④95.17 1.4×0.6×④95.17 中M 101.9 28.4 0.1 -0.07 1.4×②+ 162.04右M -64.1 -31.0 -24.4 24.43 1.4×0.6×④ 1.2×①+1.4×②+ -140.99 1.2×①+1.4×②+ -140.9 右V -55.10 -18.47 -8.17 8.17 1.4×0.6×③-98.84 1.4×0.6×④-98.84表3-67 用于承载力计算的框架梁由可变荷载效应控制的基本组合表（○C-○D轴间梁）M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数恒荷①活荷②左风③右风④组合项目数值组合项目数值组合项目数值10 左M -56.70 -19.00 1.57 1.2×①+1.4×②+ -94.64 1.2×①+1.4×②+ -94.64左V 53.67 18.00 -0.52 1.2×①+ 1.4×0.6×④89.60 1.4×0.6×④89.60 中M 81.00 27.00 0.00 1.4×②+ 135.0右M -56.70 -19.00 -1.57 1.4×0.6×④ 1.2×①+1.4×②+ -95.96 1.2×①+1.4×②+ -95.96 右V -53.67 -18.00 -0.52 1.4×0.6×③-90.04 1.4×0.6×④-90.04 9-4 左M -67.90 -18.30 16.50 1.2×①+1.4×②+ -107.10 1.2×①+1.4×②+ -107.10 左V 53.67 18.00 -5.50 1.2×①+ 1.4×0.6×④89.60 1.4×0.6×④89.60 中M 67.50 27.00 0.00 1.4×②+ 118.8右M -67.90 -18.30 -16.50 1.4×0.6×④ 1.2×①+1.4×②+ -120.96 1.2×①+1.4×②+ -120.96 右V -53.67 -18.00 -5.50 1.4×0.6×③-94.22 1.4×0.6×④-94.22 3 左M -67.20 -17.70 19.69 1.2×①+1.4×②+ -105.42 1.2×①+1.4×②+ -105.42左V 54.13 17.86 -6.56 1.2×①+ 1.4×0.6×④89.95 1.4×0.6×④89.95 中M 66.12 26.58 0.00 1.4×②+ 116.5右M -69.96 -18.55 -19.69 1.4×0.6×④ 1.2×①+1.4×②+ -126.46 1.2×①+1.4×②+ -126.46 右V -53.21 -17.86 -7.76 1.4×0.6×③-95.37 1.4×0.6×④-95.37 2 左M -64.30 -31.10 21.53 1.2×①+1.4×②+ -120.70 1.2×①+1.4×②+ -120.70左V 54.58 17.55 -7.18 1.2×①+ 1.4×0.6×④90.07 1.4×0.6×④90.07 中M 96.27 25.66 0.00 1.4×②+ 151.4右M -69.77 -33.78 -21.53 1.4×0.6×④ 1.2×①+1.4×②+ -149.10 1.2×①+1.4×②+ -149.10 右V -52.76 -17.55 -8.97 1.4×0.6×③-95.42 1.4×0.6×④-95.42 1 左M -64.20 -31.06 24.43 1.2×①+1.4×②+ -120.52 1.2×①+1.4×②+ -120.52左V 54.63 17.53 -8.14 1.2×①+ 1.4×0.6×④90.10 1.4×0.6×④90.10 中M 96.10 25.59 0.00 1.4×②+ 151.1右M -70.00 -33.89 -24.43 1.4×0.6×④ 1.2×①+1.4×②+ -151.97 1.2×①+1.4×②+ -151.97 右V -52.70 -17.53 -10.64 1.4×0.6×③-96.72 1.4×0.6×④-96.72表3-68 用于承载力计算的框架梁由可变荷载效应控制的基本组合表（○D-○E轴间梁）M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数恒荷①活荷②左风③右风④组合项目数值组合项目数值组合项目数值10 左M -60.81 -20.37 1.57 -1.57 1.2×①+1.4×②+ -102.81 1.2×①+1.4×②+ -102.81左V 49.74 16.54 -0.64 0.64 1.2×①+ 1.4×0.6×④83.38 1.4×0.6×④83.38 中M 94.16 31.39 0.37 -0.37 1.4×②+ 156.62右M -34.50 -11.60 -2.30 2.30 1.4×0.6×④ 1.2×①+1.4×②+ -59.57 1.2×①+1.4×②+ -59.57 右V -58.51 -19.46 -0.64 0.64 1.4×0.6×③-97.99 1.4×0.6×④-97.99 9-4 左M -62.26 -18.95 16.50 -16.50 1.2×①+1.4×②+ -115.10 1.2×①+1.4×②+ -115.10 左V 47.54 16.21 -6.62 6.62 1.2×①+ 1.4×0.6×④85.30 1.4×0.6×④85.30 中M 104.78 32.39 3.36 -3.36 1.4×②+ 168.25右M -22.80 -8.18 -23.22 23.22 1.4×0.6×④ 1.2×①+1.4×②+ -58.32 1.2×①+1.4×②+ -58.32 右V -60.70 -19.80 -6.62 6.62 1.4×0.6×③-106.11 1.4×0.6×④-106.11 3 左M -65.80 -19.80 19.69 -19.69 1.2×①+1.4×②+ -123.22 1.2×①+1.4×②+ -123.22左V 50.16 16.92 -7.76 7.76 1.2×①+ 1.4×0.6×④90.39 1.4×0.6×④90.39 中M 96.95 30.23 3.58 -3.58 1.4×②+ 155.65右M -42.01 -13.34 -26.85 26.85 1.4×0.6×④ 1.2×①+1.4×②+ -91.64 1.2×①+1.4×②+ -91.64 右V -58.09 -19.08 -7.76 7.76 1.4×0.6×③-102.92 1.4×0.6×④-102.92 2 左M -74.80 -36.20 21.53 -21.53 1.2×①+1.4×②+ -158.53 1.2×①+1.4×②+ -158.53左V 48.55 15.31 -8.97 8.97 1.2×①+ 1.4×0.6×④87.22 1.4×0.6×④87.22 中M 115.71 35.09 5.39 -5.39 1.4×②+ 183.45右M -41.38 -20.03 -32.30 32.30 1.4×0.6×④ 1.2×①+1.4×②+ -104.83 1.2×①+1.4×②+ -104.83 右V -59.69 -20.70 -8.97 8.97 1.4×0.6×③-108.14 1.4×0.6×④-108.14 1 左M -75.00 -36.30 24.43 -24.43 1.2×①+1.4×②+ -161.34 1.2×①+1.4×②+ -161.34左V 48.36 15.21 -10.64 10.64 1.2×①+ 1.4×0.6×④88.27 1.4×0.6×④88.27 中M 116.28 35.36 7.50 -7.50 1.4×②+ 182.73右M -40.45 -19.58 -39.43 39.43 1.4×0.6×④ 1.2×①+1.4×②+ -109.07 1.2×①+1.4×②+ -109.07 右V -59.88 -20.79 -10.64 10.64 1.4×0.6×③-109.90 1.4×0.6×④-109.90(2)用于承载力计算的框架梁由永久荷载效应控制的基本组合表(工况二)表3-69 用于承载力计算的框架梁由永久荷载效应控制的基本组合表（○A-○B轴间梁）M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数恒荷①活荷②组合项目数值组合项目数值组合项目数值3 左M -29.40 -9.79 1.35×①+ -49.28 1.35×①+ -49.28左V 59.88 19.91 1.35×①+ 1.4×0.7×②100.35 1.4×0.7×②100.35 中M 63.72 21.29 1.4×0.7×②106.87右M -63.97 -21.22 1.35×①+ -107.16 1.35×①+ -107.16 右V -48.36 -16.10 1.4×0.7×②-81.06 1.4×0.7×②-81.06 2 左M -41.40 -20.00 1.35×①+ -75.49 1.35×①+ -75.49左V 59.69 20.70 1.35×①+ 1.4×0.7×②100.86 1.4×0.7×②100.86 中M 82.31 18.90 1.4×0.7×②129.63右M -74.79 -36.21 1.35×①+ -136.45 1.35×①+ -136.45 右V -48.56 -15.30 1.4×0.7×②-80.54 1.4×0.7×②-80.54 1 左M -40.50 -19.60 1.35×①+ -73.88 1.35×①+ -73.88左V 54.12 20.79 1.35×①+ 1.4×0.7×②93.43 1.4×0.7×②93.43 中M 