KJZ柱内力组合表 - A
内力组合(框架柱内力组合表)
-52.00
-12.39
-4.9 7.6
底 N 464.97 117.62(100.31) -4.9
柱 M 52.00
12.39
-15.2
4
顶 柱
N M
649.09 176.61(159.30)
-52.00
-12.39
-5.2 12.4
底 N 734.74 176.61(159.30) -5.2
柱 M 52.00
17.80
33.6 21.2
底 N ####### 283.26(283.24) 33.6
柱 M -77.48
-19.54
-34.5
1
顶 柱
N ####### 340.15(340.13)
M 38.74
9.77
47.7 67.0
底 N ####### 340.15(340.13) 47.7
表6-5（a
柱 M -81.40
-21.53
-21.4
3
顶 柱
N M
879.34 80.91
226.62(226.6) 21.04
21.7 17.5
底 N 993.54 226.62(226.6) 21.7
柱 M -76.72
-20.00
-25.9
2
顶 柱
N ####### 283.26(283.24)
M 71.36
28.42 -28.42 -69.03 -71.55
###### 12.01 160.21 161.27
###### 95.63 67.10 77.25
###### 40.24 382.59 387.00
63.75 -63.75 -67.84 -74.62
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。
地震作用内力组合
表 7.2 横向框架梁内力组合( 地震组合)黄色为自己填写层数跨截面内力恒荷载活荷载 1.3S GK +左向右向1.5S QK M (kN ·m)-23.61-11.49-6.30 6.30-47.93ABV (kN)-56.77-0.69-2.37 2.37-74.84跨中M (kN ·m)-70.43-16.370.91-0.91-116.11M (kN ·m)22.7310.68 4.48-4.4845.57V (kN)-56.59-0.69-2.37 2.37-74.60M (kN ·m)-5.25-1.47-2.83 2.83-9.036.00BCV (kN)-2.19-3.20-3.80 3.80-7.65跨中M (kN ·m)3.54-0.110.000.004.45M (kN ·m)5.25 1.47 2.83-2.839.03V (kN)-2.19-3.20-3.80 3.80-7.65M (kN ·m)-22.72-10.68-4.48 4.48-45.56CDV (kN)-56.59-0.69-2.37 2.37-74.60跨中M (kN ·m)-70.44-16.37-0.910.91-116.12M (kN ·m)23.6011.49 6.30-6.3047.92V (kN)-57.02-0.69-2.37 2.37-75.16M (kN ·m)-29.18-12.50-13.7013.70-56.68V (kN)-54.45-3.79-5.47 5.47-76.47AB 跨中M (kN ·m)-61.42-15.30 1.25-1.25-102.79M (kN ·m)27.0811.8111.20-11.2052.92V (kN)-54.01-3.79-5.47 5.47-75.90M (kN ·m)-3.110.79-7.007.00-2.86V (kN)-2.19-8.80-9.409.40-16.055.00BC 跨中M (kN ·m) 1.40-0.790.000.000.64M (kN ·m) 3.11-0.797.00-7.00 2.86V (kN)-2.19-8.80-9.409.40-16.05M (kN ·m)-27.08-11.81-11.2011.20-52.92V (kN)-54.01-3.79-5.47 5.47-75.90CD 跨中M (kN ·m)-61.42-15.30-1.25 1.25-102.79M (kN ·m)29.1812.5013.70-13.7056.68V (kN)-54.45-3.79-5.475.47-76.47层数跨截面内力恒荷活荷1.3S GK +荷载种类内力组合荷载种类内力组合跨左跨右跨左跨右跨左跨右跨左跨右跨左跨右跨左跨右风荷载风荷载载载左向右向1.5S QK M (kN ·m)-28.00-11.22-22.4722.47-53.23ABV (kN)-54.42-7.25-8.938.93-81.62跨中M (kN ·m)-62.49-16.57 2.17-2.17-106.08M (kN ·m)26.1310.5518.14-18.1449.79V (kN)-54.04-7.25-8.938.93-81.13M (kN ·m)-3.49 2.28-11.3511.35-1.124.00BCV (kN)-2.19-14.63-15.2315.23-24.79跨中M (kN ·m)1.780.700.000.00 3.37M (kN ·m) 3.49-2.2811.35-11.35 1.12V (kN)-2.19-14.63-15.2015.20-24.79M (kN ·m)-26.12-10.55-18.1418.14-49.78CDV (kN)-54.04-7.25-8.938.93-81.13跨中M (kN ·m)-62.49-16.57-2.17 2.17-106.08M (kN ·m)28.0011.2222.47-22.4753.23V (kN)-54.42-7.25-8.938.93-81.62M (kN ·m)-28.01-10.21-32.2232.22-51.73V (kN)-54.41-10.92-12.6012.60-87.11AB跨中M (kN ·m)-62.41-18.01 4.00-4.00-108.13M (kN ·m)26.288.6824.22-24.2247.18V (kN)-54.03-14.23-15.9115.91-91.58M (kN ·m)-3.43 3.92-15.7615.76 1.42V (kN)-2.19-20.55-21.1521.15-33.673.00BC跨中M (kN ·m) 1.72 2.340.000.00 5.76M (kN ·m) 3.43-3.9215.76-15.76-1.42V (kN)-2.19-20.55-21.1521.15-33.67M (kN ·m)-26.28-9.59-25.1325.13-48.55V (kN)-54.03-10.92-12.6012.60-86.62CD跨中M (kN ·m)-62.31-17.53-3.55 3.55-107.29M (kN ·m)28.2010.2632.22-32.2252.05V (kN)-54.43-10.92-12.6012.60-87.14层数跨截面内力恒荷活荷1.3S GK +载右向1.5S QK M (kN ·m)-28.21-9.36-40.9140.91-50.71ABV (kN)-54.43-14.23-15.9115.91-92.10跨中M (kN ·m)-62.30-18.43 4.72-4.72-108.64M (kN ·m)26.298.6831.47-31.4747.20V (kN)-54.03-14.23-15.9115.91-91.58M (kN ·m)-3.43 5.39-19.7519.75 3.632.00BCV (kN)-2.19-25.91-26.5126.51-41.71跨中M (kN ·m)1.72 3.810.000.007.96M (kN ·m) 3.43-5.3919.75-19.75-3.63V (kN)-2.19-25.91-26.5126.51-41.71M (kN ·m)-26.29-8.68-31.4731.47-47.20CDV (kN)-54.03-14.23-15.9115.91-91.58跨左跨右跨左跨右跨左跨右跨左跨右跨左跨右跨左跨右跨左跨右跨左跨右跨左荷载种类内力组合风荷载跨中M (kN ·m)-62.30-18.43-4.72 4.72-108.64M (kN ·m)28.219.3640.91-40.9150.71V (kN)-54.43-14.23-15.9115.91-92.10M (kN ·m)-27.82-7.88-52.2252.22-47.99V (kN)-54.42-19.17-20.8520.85-99.50AB跨中M (kN ·m)-62.67-19.90 4.78-4.78-111.32M (kN ·m)25.947.2242.66-42.6644.55V (kN)-54.04-19.17-20.8520.85-99.01M (kN ·m)-3.617.90-26.6626.667.16V (kN)-2.19-35.19-35.7935.79-55.631.00BC跨中M (kN ·m) 1.90 6.320.000.0011.95M (kN ·m) 3.61-7.9026.66-26.66-7.16V (kN)-2.19-35.19-35.7935.79-55.63M (kN ·m)-25.94-7.22-42.6642.66-44.55V (kN)-54.04-19.17-20.8520.85-99.01CD跨中M (kN ·m)-62.67-19.90-4.78 4.78-111.32M (kN ·m)27.827.8852.22-52.2247.99V (kN)-54.42-19.17-20.8520.85-99.50表 7.3层数跨截面内力左向右向左向右向M (kN ·m)-23.79-17.3417.34-48.070.49V (kN)-57.22-5.46 5.46-64.86-49.58AB跨中M (kN ·m)-71 2.47-2.47-67.55-74.45M (kN ·m)-22.8512.41-12.41-5.48-40.22V (kN)-57.02-5.46 5.46-64.66-49.38M (kN ·m)-5.33-8.098.09-16.66 6.00V (kN)2.34-8.748.74-9.9014.586.00BC跨中M (kN ·m)3.50840.000.00 3.51 3.51M (kN ·m)-5.338.09-8.09 6.00-16.66V (kN)-2.34-8.748.74-14.589.90M (kN ·m)-22.84-12.4112.41-40.21-5.47V (kN)57.02-5.46 5.4649.3864.66CD跨中M (kN ·m)-71.01-2.47 2.47-74.46-67.56M (kN ·m)-23.7817.34-17.340.50-48.06V (kN)56.67-5.46 5.4649.0364.31M (kN ·m)-33.37-45.8945.89-97.6230.88V (kN)-62.79-15.2615.26-84.15-41.43AB跨中M (kN ·m)-71.13 4.31-4.31-65.10-77.16M (kN ·m)-30.9237.27-37.2721.26-83.10V (kN)-62.29-15.2615.26-83.65-40.93M (kN ·m)-3.76-24.1124.11-37.5129.99V (kN)3.21-26.0726.07-33.2939.715.00BC跨中M (kN ·m)1.26520.000.001.271.27重力荷载代表值跨右跨左跨右跨左跨右跨左跨右跨左跨右跨左跨右跨左跨右跨左跨右跨左荷载种类内力组合地震作用 1.0S GE + 1.4S EHM (kN ·m)-3.7624.11-24.1129.99-37.51V (kN)-3.21-26.0726.07-39.7133.29M (kN ·m)-30.93-37.2737.27-83.1121.25V (kN)62.29-15.2615.2640.9383.65CD跨中M (kN ·m)-71.125-4.31 4.31-77.16-65.09M (kN ·m)-33.3745.89-45.8930.88-97.62V (kN)62.79-15.2615.2641.4384.15层数跨截面内力左向右向左向右向M (kN ·m)-32.37-76.4176.41-139.3474.60V (kN)-62.77-25.3825.38-98.30-27.24AB跨中M (kN ·m)-72.0057.24-7.24-61.88-82.13M (kN ·m)-30.1761.94-61.9456.55-116.89V (kN)-62.31-25.3825.38-97.84-26.78M (kN ·m)-4.07-40.0740.07-60.1752.03V (kN)3.21-43.3343.33-57.4563.874.00BC跨中M (kN ·m)1.57520.000.00 1.58 1.58M (kN ·m)-4.0740.07-40.0752.03-60.17V (kN)-3.21-43.3343.33-63.8757.45M (kN ·m)-30.17-61.9461.94-116.8956.55V (kN)62.31-25.3825.3826.7897.84CD跨中M (kN ·m)-72.005-7.247.24-82.13-61.88M (kN ·m)-32.3776.41-76.4174.60-139.34V (kN)62.77-25.3825.3827.2498.30M (kN ·m)-32.37-103.90103.90-177.83113.09V (kN)-62.76-34.0134.01-110.37-15.15AB跨中M (kN ·m)-71.94511.92-11.92-55.26-88.63M (kN ·m)-30.2980.06-80.0681.79-142.37V (kN)-62.31-39.1039.10-117.05-7.57M (kN ·m)-4.01-52.8152.81-77.9469.92V (kN)3.21-57.0957.09-76.7283.143.00BC跨中M (kN ·m)1.51520.000.00 1.52 1.52M (kN ·m)-4.0152.81-52.8169.92-77.94V (kN)-3.21-57.0957.09-83.1476.72M (kN ·m)-30.29-81.4681.46-144.3383.75V (kN)62.31-34.0134.0114.70109.92CD跨中M (kN ·m)-71.87-11.2211.22-87.58-56.16M (kN ·m)-32.52103.90-103.90112.94-177.98V (kN)62.77-34.0134.0115.16110.38层数跨截面内力左向右向左向右向M (kN ·m)-32.56-119.99119.99-200.55135.43V (kN)-62.77-39.1039.10-117.51-8.03AB跨中M (kN ·m)-71.8413.45-13.45-53.02-90.66M (kN ·m)-30.3193.10-93.10100.03-160.65重力荷载代表值重力荷载代表值跨右跨左跨右跨左跨右跨左跨右跨左跨右跨左跨右跨左跨右跨左跨右跨左跨右荷载种类内力组合地震作用 1.0S GE + 1.4S EH荷载种类内力组合地震作用 1.0S GE + 1.4S EHV (kN)-62.31-39.1039.10-117.05-7.57M (kN ·m)-4.01-60.4060.40-88.5780.55V (kN)3.21-65.2965.29-88.2094.622.00BC跨中M (kN ·m)1.51520.000.00 1.52 1.52M (kN ·m)-4.0160.40-60.4080.55-88.57V (kN)-3.21-65.2965.29-94.6288.20M (kN ·m)-30.31-93.1093.10-160.65100.03V (kN)62.31-39.1039.107.57117.05CD跨中M (kN ·m)-71.84-13.4513.45-90.66-53.02M (kN ·m)-32.56119.99-119.99135.43-200.55V (kN)62.77-39.1039.108.03117.51M (kN ·m)-32.11-133.80133.80-219.43155.21V (kN)-62.77-39.1039.10-117.51-8.03AB跨中M (kN ·m)-72.26511.78-11.78-55.78-88.75M (kN ·m)-29.91110.25-110.25124.44-184.26V (kN)-62.31-44.7844.78-125.000.38M (kN ·m)-4.22-71.2771.27-104.0095.56V (kN)3.21-77.0577.05-104.66111.081.00BC跨中M (kN ·m)1.730.000.00 1.73 1.73M (kN ·m)-4.2271.27-71.2795.56-104.00V (kN)-3.21-77.0577.05-111.08104.66M (kN ·m)-29.91-110.25110.25-184.26124.44V (kN)62.31-44.7844.78-0.38125.00CD跨中M (kN ·m)-72.265-11.7811.78-88.75-55.78M (kN ·m)-32.11133.80-133.80155.21-219.43V (kN)62.77-44.7844.780.08125.46跨左跨右跨左跨右跨左跨右跨左跨右跨右跨左跨右M max M min 及 相应的| V |max 及 相应的及相V M应的 V 左风右风左风右风左风右风-40.14-21.24-53.60-42.26-52.21-33.31-21.24-53.60-52.21-77.36-70.25-76.97-72.70-78.08-70.97-70.25-76.97-78.08-90.19-92.92-115.29-116.93-107.38-110.11-90.1936.2722.8349.6041.5447.4834.0449.6022.8347.48-77.12-70.01-76.74-72.47-77.85-70.74-76.74-70.01-77.85-11.07-2.58-11.58-6.48-12.61-4.12-2.58-12.61-12.61-8.55 2.85-11.07-4.23-11.91-0.51 2.85-11.91-11.914.61 4.61 4.45 4.45 4.49 4.49 4.6111.07 2.5811.58 6.4812.61 4.1212.61 2.5812.61-8.55 2.85-11.07-4.23-11.91-0.51-11.91 2.85-11.91-36.26-22.82-49.59-41.52-47.47-34.03-22.82-49.59-47.47-77.12-70.01-76.74-72.47-77.85-70.74-70.01-76.74-77.85-92.94-90.21-116.94-115.30-110.12-107.39-90.2140.1321.2353.5942.2552.1933.2953.5921.2352.19-77.68-70.57-77.29-73.03-78.41-71.30-77.29-70.57-78.41-58.48-17.38-69.01-44.35-71.61-30.51-17.38-71.61-71.61-78.99-62.58-81.39-71.55-82.97-66.56-62.58-82.97-82.97-77.97-81.72-101.66-103.91-94.03-97.78-77.9752.0018.4063.0042.8464.4030.8064.4018.4064.40-78.42-62.01-80.82-70.98-82.40-65.99-82.40-62.01-82.40-14.54 6.46-9.16 3.44-13.717.297.29-14.54-13.71-16.9511.25-24.51-7.59-26.19 2.01 2.01-16.95-26.191.82 1.820.640.64 1.00 1.00 1.8214.54-6.469.16-3.4413.71-7.2914.54-7.2913.71-16.9511.25-24.51-7.59-26.19 2.01-16.95 2.01-26.19-52.00-18.40-63.00-42.84-64.40-30.80-18.40-64.40-64.40-78.42-62.01-80.82-70.98-82.40-65.99-62.01-82.40-82.40-81.72-77.97-103.91-101.66-97.78-94.03-77.9758.4817.3869.0144.3571.6130.5171.6117.3871.61-78.99-62.58-81.39-71.55-82.97-66.56-82.97-62.58-82.97M max M min 及 相应的| V |max 及 相应的及相VM应的 V力组合1.3S GK + 1.5S WK + 0.7×1.5S QK 力组合1.3S GK + 1.5S WK + 0.7×1.5S QK1.3S GK + 1.5S WK0.6×1.5S WK1.3S GK + 1.5S QK +1.3S GK + 1.5S WK 0.6×1.5S WK 1.3S GK + 1.5S QK +左风右风左风右风左风右风-70.11-2.70-73.45-33.01-81.89-14.48-2.70-81.89-81.89-84.14-57.35-89.66-73.58-91.75-64.96-57.35-91.75-91.75-77.98-84.48-104.13-108.03-95.38-101.87-77.9861.18 