81.74 18.64 1.4×0.7×②128.61右M -75.03 -36.32 1.35×①+ -136.88 1.35×①+ -136.88 右V -48.37 -15.21 1.4×0.7×②-80.20 1.4×0.7×②-80.20表3-70 用于承载力计算的框架梁由永久荷载效应控制的基本组合表（○B-○C轴间梁）M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数恒荷①活荷②组合项目数值组合项目数值组合项目数值10.00 左M -56.70 -11.60 1.35×①+ -87.91 1.35×①+ -87.91左V 53.67 19.46 1.35×①+ 1.4×0.7×②91.52 1.4×0.7×②91.52 中M 81.00 22.62 1.4×0.7×②131.51右M -56.70 -20.37 1.35×①+ -96.51 1.35×①+ -96.51 右V -53.67 -16.54 1.4×0.7×②-88.66 1.4×0.7×②-88.66 9-4 左M -67.90 -8.18 1.35×①+ -99.68 1.35×①+ -99.68 左V 53.67 19.80 1.35×①+ 1.4×0.7×②91.85 1.4×0.7×②91.85 中M 67.50 21.62 1.4×0.7×②112.31右M -67.90 -18.95 1.35×①+ -110.24 1.35×①+ -110.24 右V -53.67 -16.21 1.4×0.7×②-88.33 1.4×0.7×②-88.33 3.00 左M -67.20 -18.90 1.35×①+ -109.24 1.35×①+ -109.24左V 54.13 17.78 1.35×①+ 1.4×0.7×②90.50 1.4×0.7×②90.50 中M 66.12 27.65 1.4×0.7×②116.36右M -69.96 -17.60 1.35×①+ -111.69 1.35×①+ -111.69 右V -53.21 -18.22 1.4×0.7×②-89.68 1.4×0.7×②-89.68 2.00 左M -64.30 -33.80 1.35×①+ -119.93 1.35×①+ -119.93左V 54.58 17.55 1.35×①+ 1.4×0.7×②90.88 1.4×0.7×②90.88 中M 96.27 28.35 1.4×0.7×②157.74右M -69.77 -31.11 1.35×①+ -124.68 1.35×①+ -124.68 右V -52.76 -18.45 1.4×0.7×②-89.30 1.4×0.7×②-89.30 1.00 左M -64.20 -33.90 1.35×①+ -119.89 1.35×①+ -119.89左V 54.63 17.53 1.35×①+ 1.4×0.7×②90.93 1.4×0.7×②90.93 中M 96.10 28.42 1.4×0.7×②157.59右M -70.00 -31.06 1.35×①+ -124.94 1.35×①+ -124.94 右V -52.70 -18.47 1.4×0.7×②-89.25 1.4×0.7×②-89.25表3-71 用于承载力计算的框架梁由永久荷载效应控制的基本组合表（○C-○D轴间梁）M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数恒荷①活荷②组合项目数值组合项目数值组合项目数值10.00 左M -34.50 -19.00 1.35×①+ -65.20 1.35×①+ -65.20左V 58.51 18.00 1.35×①+ 1.4×0.7×②96.62 1.4×0.7×②96.62 中M 67.85 27.00 1.4×0.7×②118.05右M -60.81 -19.00 1.35×①+ -100.71 1.35×①+ -100.71 右V -49.74 -18.00 1.4×0.7×②-84.78 1.4×0.7×②-84.78 9-4 左M -22.80 -18.30 1.35×①+ -48.71 1.35×①+ -48.71 左V 60.70 18.00 1.35×①+ 1.4×0.7×②99.58 1.4×0.7×②99.58 中M 65.32 27.00 1.4×0.7×②114.64右M -62.26 -18.30 1.35×①+ -101.99 1.35×①+ -101.99 右V -47.54 -18.00 1.4×0.7×②-81.82 1.4×0.7×②-81.82 3.00 左M -57.40 -17.70 1.35×①+ -94.84 1.35×①+ -94.84左V 54.41 17.86 1.35×①+ 1.4×0.7×②90.95 1.4×0.7×②90.95 中M 84.20 26.58 1.4×0.7×②139.71右M -59.11 -18.55 1.35×①+ -97.98 1.35×①+ -97.98 右V -53.84 -17.86 1.4×0.7×②-90.18 1.4×0.7×②-90.18 2.00 左M -69.80 -31.10 1.35×①+ -124.71 1.35×①+ -124.71左V 53.20 17.55 1.35×①+ 1.4×0.7×②89.02 1.4×0.7×②89.02 中M 101.77 25.66 1.4×0.7×②162.54右M -64.26 -33.78 1.35×①+ -119.86 1.35×①+ -119.86 右V -55.04 -17.55 1.4×0.7×②-91.51 1.4×0.7×②-91.51 1.00 左M -70.00 -31.06 1.35×①+ -124.94 1.35×①+ -124.94左V 53.15 17.53 1.35×①+ 1.4×0.7×②88.92 1.4×0.7×②88.92 中M 101.93 25.59 1.4×0.7×②162.67右M -64.15 -33.89 1.35×①+ -119.81 1.35×①+ -119.81 右V -55.10 -17.53 1.4×0.7×②-91.56 1.4×0.7×②-91.56表3-72 用于承载力计算的框架梁由永久荷载效应控制的基本组合表（○D-○E轴间梁）M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数恒荷①活荷②组合项目数值组合项目数值组合项目数值10.00 左M -60.81 -20.37 1.35×①+ -102.06 1.35×①+ -102.06左V 49.74 16.54 1.35×①+ 1.4×0.7×②83.35 1.4×0.7×②83.35 中M 94.16 31.39 1.4×0.7×②157.87右M -34.50 -11.60 1.35×①+ -57.94 1.35×①+ -57.94 右V -58.51 -19.46 1.4×0.7×②-98.05 1.4×0.7×②-98.05 9-4 左M -62.26 -18.95 1.35×①+ -102.62 1.35×①+ -102.62 左V 47.54 16.21 1.35×①+ 1.4×0.7×②80.06 1.4×0.7×②80.06 中M 104.78 32.39 1.4×0.7×②173.19右M -22.80 -8.18 1.35×①+ -38.80 1.35×①+ -38.80 右V -60.70 -19.80 1.4×0.7×②-101.34 1.4×0.7×②-101.34 3.00 左M -65.80 -19.80 1.35×①+ -108.23 1.35×①+ -108.23左V 50.16 16.92 1.35×①+ 1.4×0.7×②84.29 1.4×0.7×②84.29 中M 96.95 30.23 1.4×0.7×②160.50右M -42.01 -13.34 1.35×①+ -69.79 1.35×①+ -69.79 右V -58.09 -19.08 1.4×0.7×②-97.11 1.4×0.7×②-97.11 2.00 左M -74.80 -36.20 1.35×①+ -136.46 1.35×①+ -136.46左V 48.55 15.31 1.35×①+ 1.4×0.7×②80.54 1.4×0.7×②80.54 中M 115.71 35.09 1.4×0.7×②190.59右M -41.38 -20.03 1.35×①+ -75.49 1.35×①+ -75.49 右V -59.69 -20.70 1.4×0.7×②-100.86 1.4×0.7×②-100.86 1.00 左M -75.00 -36.30 1.35×①+ -136.82 1.35×①+ -136.82左V 48.36 15.21 1.35×①+ 1.4×0.7×②80.20 1.4×0.7×②80.20 中M 116.28 35.36 1.4×0.7×②191.62右M -40.45 -19.58 1.35×①+ -73.80 1.35×①+ -73.80(3)用于承载力计算的框架梁由地震效应控制的基本组合表(工况三)表3-73 用于承载力计算的框架梁由地震效应控制的基本组合表（○A-○B轴间梁）重力荷载水平地震水平地震M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数代表值①作用②作用③组合项目数值组合项目数值组合项目数值3.00 左M -34.30 114.19 -114.19 1.2×①+1.3×③-189.61 1.2×①+1.3×③-189.61左V 69.83 -44.97 44.97 142.26 142.26 中M 74.36 20.72 -20.72 1.2×①+1.3×②116.17右M -74.58 -155.64 155.64 1.2×①+1.3×②-291.82 1.2×①+1.3×②-291.82 右V -56.41 -44.97 44.97 -126.15 -126.15 2.00 左M -51.20 200.35 -200.35 1.2×①+1.3×③-321.90 1.2×①+1.3×③-321.90左V 88.73 -68.21 68.21 195.15 195.15 中M 100.81 4.28 -4.28 1.2×①+1.3×②126.53右M -92.59 -208.91 208.91 1.2×①+1.3×②-382.69 1.2×①+1.3×②-382.69 右V -74.93 -68.21 68.21 -178.59 -178.59 1.00 左M -50.10 233.39 -233.39 1.2×①+1.3×③-363.53 1.2×①+1.3×③-363.53左V 88.96 -74.42 74.42 203.49 203.49 中M 100.11 10.14 -10.14 1.2×①+1.3×②133.31右M -92.88 -213.11 213.11 1.2×①+1.3×②-388.50 1.2×①+1.3×②-388.50 右V -74.70 -74.42 74.42 -186.38 -186.38表3-74 用于承载力计算的框架梁由地震效应控制的基本组合表（○B-○C轴间梁）重力荷载水平地震水平地震M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数代表值①作用②作用③组合项目数值组合项目数值组合项目数值10.00 左M -39.90 20.38 -20.38 1.2×①+1.3×③-74.38 1.2×①+1.3×③-74.38左V 67.80 -5.77 5.77 88.87 88.87 中M 79.27 3.07 -3.07 1.2×①+1.3×②99.11右M -70.36 -14.25 14.25 1.2×①+1.3×②-102.95 1.2×①+1.3×②-102.95 右V -57.65 -5.77 5.77 -76.68 -76.68 9-4 左M -29.80 244.16 -244.16 1.2×①+1.3×③-353.16 1.2×①+1.3×③-353.16 左V 72.74 -70.17 70.17 178.50 178.50 中M 77.81 33.65 -33.65 1.2×①+1.3×②137.12右M -72.19 -176.85 176.85 1.2×①+1.3×②-316.53 1.2×①+1.3×②-316.53 右V -58.61 -70.17 70.17 -161.54 -161.54 3.00 左M -66.80 155.64 -155.64 1.2×①+1.3×②-282.49 1.2×①+1.3×②-282.49左V 65.87 -58.81 58.81 155.50 155.50 中M 98.39 20.80 -20.80 1.2×①+1.3×②145.11右M -68.02 -197.23 197.23 1.2×①+1.3×②-338.03 1.2×①+1.3×②-338.03 右V -65.47 -58.81 58.81 -155.02 -155.02 2.00 左M -86.40 208.91 -208.91 1.2×①+1.3×③-375.27 1.2×①+1.3×③-375.27左V 80.69 -69.64 69.64 187.35 187.35 中M 124.92 0.00 0.00 1.2×①+1.3×②149.90右M -79.56 -208.91 208.91 1.2×①+1.3×②-367.06 1.2×①+1.3×②-367.06 右V -82.97 -69.64 69.64 -190.09 -190.09 1.00 左M -86.70 213.11 -213.11 1.2×①+1.3×③-381.09 1.2×①+1.3×③-381.09左V 80.61 -70.91 70.91 188.92 188.92 中M 125.14 0.39 -0.39 1.2×①+1.3×②150.67右M -79.42 -212.34 212.34 1.2×①+1.3×②-371.35 1.2×①+1.3×②-371.35表3-75 用于承载力计算的框架梁由地震效应控制的基本组合表（○C-○D轴间梁）重力荷载水平地震水平地震M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数代表值①作用②作用③组合项目数值组合项目数值组合项目数值10.00 左M -65.60 14.25 -14.25 1.2×①+1.3×③-97.24 1.2×①+1.3×③-97.24左V 57.61 -4.75 4.75 75.30 75.30 中M 94.50 0.00 0.00 1.2×①+1.3×②113.40右M -65.60 -14.25 14.25 1.2×①+1.3×②-97.24 1.2×①+1.3×②-97.24 右V -57.61 -4.75 4.75 -75.30 -75.30 9-4 左M -77.60 176.85 -176.85 1.2×①+1.3×③-323.02 1.2×①+1.3×③-323.02 左V 57.61 -58.95 58.95 145.76 145.76 中M 81.00 0.00 0.00 1.2×①+1.3×②97.20右M -77.60 -176.85 176.85 1.2×①+1.3×②-323.02 1.2×①+1.3×②-323.02 右V -57.61 -58.95 58.95 -145.76 -145.76 3.00 左M -76.50 197.23 -197.23 1.2×①+1.3×②-348.20 1.2×①+1.3×②-348.20左V 58.14 -65.74 65.74 155.24 155.24 中M 79.40 0.00 0.00 1.2×①+1.3×②95.28右M -79.70 -197.23 197.23 1.2×①+1.3×②-352.04 1.2×①+1.3×②-352.04 右V -57.08 -65.74 65.74 -153.96 -153.96 2.00 左M -79.60 208.91 -208.91 1.2×①+1.3×③-367.11 1.2×①+1.3×③-367.11左V 82.96 -69.64 69.64 190.08 190.08 中M 118.12 0.00 0.00 1.2×①+1.3×②141.74右M -86.37 -208.91 208.91 1.2×①+1.3×②-375.23 1.2×①+1.3×②-375.23 右V -80.70 -69.64 69.64 -187.37 -187.37 1.00 左M -79.40 212.34 -212.34 1.2×①+1.3×③-371.32 1.2×①+1.3×③-371.32左V 83.04 -70.78 70.78 191.66 191.66 中M 117.87 0.00 0.00 1.2×①+1.3×②141.44右M -86.66 -212.34 212.34 1.2×①+1.3×②-380.04 1.2×①+1.3×②-380.04表3-76 用于承载力计算的框架梁由地震效应控制的基本组合表（○D-○E轴间梁）重力荷载水平地震水平地震M max相应的V(kN) M min相应的V(kN) │V│max相应的M(kN.m) 层数代表值①作用②作用③组合项目数值组合项目数值组合项目数值10.00 左M -70.36 14.25 -14.25 1.2×①+1.3×③-102.95 1.2×①+1.3×③-102.95左V 57.65 -5.77 5.77 76.68 76.68 中M 109.73 3.07 -3.07 1.2×①+1.3×②135.66右M -39.90 -20.38 20.38 1.2×①+1.3×②-74.38 1.2×①+1.3×②-74.38 右V -67.80 -5.77 5.77 -88.87 -88.87 9-4 左M -72.19 176.85 -176.85 1.2×①+1.3×③-316.53 1.2×①+1.3×③-316.53 左V 58.61 -70.17 70.17 161.54 161.54 中M 120.20 33.65 -33.65 1.2×①+1.3×②187.98右M -29.80 -244.16 244.16 1.2×①+1.3×②-353.16 1.2×①+1.3×②-353.16 右V -72.74 -70.17 70.17 -178.50 -178.50 3.00 左M -75.80 197.23 -197.23 1.2×①+1.3×②-347.36 1.2×①+1.3×②-347.36左V 61.15 -78.78 78.78 175.79 175.79 中M 112.57 39.12 -39.12 1.2×①+1.3×②185.94右M -48.66 -275.47 275.47 1.2×①+1.3×②-416.50 1.2×①+1.3×②-416.50 右V -70.19 -78.78 78.78 -186.65 -186.65 2.00 左M -86.37 208.91 -208.91 1.2×①+1.3×③-375.23 1.2×①+1.3×③-375.23左V 75.97 -87.24 87.24 204.58 204.58 中M 139.07 52.82 -52.82 1.2×①+1.3×②235.54右M -51.23 -314.54 314.54 1.2×①+1.3×②-470.38 1.2×①+1.3×②-470.38 右V -87.68 -87.24 87.24 -218.64 -218.64 1.00 左M -86.66 212.34 -212.34 1.2×①+1.3×③-380.04 1.2×①+1.3×③-380.04左V 75.73 -91.13 91.13 209.35 209.35 中M 139.79 61.05 -61.05 1.2×①+1.3×②247.11右M -50.08 -334.44 334.44 1.2×①+1.3×②-494.87 1.2×①+1.3×②-494.87(4)用于承载力计算的框架柱由可变荷载效应控制的基本组合表(工况一)表3-77 用于承载力计算的框架柱由活荷载效应控制的基本组合表(○A轴处柱)恒荷载活荷载左风右风N max相应的M(kN.m) N min相应的M(kN.m) │M│max 相应的N(kN) 层数①②③④组合项目数值组合项目数值组合项目数值3 上M 29.4 9.8 0.0 0.0 1.2×①+1.4×②+1.4×0.6×③49.0 1.2×①+1.4×②+1.4×0.6×④49.0 1.2×①+1.4×0.7×②+1.4×③44.9N 115.9 75.9 5.6 -5.6 250.0 240.7 221.2 下M -20.7 -100 -17 17.1 -53.2 -24.5 -58.6N 115.9 75.9 5.6 -5.6 1.2×①+1.4×②+1.4×0.6×③250.0 1.2×①+1.4×②+1.4×0.6×④240.7 1.2×①+1.4×0.7×②+1.4×③221.2V 1.5 0.2 -7.4 7.4 -4.2 8.2 -8.42 上M 20.7 10.0 0.0 0.0 1.2×①+1.4×②+1.4×0.6×③38.9 1.2×①+1.4×②+1.4×0.6×④38.9 1.2×①+1.4×0.7×②+1.4×③34.7N 349.0 270.1 14.4 -14.4 809.0 784.8 703.6 下M -21.4 -10.4 -31 31.5 -66.7 -13.7 -80.0N 349.0 270.1 14.4 -14.4 1.2×①+1.4×②+1.4×0.6×③809.0 1.2×①+1.4×②+1.4×0.6×④784.8 1.2×①+1.4×0.7×②+1.4×③703.6V 1.5 0.2 -8.7 8.7 -5.3 9.3 -10.21 上M 10.0 9.2 0.0 0.0 1.2×①+1.4×②+1.4×0.6×③25.0 1.2×①+1.4×②+1.4×0.6×④25.0 1.2×①+1.4×0.7×②+1.4×③21.1N 599.7 481.7 25.2 -25.2 1415.2 1372.8 1227.0 下M -9.5 -4.6 -40 40.5 -51.9 16.2 -72.7N 599.7 481.7 25.2 -25.2 1.2×①+1.4×②+1.4×0.6×③1415.2 1.2×①+1.4×②+1.4×0.6×④1372.8 1.2×①+1.4×0.7×②+1.4×③1227V 1.5 0.2 -11 11.2 -7.4 11.4 -13.7表3-78 用于承载力计算的框架柱由活荷载效应控制的基本组合表(○B轴处柱)恒荷载活荷载左风右风N max相应的M N min相应的M │M│max 相应的N 层数①②③④组合项目数值组合项目数值组合项目数值10 上M 35 12 2 -2 1.2×①+1.4×②+ 60 1.2×①+1.4×②+ 56 1.2×①+1.4×0.7 56N 115 75 1 -1 1.4×0.6×③244 1.4×0.6×④243 ×②+1.4×③212 下M -11 -4 -2 2 -21 -18 -20 N 115 75 1 -1 1.2×①+1.4×②+ 244 1.2×①+1.4×②+ 243 1.2×①+1.4×0.7 212V 2 0 -1 1 1.4×0.6×③ 1 1.4×0.6×④ 3 ×②+1.4×③0 9-4 上M 11 4 13 -13 1.2×①+1.4×②+ 30 1.2×①+1.4×②+ 9 1.2×①+1.4×0.7 36 N 1366 1082 26 -26 1.4×0.6×③3175 1.4×0.6×④3132 ×②+1.4×③2735 下M -11 -4 -11 11 -28 -11 -32 N 1366 1082 26 -26 1.2×①+1.4×②+ 3175 1.2×①+1.4×②+ 3132 1.2×①+1.4×0.7 2735V 2 0 -8 8 1.4×0.6×③-5 1.4×0.6×④9 ×②+1.4×③-9 3 上M 2 1 22 -22 1.2×①+1.4×②+ 22 1.2×①+1.4×②+ -14 1.2×①+1.4×0.7 34N 1568 1247 25 -25 1.4×0.6×③3649 1.4×0.6×④3607 ×②+1.4×③3140 下M -3 -1 -20 20 -21 12 -32 N 1568 1247 25 -25 1.2×①+1.4×②+ 3649 1.2×①+1.4×②+ 3607 1.2×①+1.4×0.7 3140V 2 0 -10 10 1.4×0.6×③-6 1.4×0.6×④10 ×②+1.4×③-12 2 上M 3 1 23 -23 1.2×①+1.4×②+ 24 1.2×①+1.4×②+ -15 1.2×①+1.4×0.7 37N 1902 1545 27 -27 1.4×0.6×③4467 1.4×0.6×④4422 ×②+1.4×③3833 下M -3 -1 -23 23 -25 15 -37 N 1902 1545 27 -27 1.2×①+1.4×②+ 4467 1.2×①+1.4×②+ 4422 1.2×①+1.4×0.7 3833V 2 0 -11 11 1.4×0.6×③-7 1.4×0.6×④11 ×②+1.4×③-14 1 上M 2 1 26 -26 1.2×①+1.4×②+ 26 1.2×①+1.4×②+ -17 1.2×①+1.4×0.7 40N 2263 1870 29 -29 1.4×0.6×③5358 1.4×0.6×④5309 ×②+1.4×③4589 下M -1 -1 -30 30 -28 23 -44 N 2263 1870 29 -29 1.2×①+1.4×②+ 5358 1.2×①+1.4×②+ 5309 1.2×①+1.4×0.7 4589表3-79 用于承载力计算的框架柱由活荷载效应控制的基本组合表(○C轴处柱)恒荷载活荷载左风右风N max相应的M N min相应的M │M│max 相应的N 层数①②③④组合项目数值组合项目数值组合项目数值10 上M 4 1 3 -3 1.2×①+1.4×②+ 9 1.2×①+1.4×②+ 4 1.2×①+1.4×0.7 11N 163 95 0 0 1.4×0.6×③329 1.4×0.6×④328 ×②+1.4×③289 下M -3 0 -3 3 -6 -2 -7 N 163 95 0 0 1.2×①+1.4×②+ 329 1.2×①+1.4×②+ 328 1.2×①+1.4×0.7 289V 2 0 1 -1 1.4×0.6×③ 3 1.4×0.6×④ 1 ×②+1.4×③ 4 9-4 上M 3 0 18 -18 1.2×①+1.4×②+ 19 1.2×①+1.4×②+ -11 1.2×①+1.4×0.7 28 N 1835 1338 4 -4 1.4×0.6×③4078 1.4×0.6×④4071 ×②+1.4×③3518 下M -5 0 -18 18 -21 9 -30 N 1835 1338 4 -4 1.2×①+1.4×②+ 4078 1.2×①+1.4×②+ 4071 1.2×①+1.4×0.7 3518V 2 0 8 -8 1.4×0.6×③9 1.4×0.6×④-5 ×②+1.4×③13 3 上M 3 0 22 -22 1.2×①+1.4×②+ 22 1.2×①+1.4×②+ -14 1.2×①+1.4×0.7 35N 2113 1545 3 -3 1.4×0.6×③4701 1.4×0.6×④4696 ×②+1.4×③4054 下M 0 0 -20 20 -17 17 -28 N 2113 1545 3 -3 1.2×①+1.4×②+ 4701 1.2×①+1.4×②+ 4696 1.2×①+1.4×0.7 4054V 2 0 10 -10 1.4×0.6×③10 1.4×0.6×④-6 ×②+1.4×③16 2 上M 0 0 23 -23 1.2×①+1.4×②+ 20 1.2×①+1.4×②+ -20 1.2×①+1.4×0.7 33N 2500 1860 3 -3 1.4×0.6×③5607 1.4×0.6×④5602 ×②+1.4×③4828 下M 0 0 -23 23 -20 20 -33 N 2500 1860 3 -3 1.2×①+1.4×②+ 5607 1.2×①+1.4×②+ 5602 1.2×①+1.4×0.7 4828V 2 0 11 -11 1.4×0.6×③11 1.4×0.6×④-7 ×②+1.4×③17 1 上M 0 0 26 -26 1.2×①+1.4×②+ 22 1.2×①+1.4×②+ -22 1.2×①+1.4×0.7 36N 2916 2203 3 -3 1.4×0.6×③6585 1.4×0.6×④6580 ×②+1.4×③5662 下M 0 0 -30 30 -25 25 -42 N 2916 2203 3 -3 1.2×①+1.4×②+ 6585 1.2×①+1.4×②+ 6580 1.2×①+1.4×0.7 5662。