6.7666.1233.4772.2617.8472.26 6.7672.26-83.65-56.86-89.16-73.09-91.26-64.47-91.26-56.86-91.26-21.5612.49-11.339.10-19.1714.8814.88-21.56-19.17-25.6920.00-38.50-11.09-41.05 4.64 4.64-25.69-41.052.32 2.323.37 3.37 3.06 3.06 3.3721.56-12.4911.33-9.1019.17-14.8821.56-14.8819.17-25.6519.95-38.47-11.11-41.01 4.59-25.65 4.59-41.01-61.17-6.75-66.11-33.46-72.24-17.82-6.75-72.24-72.24-83.65-56.86-89.16-73.09-91.26-64.47-56.86-91.26-91.26-84.48-77.99-108.03-104.14-101.88-95.38-77.9970.11 2.7073.4533.0181.8914.4881.89 2.7081.89-84.14-57.35-89.66-73.58-91.75-64.96-91.75-57.35-91.75-84.7411.92-80.73-22.73-95.46 1.2011.92-95.46-95.46-89.63-51.83-98.45-75.77-101.10-63.30-51.83-101.10-101.10-75.13-87.13-104.53-111.73-94.03-106.03-75.1370.49-2.1768.9825.3979.61 6.9579.61-2.1779.61-94.10-46.37-105.90-77.27-109.05-61.32-109.05-46.37-109.05-28.1019.18-12.7615.61-23.9823.3023.30-28.10-23.98-34.5728.88-52.71-14.64-56.157.307.30-34.57-56.152.24 2.24 5.76 5.76 4.70 4.70 5.7628.10-19.1812.76-15.6123.98-23.3028.10-23.3023.98-34.5728.88-52.71-14.64-56.157.30-34.577.30-56.15-71.86 3.53-71.17-25.93-81.93-6.54 3.53-81.93-81.93-89.14-51.34-97.96-75.28-100.61-62.81-51.34-100.61-100.61-86.32-75.69-110.48-104.10-104.72-94.09-75.6984.99-11.6781.0523.0595.76-0.9095.76-11.6795.76-89.66-51.86-98.48-75.80-101.13-63.33-101.13-51.86-101.13M max 及 相应的M min 及 相应的| V |max 及 相应的V V M 左风右风左风右风左风右风-98.0424.69-87.53-13.89-107.8714.8624.69-107.87-107.87-94.62-46.89-106.42-77.79-109.57-61.84-46.89-109.57-109.57-73.91-88.07-104.39-112.88-93.26-107.42-73.9181.38-13.0375.5218.8790.50-3.9190.50-13.0390.50-94.10-46.37-105.90-77.27-109.05-61.32-109.05-46.37-109.05-34.0825.17-14.1521.40-28.4230.8330.83-34.08-28.42-42.6136.92-65.57-17.85-69.829.719.71-42.61-69.822.24 2.247.967.96 6.24 6.247.9634.08-25.1714.15-21.4028.42-30.8334.08-30.8328.42-42.6136.92-65.57-17.85-69.829.71-42.619.71-69.82-81.3813.03-75.52-18.87-90.50 3.9113.03-90.50-90.50-94.10-46.37-105.90-77.27-109.05-61.32-46.37-109.05-109.051.3S GK + 1.5S WK + 0.7×1.5S QK 力组合1.3S GK + 1.5S QK +1.3S GK + 1.5S WK 0.6×1.5S WK-88.07-73.91-112.88-104.39-107.42-93.26-73.9198.04-24.6987.5313.89107.87-14.86107.87-24.69107.87 -94.62-46.89-106.42-77.79-109.57-61.84-109.57-46.89-109.57 -114.5042.16-94.98-0.99-122.7733.8942.16-122.77-122.77 -102.02-39.47-118.27-80.74-122.15-59.60-39.47-122.15-122.15 -74.30-88.64-107.02-115.62-95.20-109.54-74.3097.71-30.2782.95 6.16105.29-22.69105.29-30.27105.29 -101.53-38.98-117.77-80.24-121.66-59.11-121.66-38.98-121.66 -44.6835.30-16.8431.15-36.3943.5943.59-44.68-36.39 -56.5350.84-87.84-23.42-93.4813.8913.89-56.53-93.48 2.47 2.4711.9511.959.119.1111.9544.68-35.3016.84-31.1536.39-43.5944.68-43.5936.39 -56.5350.84-87.84-23.42-93.4813.89-56.5313.89-93.48 -97.7130.27-82.95-6.16-105.2922.6930.27-105.29-105.29 -101.53-38.98-117.77-80.24-121.66-59.11-38.98-121.66-121.66 -88.64-74.30-115.62-107.02-109.54-95.20-74.30114.50-42.1694.980.99122.77-33.89122.77-42.16122.77 -102.02-39.47-118.27-80.74-122.15-59.60-122.15-39.47-122.15| V|max 及相应的M max 及相应的V M min 及相应的 VM左向右向-55.20-6.650.49-55.20-55.20 -82.03-66.74-49.58-82.03-82.03 -88.85-95.75-67.55-12.33-47.08-5.48-47.08-12.33 -81.77-66.48-64.66-66.48-81.77 -18.26 4.40 6.00-18.26 4.40 -9.1915.2814.58-9.1915.284.56 4.56 4.564.40-18.26 6.00-18.26 4.40-15.289.19-14.589.19-15.28 -47.07-12.32-5.47-47.07-12.3266.4881.7764.6666.4881.77-95.76-88.86-67.56-6.64-55.190.50-55.19-55.1966.0381.3249.0381.3281.32-107.6320.8730.88-107.63-107.63 -102.99-60.26-41.43-102.99-102.99 -86.44-98.50-65.1011.98-92.3721.26-92.3711.98-102.34-59.61-83.65-59.61-102.34 -38.6428.8729.99-38.6428.87 -32.3340.6739.71-32.3340.671.64 1.64 1.641.3S GE+ 1.4S EH28.87-38.6429.99-38.6428.87-40.6732.33-39.7132.33-40.67-92.3911.9721.25-92.3911.9759.61102.3483.6559.61102.34-98.50-86.43-65.0920.87-107.6330.88-107.63-107.6360.26102.9941.43102.99102.99| V |max 及相应的M max 及 相应的 V M min 及 相应的 VM左向右向-149.0664.8974.60-149.06-149.06-117.13-46.07-27.24-117.13-117.13-83.48-103.74-61.8847.50-125.9456.55-125.9447.50-116.54-45.47-97.84-45.47-116.54-61.3950.8152.03-61.3950.81-56.4964.8463.87-56.4964.842.05 2.05 2.0550.81-61.3952.03-61.3950.81-64.8456.49-63.8756.49-64.84-125.9447.5056.55-125.9447.5045.47116.5497.8445.47116.54-103.74-83.48-61.8864.89-149.0674.60-149.06-149.0646.07117.1327.24117.13117.13-187.54103.38113.09-187.54-187.54-129.20-33.97-15.15-129.20-129.20-76.84-110.22-55.2672.71-151.4681.79-151.4672.71-135.74-26.26-117.05-26.26-135.74-79.1568.7269.92-79.1568.72-75.7584.1083.14-75.7584.101.97 1.97 1.9768.72-79.1569.92-79.1568.72-84.1075.75-83.1475.75-84.10-153.4274.6783.75-153.4274.6733.39128.62109.9233.39128.62-109.14-77.72-56.16103.18-187.74112.94-187.74-187.7433.99129.2215.16129.22129.22| V |max 及相应的M max 及 相应的 V M min 及 相应的 VM左向右向-210.31125.66135.43-210.31-210.31-136.34-26.86-8.03-136.34-136.34-74.57-112.22-53.0290.94-169.74100.03-169.7490.941.3S GE + 1.4S EH 1.3S GE + 1.4S EH-135.74-26.26-117.05-26.26-135.74 -89.7779.3580.55-89.7779.35 -87.2395.5894.62-87.2395.58 1.97 1.97 1.9779.35-89.7780.55-89.7779.35 -95.5887.23-94.6287.23-95.58 -169.7490.94100.03-169.7490.94 26.26135.74117.0526.26135.74 -112.22-74.57-53.02125.66-210.31135.43-210.31-210.31 26.86136.348.03136.34136.34 -229.06145.58155.21-229.06-229.06 -136.34-26.86-8.03-136.34-136.34 -77.46-110.43-55.78115.47-193.23124.44-193.23115.47 -143.70-18.31-125.00-18.31-143.70 -105.2694.2995.56-105.2694.29 -103.70112.04111.08-103.70112.04 2.25 2.25 2.2594.29-105.2695.56-105.2694.29 -112.04103.70-111.08103.70-112.04 -193.23115.47124.44-193.23115.47 18.31143.70125.0018.31143.70 -110.43-77.46-55.78145.58-229.06155.21-229.06-229.06 18.91144.290.08144.29144.29对应的支座边缘-23.61-56.7722.73-56.59-5.25-2.195.25-2.19-22.72-56.5923.60-57.02-29.18-54.4527.08-54.01-3.11-2.193.11-2.19-27.08-54.0129.18-54.45-28.00 -54.42 26.13 -54.04 -3.49 -2.19 3.49 -2.19 -26.12 -54.04 28.00 -54.42 -28.01 -54.41 26.28 -54.03 -3.43 -2.19 3.43 -2.19 -26.28 -54.03 28.20 -54.43-28.21 -54.43 26.29 -54.03 -3.43 -2.19 3.43 -2.19 -26.29 -54.03 28.21 -54.43-27.82 -54.42 25.94 -54.04 -3.61 -2.19 3.61 -2.19 -25.94 -54.04 27.82 -54.42。
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
内力组合表