内力组合计算表

-40.87 12.04 22.99 -12.04 -64.09 38.35 52.44 -38.35 -82.95 78.46 70.66 -78.46 -114.76 133.87 152.13 -133.87
※ 一/二级框架结构底层柱下端截面弯矩设计值宜乘增大系数1.5/1.25 柱端组合弯矩设计值的调整：∑Mc≥ηc∑Mb ∑Mc —— 同一节点上、下柱端截面顺时针或逆时针方向组合弯矩设计值之和； ∑Mb —— 同一节点左、右梁端截面顺时针或逆时针方向组合的弯矩设计值； c ——柱端弯矩增大系数，一、二、三级分别取1.4、1.2、1.1。调整后，仍可用表格方式列示出各截面的γREMC、γRENC。
50.31 0.39 -32.17 0.39 82.79 3.49 -67.74 3.49 101.19 6.60 -97.22 6.60 138.58 11.51 -169.37 11.51
40.87 -12.04 -22.99 12.04 64.09 -38.35 -52.44 38.35 82.95 -78.46 -70.66 78.46 114.76 -133.87 -152.13 133.87
SWK（左） SWK（右） SEK（左） SEK（右）
-50.31 -0.39 32.17 -0.39 -82.79 -3.49 67.74 -3.49 -101.19 -6.60 97.22 50.31 0.39 -32.17 0.39 82.79 3.49 -67.74 3.49 101.19 6.60 -97.22 40.87 -12.04 -22.99 12.04 64.09 -38.35 -52.44 38.35 82.95 -78.46 -70.66 -40.87 12.04 22.99 -12.04 -64.09 38.35 52.44 -38.35 -82.95 78.46 70.66

土木工程毕业设计内力组合表(10层)

AB梁跨中 97.95 29.03 3.08 7.82 160.77 95.36 150.30
BC梁左端 -18.70 -7.94 20.04 74.91 -1.87 -50.39
9.36
VB
19.91 9.51 14.89 38.42 32.42 24.70 40.76
BC梁右端 -18.70 -7.94 20.04 74.91 -50.39 -1.87 -58.28
AB梁右端 -78.63 -25.82 123.15 269.78 -233.95 24.82 -292.07
VB
77.96 22.34 34.01 74.54 153.40 49.39 163.06
AB梁跨中 80.46 25.40 4.40 9.74 135.81 76.76 127.60
BC梁左端 -12.90 -6.46 59.02 129.31 36.68 -74.10 69.73
1.98
VB
19.91 9.51 7.24 24.53 25.99 31.12 30.05
VB
84.41 22.88 24.42 57.42 153.84 63.90 157.90
AB梁跨中 88.91 26.48 7.66 17.90 150.20 82.48 143.37
BC梁左端 -14.20 -6.71 40.22 94.62 19.58 -60.22 42.11
VB
19.91 9.51 20.63 48.52 37.24 19.88 48.79
无震组合
层数 4 4
层数 5 5
层数 6 6
层数
1.2
1.2
1.2
（1.0）（1.0）（1.0）
恒+1.4* 恒+1.4* 恒+1.4*

内力组合表及梁柱配筋

s M 1 f c b h0 2
( s M 1 f c bh 0 )
2
4 1 1 2 s
A s 1 f c b f h 0 f y A s 1 f c bh 0 f y
选配钢筋实配钢筋截面面积 M γREM
2*25+2*20 2*16+1*14 1*14+2*25 1610.00 556.00 1135.00 218.69 -67.80 -156.82 164.02 -50.85 -117.62 0.208 0.235 1318.42 0.009 0.009 362.31 0.149 0.162 907.70
253.87 190.40 0.241 0.280 1570.58
-100.08 -75.06 0.014 0.014 536.00
-185.23 -138.92 0.176 0.195 1091.65
120.64 90.48 0.016 0.017 647.04 1*18+2*16 656.00 117.00 87.75 0.016 0.016 627.36 1*18+2*16 656.00 107.56 80.67 0.015 0.015 576.36 1*18+2*16 656.00 91.62 68.72 0.012 0.013 490.41 1*18+2*16 656.00
s M 1 f c b h0 2
( s M 1 f c bh 0 )
2
3 1 1 2 s
A s 1 f c b f h 0 f y A s 1 f c bh 0 f y
选配钢筋 2*20+1*16 实配钢筋截面面积 829.10

土木毕业设计内力组合

表恒载作用下梁端弯矩（kN·m）层次 A l B r B l C r C5 -191.376 291.17 -269.871260.348 -260.348 4 -174.925 200.007 -188.225 185.579 -185.579 3 -165.304 200.007 -188.225 185.579 -185.579 2 -164.852 200.007 -188.225 185.579 -185.579 1-156.682200.007-188.225185.579-185.579表活载作用下梁端弯矩（kN·m）层次 AlB r Bl Cr C5-43.54 60.82 -56.369 54.38 -54.38 4 -84.675 102.558 -96.517 95.16 -95.16 3 -84.795 102.558 -96.517 95.16 -95.16 2 -84.988 103.558 -96.517 95.16 -95.16 1 -80.617 102.815-96.6495.16-95.16表雪载作用下梁端弯矩（kN·m）层次 AlB r Bl Cr C5 -14.374 13.544 -12.553 12.11 -12.11 4 -81.992 102.558 -96.517 95.16 -95.16 3 -84.795 102.558 -96.517 95.16 -95.16 2 -84.988 103.558 -96.517 95.16 -95.16 1 -80.617 102.815 -96.64 95.16 -95.16恒载作用下的梁端剪力（kN ）层次荷载引起的剪力弯矩引起的剪力 AB 跨 BC 跨 CD 跨AB 跨 BC 跨 CD 跨B A V V =C B V V =D C V V = B A V V -=C B V V -=D C V V -= 5 164.000164.000 164.000 -12.794 1.221 0.000 4 116.955 116.955 116.955 -3.216 0.339 0.000 3 116.955 116.955 116.955 -4.449 0.339 0.000 2 116.955 116.955 116.955 -4.507 0.339 0.000 1 116.955116.955116.955 -5.9890.3390.000总剪力（kN ）层次 AB 跨BC 跨CD 跨A VB V B VC V C VD V5 151.206 176.794 165.221 162.779 164.000 164.000 4 113.739 120.171 117.294 116.616 116.955 116.955 3 112.506 121.404 117.294 116.616 116.955 116.955 2 112.448 121.462 117.294 116.616 116.955 116.955 1 110.966 122.944 117.294 116.616 116.955 116.955恒载作用下柱轴力（kN ）层次A 柱B 柱C 柱N 顶 N 底 N 顶 N 底 N 顶 N 底 5 267.976 336.699 496.325 565.048 481.089 549.812 4 592.988 706.727 914.993 983.716 795.863 864.586 3 961.783 1030.506 1330.106 1398.788 1112.637 1181.36 2 1285.504 1354.227 1750.065 1818.788 1429.411 1498.134 11607.743 1685.898 2165.178 2243.333 1746.185 1824.34表活载作用下的梁端剪力及轴力（kN ）活载作用下的梁端剪力（kN ）层次荷载引起的剪力弯矩引起的剪力 AB 跨 BC 跨 CD 跨AB 跨 BC 跨 CD 跨B A V V =C B V V =D C V V = B A V V -= C B V V -= D C V V -= 5 34.22334.223 34.223 -2.2150.225 0.000 4 59.892 59.892 59.892 -2.293 0.174 0.000 3 59.892 59.892 59.892 -2.277 0.174 0.000 2 59.892 59.892 59.892 -2.381 0.174 0.000 1 59.89259.89259.892-2.8460.1900.000总剪力（kN ）层次 AB 跨BC 跨CD 跨A VB V B VC V C VD V5 32.008 36.438 34.448 -2.215 0.225 0.000 4 57.599 62.185 59.718 -2.293 0.174 0.000 3 57.615 62.169 59.718 -2.277 0.174 0.000 2 57.511 62.273 59.718 -2.381 0.174 0.000 1 57.046 62.738 59.892 -2.846 0.190 0.000活载作用下柱轴力（kN ）层次 A 柱 B 柱 C 柱 N 顶=N 底 N 顶=N 底 N 顶=N 底 5 47.218 101.306 98.641 4 131.437 276.449 271.839 3 204.262 451.576 445.037 2 276.983 626.807 618.235 1349.239 802.487 791.433表调幅后雪荷载作用下的梁端剪力及轴力（kN ）调幅后活载作用下的梁端剪力（kN ）层次荷载引起的剪力弯矩引起的剪力AB 跨 BC 跨 CD 跨AB 跨 BC 跨 CD 跨B AV V =C B V V =D C V V = BAV V -=C B V V -=D C V V -= 5 7.7947.794 7.794 -0.106 0.057 0.000 4 59.892 59.892 59.892 -2.637 0.174 0.000 3 59.892 59.892 59.892 -2.277 0.174 0.000 2 59.892 59.892 59.892 -2.381 0.174 0.000 159.892 59.892 59.892 -2.846 0.190 0.000总剪力（kN ）层次 AB 跨BC 跨CD 跨A VB V B VC V C VD V5 7.688 7.900 7.851 7.737 7.794 7.794 4 57.255 62.529 60.066 59.718 59.892 59.892 3 57.615 62.169 60.066 59.718 59.892 59.892 2 57.511 62.273 60.066 59.718 59.892 59.892 1 57.046 62.738 60.082 59.702 59.892 59.892调幅后活载作用下柱轴力（kN ）层次 A 柱 B 柱 C 柱 N 顶=N 底 N 顶=N 底 N 顶=N 底 5 10.728 21.831 21.611 4 94.603 197.666 194.461 3 178.838 373.141 367.311 2 262.969 548.72 540.161 1 346.635 724.299 713.011跨中弯矩计算2.跨中弯矩计算采用叠加法对跨中弯矩进行计算，首先将荷载分解为图所示的三个部分，先求出每个部分的跨中弯矩，然后进行叠加。