内力组合表表4.１横向框架A柱弯矩和轴力组合表横向框架A柱弯矩和轴力组合表层次截面位置内力SGk SQkSwk1.2SGk+1.4(SQk+Swk)1.35SGk+SQk1.2SGk+1.4SQk∣Mmax∣与相应NNmin与相应的MNmax与相应的M →←5 柱顶M 133.9435.60 2.04 2.04208.15203.01216.42210.57216.42203.01216.42 N 261.3855.450.420.42384.05382.99408.31391.29408.31382.99408 .31柱底M74.2424.300.590.59120.45118.96124.52123.11124.52118.96124.52 N 293.7855.450.420.42422.93421.87452.05430.17452.05421.87452 .054 柱顶M 38.7918.10 3.73 3.7374.0564.6570.4771.8974.0564.6570.47 N 478.27111.60 1.861.86716.88712.20757.26730.16716.88712.20757.26柱底M 53.2620.63 1.79 1.7992.1687.6592.5392.7992.7987.6592.53 N 510.67111.60 1.86 1.86755.76751.08801.00769.04769.04751.08801.003 柱顶M 53.2620.63 5.04 5.0496.2683.5692.5392.7996.2683.5692.53 N 694.70167.64 4.06 4.061049.981039.751105.491068.341049.981039.751105.49柱底M 49.9319.34 3.363.3688.5280.0586.7586.9988.5280.0586.75 N 727.10167.644.064.061087.811078.631149.231107.221087.811078.631149.232 柱顶M 58.0922.51 5.36 5.36104.8291.32100.93101.22104.8291.3291.32N 911.28223.74 6.96 6.961384.221366.681453.971406.771384.221366.681366.68柱底M 77.4930.01 4.52 4.52136.50125.11134.62135.00136.50125.11134.62 N 943.68223.74 6.96 6.961423.101405.561497.711445.651423.101405.561497.711 柱顶M 19.67.597.297.2942.2723.9034.0534.1542.2723.9034.05 N 1126.74279.4210.810.81717.761690.551800.521743.281717.761 690.551800.52柱底M 9.80 3.8017.6717.6738.81-5.7217.0317.0838.81-5.7217.03 N1169.94279.4210.810.81769.601742.391858.841795.121769.601 742.391858.84表4.２横向框架B柱弯矩和轴力组合表横向框架B柱弯矩和轴力组合表层次截面位置内力SGk SQkSwk1.2SGk+1.4(SQk+Swk) 1.35SGk+SQk 1.2SGk+1.4SQk ∣Mmax∣与相应N Nmin与相应的M Nmax与相应的M →←5 柱顶M 95.29 25.54 3.93 3.93 151.48 141.58 154.18 150.10 154.18 141.58 154.18 N 282.70 88.83 0.71 0.71 452.06 450.27 470.48 463.60 470.48 450.27 470.48 柱底M 56.07 18.41 2.40 2.40 93.50 87.46 94.10 93.06 94.10 87.46 94.10 N 315.10 88.83 0.710 0.710 490.94 489.15 514.22 502.48 514.22 489.15 514.224 柱顶M 40.05 16.07 7.57 7.57 77.85 58.77 70.14 70.56 77.85 58.77 70.14 N 597.42 178.97 2.24 2.24 945.23 939.58 985.49 967.46 945.23 939.58 985.49 柱底M 44.53 16.74 5.69 5.69 81.70 67.36 76.86 76.87 81.70 67.36 76.86 N 629.82 178.97 2.24 2.24 984.11 978.46 1029.23 1006.34 984.11 978.46 1029.233 柱顶M 44.53 16.74 10.51 10.51 87.77 61.29 76.86 76.87 87.77 61.29 76.86 N 911.6 269.22 5.01 5.01 1439.45 1426.83 1499.88 1470.83 1439.45 1426.83 1499.88 柱底M 43.61 16.40 9.67 9.67 85.18 60.81 75.27 75.29 85.18 60.81 75.27 N 944.00 269.22 5.01 5.01 1478.33 1465.71 1543.62 1509.71 1478.33 1465.71 1543.622 柱顶M 46.90 17.63 13.55 13.55 95.57 61.42 80.95 80.96 95.57 61.42 80.95N 1226.62 359.41 9.14 9.14 1936.32 1913.28 2015.35 1975.121936.32 1913.28 2015.35柱底M 61.11 22.03 4.52 4.52 118.16 84.02 104.53 104.17 118.16 84.02 104.53 N 1259.02 359.41 6.96 6.96 1975.20 1952.16 2059.09 2014.00 1975.20 1952.16 2059.091 柱顶M 15.22 5.91 7.29 7.29 46.97 4.45 26.46 26.53 46.97 4.45 26.46 N 1536.28 450.01 10.8 10.8 2433.76 2387.34 2523.99 2473.55 2433.76 2387.34 2523.99 柱底M 7.61 2.96 17.67 17.67 38.84 -13.12 13.23 13.28 38.84 -13.12 13.23 N 1579.48 450.01 10.8 10.8 2485.60 2439.18 2582.31 2525.39 2485.60 2439.18 2582.31表4.３横向框架A柱剪力组合表横向框架A柱剪力组合表层次SGk SQkSwk 1.2SGk+1.4(SQk+Swk)1.35SGk +SQk 1.2SGk +1.4SQk →←5 57.8316.640.730.7391.2889.4494.7192.69 4 25.5710.74 1.531.5346.1442.2945.2645.72 3 28.6611.1 2.332.3351.3145.4449.7949.93 2 37.6614.593.143.1467.5359.6265.4365.62 1 5.71 2.37 5.2 5.216.39 3.2910.0810.17表4.4横向框架B柱剪力组合表横向框架B柱剪力组合表层次SGk SQkSwk 1.2SGk+1.4(SQk+Swk)1.35SGk +SQk 1.2SGk +1.4SQk →←5 42.04 12.21 1.76 1.76 68.05 63.62 68.0502 67.54 4 23.49 9.11 3.68 3.68 44.30 35.03 44.3034 40.94 3 24.48 9.21 5.61 5.61 48.05 33.91 48.049242.27 2 30.00 8.34 7.53 7.53 56.00 37.02 55.9962 47.68 1 4.76 1.85 7.81 7.81 17.88 -1.80 17.8836 8.304.5 框架梁内力组合表框架梁内力组合表层次截面位置内力SGk SQkSwk 1.2SGk+1.4(SQk+Swk)1.35SGk+SQk1.2SGk+1.4SQkMmax 与相应的VMmin 与相应的V|V|max 与相应的 M→←一层AM 77.67 30.01 11.81 11.81 145.90 116.14 134.86 135.218 145.90 116.14 116.14 V 85.65 33.89 3.84 3.84 150.32 140.64 149.52 150.23 150.32 140.64 140.64 B左M 86.93 33.65 21.49 21.49 173.79 119.64 151.01 151.43 173.79 119.64 119.64 V 88.51 35.07 3.84 3.84 155.24 145.56 154.56 155.31 155.24 145.56 145.56 B右M 25.62 11.29 21.74 21.74 72.31 17.63 45.88 46.55 72.31 17.63 17.63 V 14.96 6.34 13.12 13.12 42.47 9.41 26.54 26.83 42.47 9.41 9.41 跨间MAB 80.66 31.34 16.65 16.65 157.26 115.30 140.23 140.67157.26 115.30 140.23 MBC 9.55 10.61 0 0 24.83 24.83 23.50 26.31 24.83 24.83 23.50三层AM 85.21 33.01 6.83 6.83 152.45 135.24 148.04 148.47 152.45 135.24 135.24 V 86.48 34.24 2.88 2.88 150.51 143.25 150.95 151.68 150.51 143.25 143.25 B左M 88.38 34.44 11.45 11.45 163.88 135.02 153.75 154.27 163.88 135.02 135.02 V 87.54 34.72 2.88 2.88 152.42 145.17 152.90 153.66 152.42 145.17 145.17 B右M 25.62 7.65 11.56 11.56 54.95 25.82 42.24 41.45 54.95 25.82 25.82 V 14.96 6.34 10.87 10.87 39.64 12.24 26.54 26.83 39.64 12.24 12.24跨间MAB 73.74 28.56 9.14 9.14 135.99 112.96 128.11 128.47 135.99 112.96 128.11 MBC 3.19 5.51 0 0 10.32 10.32 9.47 11.04 10.32 10.32 9.47五层AM 107.15 28.48 2.04 2.04 167.04 161.89 173.13 168.45 173.13 161.89 161.89 V 126.89 33.79 0.69 0.69 195.71 193.97 205.09 199.57 205.09 193.97 193.97 B左M 127.98 33.48 1.13 1.13 197.18 194.34 206.25 200.45 206.25 194.34 194.34 V 133.83 35.45 0.69 0.69 206.13 204.39 216.12 210.23 216.12 204.39 204.39 B右M 51.74 13.05 2.80 2.80 82.06 75.00 82.90 80.36 82.90 75.00 75.00 V 22.70 5.07 2.63 2.63 36.94 30.31 35.72 34.34 35.72 30.31 30.31 跨间MAB 128.58 32.60 1.59 1.59 216.35 174.39 206.18 199.94 216.35 174.39 206.18 MBC 21.34 14.51 0 0 43.89 43.89 43.3245.92 43.89 43.89 43.32。
柱的内力组合表
4.4095 -8.8625
8.874
-13.246
3.652
-9.62
67.748
-13.1481 19.6791
-24.143
30.569
-12.0036 20.8236 -169.34
2206.6742 2203.6334
2002.8028
1997.7348
2156.5844 2153.5436 1879.872
2108.016
-57.476 22.8508 0.18221173 1.3 938.026 -43.984 144.28 0.18221173 1.3 938.026 -43.984
-102.6
48.3
100.6494316 -80.36665263
-235.612
85.44303158 -59.58669474 187.564
73.02022737 -72.16370526 73.02022737 -72.16370526
-176.1136
180.544 -176.1136
180.544
1503.8976 1472.448 2156.5844 2153.5436
73.02022737 -72.16370526 73.02022737 -72.16370526
竖向荷载
杆控 内 件制 力 编截 类 号面 型
恒载
S Gk
活载
重力荷载 代表值
S Qk
S GE
风载
S wk
水平地震作用
S Ehk
(1)
(2)
(3)
左风4a 右风4b 左震5a 右震5b
Ｍ 柱 上Ｎ 端
Ｖ
Ｍ 柱 下Ｎ 端
KJZ柱内力组合表