【土木毕设】横梁内力组合_内力组合最不利表

138.9 231.19 68.48 277.84
138.9 231.19 69.48 277.84
132.14 266.76 53.43 271.5
Nmax 78.46 287.68 45.99 340.17
69.16 268.95 40.72 321.44
69.16 268.95 40.72 321.44
1633.46 1633.46 1023.66
181.33 181.33 35.59
1680.12 1680.12 1521.48
258.49 1605.26 216.59 1651.92
31.69 1841.58 32.17 1894.06
205.66 1518.53 163.17 1565.18
内力种类
M N M N V M N M N V M N M N V M N M N V
内力种类
Mmax N
166.59 909.63 120.87 956.29
M Nmax 35.49 919.04 120.87 956.29
M Nmin 107.76 664.74 62.03 711.39
197.59 907.42 140.53 954.08
31.59 1402.98 136.8 1248.64
225.9 1254.58 189.63 1301.24
225.9 1254.58 31.64 1500.91
31.59 1402.97 136.8 1248.64
189.27 1261.06 160.2 1307.7
189.27 1261.06 160.2 1307.7
截面上端下端
上端下端
上端下端
上端下端

中学教学楼-毕设指导五(内力组合)

毕业设计指导五本部分为框架内力组合（注：在内力组合前，需先进行金边缘内力修正、弯矩调幅、活荷载不利布置使跨中内力放大）1.框架承载力计算内力基本组合方式根据规范及本工程特点，考虑以下内力组合形式（按一般框、排架简化规则）：①S=1.35S「K②S = 1.2S r..+1.0xl.4S m.③ 5 = 1.05^+1.0x1.45^④S=1.2S GA+L0X1.4S晟（分左右风）⑤S=1.0S GA+L0X1.4s“火（分左右风）⑥S = 12S Gk + 0.9 x 1 AS ok + 0.9 x 1,4S vt,.（分左右风）⑦S = 1.0S Gk + 0.9 X I AS Qk + 0.9 X 1,4S wk（分左右风）⑧S = 1.35S G,+1.0x1.45^ （注：此时只能组合竖向活荷载）⑨S= 1.2S GE +L3S W=1.2（S GK+0.5S”）+ 1.3S W（分左右震，顶层S GE采用5096的雪载）上几式中，S G〃为恒载效应标准值，S QA.为活载效应标准值，5“火为风载效应标准值，小£为重力荷载代表值产生的荷载效应标准值，5湫为水平地震作用产生的荷载效应标准值。

注：以上各组合应根据实际情况取舍，例如当恒载不会出现对结构有利时/ （2）、（4）、（6）可舍弃。

以上的|S G%、S0代表的粱端弯矩M都是经过调幅后的弯矩，调幅系数为0.85O但调幅只对竖向荷载作用下内力进行调幅，不对水平荷载作用下内力进行调幅。

2.框架梁内力组合对于3跨结构对称，每层都有五个控制截面，即梁AB两端，梁AB跨间最大弯矩处，梁BC左端、梁BC跨间最大弯矩处。

进行内力组合前，需对竖向荷载产生弯矩进行0.8的调幅，再将两端节点弯矩换算至两端柱边弯矩；活荷载下内力计算时，没有考虑到活载的最不利布置，跨中弯矩需乘以帆大系数L 2；水平荷载直接换算至两端柱边弯矩，方可进行内力组合。

框架梁内力组合表见附表1 （表中根据实际情况舍弃了一些组合项，自己可以添加项目）。

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由可变荷载效应控制的组合 S=γGSGk+γQ1γL1SQ1k+∑γQiψCiγLiSQik ⑦a(b)=1.2*①+1.4*② +1.4*0.6*F2④a(b)
⑦a左风 ⑦b右风
①
②
③
左风 ④a 右风 ④b
左震⑤a
右震⑤b
⑧a(b)=1.2①+1.4④ a(b)+1.4*0.7② ⑧a左风 -46.66 104.79 140.69 128.13 -132.74 -20.10 32.64 13.29 30.27 -31.65 -80.17 113.38 129.81 98.88 -122.27 119.51 19.71 69.16 231.63 -123.69 100.41 -55.07 5.43 125.62 -108.06 54.37 67.85 113.64 263.34 -162.13 98.56 26.20 70.15 208.69 -117.20 85.93 -45.24 6.07 112.48 -98.22 38.35 73.89 115.81 237.67 ⑧b右风 -92.50 118.11 140.13 83.40 -119.42 -31.86 41.04 13.29 18.51 -23.25 -125.15 126.78 129.25 52.78 -108.87 -224.60 118.69 61.60 -97.36 -24.71 -113.81 97.94 5.43 -88.60 44.96 -274.62 166.83 106.08 -80.77 -63.15 -200.78 111.98 62.45 -75.26 -31.42 -100.41 87.76 6.07 -73.58 34.78 -244.84 159.41 108.25 -60.64
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 M V M M V M V M M V M V M M
-43.21 76.48 100.84 69.18 -86.86 -18.05 26.63 10.91 17.12 -19.13 -67.60 82.60 92.75 47.57 -79.50 -32.40 45.54 45.66 42.16 -48.97 -2.74 11.29 1.58 11.83 -19.23 -71.11 83.25 80.11 60.90 -79.66 -31.45 45.45 46.35 41.73 -49.06 -3.11 11.15 2.12 12.53 -19.38 -69.60 82.60 81.76 58.97
⑫a(b)=Max(γRE⑪ a(b)，γRE⑨a（b）) ⑫a左震 273.83 -94.51 132.14 291.76 -188.88 150.22 -37.23 9.82 181.87 -104.01 251.43 -84.79 124.86 272.31 -171.38 210.87 -106.18 69.21 245.33 -160.57 140.15 -101.09 3.04 156.80 -187.75 170.92 -69.05 101.66 262.96 -164.73 181.10 -76.10 76.89 168.94 -174.56 86.72 -58.29 3.53 104.43 -183.39 143.85 -39.28 110.24 184.97 ⑫b右震 -350.70 212.49 49.37 -167.23 8.54 -182.71 88.55 9.82 -151.06 45.60 -373.10 222.21 42.09 -186.68 62.62 -281.74 146.61 22.70 -154.25 99.62 -148.21 132.34 3.04 -131.55 147.31 -321.69 183.74 55.14 -136.62 95.45 -249.99 116.16 16.35 -78.55 89.19 -95.54 89.24 3.53 -77.82 144.63 -287.25 152.99 49.71 -62.52
对地震作用组合所得的弯矩及经过极差调整后的剪力进行承载力调整
杆件控制内力编号截面种类
SGk
SQk
SGE
SEhk
由永久荷载效应控制的组合 S=γGSGk+∑γQiψCiγ LiSQik ⑥a(b)=1.35① +1.4*0.7② +1.4*0.6*F2④a(b) ⑥a左风 ⑥b右风 -89.82 126.92 155.37 102.72 -135.11 -32.22 43.36 14.92 23.43 -27.80 -126.29 136.49 143.27 69.13 -123.48 -160.64 105.73 69.96 -25.24 -51.85 -71.37 69.03 5.66 -43.98 11.47 -219.49 159.52 119.61 -2.81 -94.89 -145.63 101.64 70.95 -12.21 -55.94 -63.61 62.84 6.39 -34.49 5.27 -198.64 154.70 122.03 7.87
-18.09 20.07 19.80 23.21 -22.29 -4.41 4.98 0.20 3.93 -4.58 -21.98 21.39 18.60 19.12 -20.59 -13.95 14.85 10.80 16.88 -15.75 -3.49 8.04 3.60 4.41 -8.64 -25.30 17.79 14.00 18.58 -17.39 -13.65 14.85 10.90 16.98 -15.75 -3.59 8.04 3.60 4.51 -8.64 -20.13 17.89 14.20 18.11
框架梁内力组合表
竖向荷载效应
恒载效应活载水平地震作用效应
内力及承载力调整
地震作用效应与其他荷载效应的组合 S=γGSGk+γEhSEhk ⑨a(b)=1.2③+1.3⑤ a(b) ⑨a左震 365.10 -13.85 176.19 389.01 -210.46 200.29 190.50 13.09 242.49 135.58 335.24 -7.11 166.48 363.08 -201.62 281.16 -23.91 92.28 327.11 -155.69 186.86 -118.93 4.06 209.07 -165.58 227.90 23.11 135.55 350.61 -193.50 241.47 -3.08 102.52 225.26 -134.85 115.62 -68.58 4.70 139.24 -115.23 191.80 43.33 146.99 246.63 ⑨b右震 -467.61 198.61 65.83 -222.98 2.00 -243.62 -126.58 13.09 -201.41 -181.50 -497.47 205.35 56.12 -248.91 10.83 -375.65 151.03 30.26 -205.66 19.25 -197.61 155.69 4.06 -175.40 109.04 -428.92 198.05 73.53 -182.16 -18.56 -333.32 129.98 21.81 -104.73 -1.80 -127.38 104.99 4.70 -103.76 58.35 -382.99 176.38 66.28 -83.36 -116.68 109.51 27.15 -89.53 136.66 -130.41 175.68 -63.39 -193.81 112.29 -144.63 152.77 63.39 -81.23 216.16 -197.54 196.65 -23.34 -220.88 173.31 -98.98 93.25 23.34 -75.65 116.59 -161.75 144.34 -27.15 -188.90 117.20 -152.07 145.33 27.15 -124.92 172.48 -96.75 148.49 -74.83 -171.58 73.67 -73.80 74.17 30.00 -43.79 104.17 -144.88 87.39 -77.34 -222.22 10.05 -188.53 172.65 77.34 -111.19 249.99 调整项 ⑩a(b)=ηVS (Mlb+Mrb)/ln ⑩a左震 ⑩b右震 VGb 内力级差调整：强剪弱弯调整后的梁端剪力设计值 V=VGb+ηVS (Mlb+Mrb)/ln 承载力抗震调整
⑩c
⑪a左震 ⑪b右震
左端 11层AB 跨中跨右端左端 11层BC 跨中跨右端左端 11层CD 跨中跨右端左端 2层AB 跨跨中右端左端 2层BC 跨跨中右端左端 2层CD 跨跨中右端左端 1层AB 跨跨中右端左端 1层BC 跨跨中右端左端 1层CD 跨跨中右端
-16.37 4.76 -0.20 -15.97 4.76 -4.20 3.00 0.00 -4.20 3.00 -16.07 4.78 -0.20 -16.47 4.78 -122.90 35.35 -2.70 -117.50 35.35 -76.51 54.65 0.00 -76.51 54.65 -117.50 35.35 -2.70 -122.90 35.35 -106.91 30.64 -2.75 -101.41 30.64 -66.55 47.50 0.00 -66.45 47.50 -101.14 30.54 -2.70 -106.54
16.37 -4.76 0.20 15.97 -4.76 4.20 -3.00 0.00 4.20 -3.00 16.07 -4.78 0.20 16.47 -4.78 122.90 -35.35 2.70 117.50 -35.35 76.51 -54.65 0.00 76.51 -54.65 117.50 -35.35 2.70 122.90 -35.35 106.91 -30.64 2.75 101.41 -30.64 66.55 -47.50 0.00 66.45 -47.50 101.14 -30.54 2.70 106.54