F柱KZ5A 柱号组合方式|M|max NminM84Ne0=M/N0.3h0eaei=e0+eaei/h0ξ1l0/hξ2ηNb大小偏心eAs=As,配筋实配As配筋率总配筋率柱的配筋计算KZ5C KZ5D Nmax|M|max Nmin Nmax|M|max Nmin6666柱子层数截面N轴力轴压比需调整的M柱顶8760.286649215柱底8970.293520942柱顶6670.218259162柱底6810.222840314柱顶4780.156413613柱底435.560.142526178柱顶263.460.086210733柱底3050.099803665柱顶柱底柱顶13250.433573298391.314柱底13450.440117801446.16柱顶9700.317408377123.926柱底9840.321989529116.886柱顶6930.226767016148.83柱底7070.231348168164.23柱顶4170.13645288柱底4310.141034031柱顶柱底柱顶13250.433573298391.314柱底13450.440117801446.16柱顶9700.317408377123.926柱底9840.321989529116.886柱顶6930.226767016148.83柱底7070.231348168164.23柱顶4170.13645288柱底4310.141034031柱顶柱底柱顶8760.286649215柱底8970.293520942柱顶6670.218259162柱底6810.222840314柱顶4780.156413613柱底4920.160994764柱顶2910.095222513柱底3050.099803665柱顶柱底45345123234512ACDF123451KZ5FNmax|M|max Nmin Nmax84调整后M 剪力V 柱子层数截面250柱顶264柱底108柱顶93柱底98柱顶97柱底87柱顶82柱底84柱顶67柱底391.314柱顶446.16柱底123.926柱顶116.886柱底148.83柱顶164.23柱底82柱顶82柱底66柱顶54柱底391.314柱顶446.16柱底123.926柱顶116.886柱底148.83柱顶164.23柱底82柱顶82柱底66柱顶54柱底250柱顶264柱底108939897878284671234341234A C D F 12341239.9996116.37766.9993364.9993556.3327750.3328354.6661239.9996189.6280.26986396104.352289854.66612116.37766.9993364.9993556.3327750.33283189.6280.26986396104.3522898N轴力轴压比需调整的M调整后M 8760.2866492152508970.2935209422646670.2182591621086810.222840314934780.156******** 435.560.14252617897 263.460.08621073387 3050.0998*******13250.433573298391.31413450.440117801446.169700.317408377123.9269840.321989529116.8866930.226767016148.837070.231348168164.234170.136452884310.14103403113250.433573298391.31413450.440117801446.169700.317408377123.9269840.321989529116.8866930.226767016148.837070.231348168164.234170.136452884310.1410340318760.2866492158970.2935209426670.2182591626810.2228403144780.1564136134920.1609947642910.0952225133050.099803665。
柱内力组合表(有公式)
14.11 149.79 13.86 149.79 -7.17
49.12 1023.36 48.26 1065.47 -24.97
-160.1 -127.64 -106.74 -127.64 68.42
160.1 127.64 106.74 127.64 -68.42
-2.85 -1.93 -1.9 -1.93 1.22
-46.50 1227.69 -46.50 1268.12 23.84
-51.06 1149.60 -49.53 1190.03 25.78
-40.19 1156.84 -40.64 1197.26 20.72
-404.91 1084.49 -340.19 1135.03 191.05
300.19 1635.02 236.70 1685.55 -137.67
300.19 236.70
2
内力值 风作用 右来 1 2 3 4 Mmax
3.12 3.26 3.12 3.26 -1.6
57.86 1550.50 71.13 1595.98 -33.08
55.44 1468.22 68.65 1508.64 -31.82
59.64 1472.60 72.84 1513.02 -33.97
上端 中柱B
-38.24 1365.36 -45.71 1407.47 21.53
-12.52 312.98 -14.97 312.98 7.05
-44.50 1521.85 -53.20 1563.96 25.06
-284.47 -334.81 -284.47 -334.81 145.88
284.47 334.81 284.47 334.81 -145.88
49.19 1393.55 61.28 1433.97 -28.33
内力组合表
γGSGk + 0.9
γQiSQik
⑥Tmax,k
M
V
⑦左风
M
V
⑧右风
M
V
由永久荷载效应控制的基本组合
γGSGk + 0.6）
γQiΨCiSQik (本设计Ψci=0.7,风荷载取
内力组合
组合式
M
N
+Mmax及相应N、v
Ⅰ -Mmax及相应N、v ︱ Ⅰ Nmax及相应N、v
Nmin及相应N、v
+Mmax及相应N、v
M
N
V
组合式
M
N
V
Nk
Vk
组合式
Mk
Nk
Vk
Nmax,k及相应Mk、vk
Nmax,k及相应Mk、vk
Ⅱ -Mmax及相应N、v ︱ Ⅱ Nmax及相应N、v
Nmin及相应N、v
+Mmax及相应N、v
Ⅲ -Mmax及相应N、v ︱ Ⅲ Nmax及相应N、v
Nmin及相应N、v
标准组合SGk +SQ1k+
ΨCiSQik
组合式
Mk
Ⅲ
+Mmax,k及相应Nk、vk
︱
Ⅲ
-Mmax,k及相应Nk、vk
V
组合式
柱号、控 制截面及 正向内力
控 制 截 面
荷载类型 荷载编号
M
内力标准值 ·
荷载组合
恒荷载
①屋面恒荷载
V
N
单跨排架柱的内力组合表（单位：KN、KN·m)
活荷载
②柱、吊车梁自 重
③屋面均布活荷载
④Dmax,k在A柱
⑤Dmin,k在A柱
柱表格
恒载活载
风载
内力组合
1.2恒载+1.4活载 1.2恒载+0.9（1.4活载+1.4风载）
柱截面全跨荷载上层传来 4 左跨 4 右跨 3 左跨 3 右跨上层传来Nmax，V Nmin,V Mmax,N,V Nmax，V Nmin,V Mmax,N,V
A M7 M8 N V
C M7 M8 N V
D M7 M8 N V
恒载活载
风载
内力组合
1.2恒载+1.4活载 1.2恒载+0.9（1.4活载+1.4风载）
柱截面全跨荷载上层传来 3 左跨 3 右跨 2 左跨 2 右跨上层传来Nmax，V Nmin,V Mmax,N,V Nmax，V Nmin,V Mmax,N,V
A M7 M8 N V
C M7 M8 N V
D M7 M8 N V
恒载活载
风载
内力组合
1.2恒载+1.4活载 1.2恒载+0.9（1.4活载+1.4风载）
柱截面全跨荷载上层传来1左跨1右跨0左跨0 右跨上层传来Nmax，V Nmin,V Mmax,N,V Nmax，V Nmin,V Mmax,N,V
A M7 M8 N V
C M7 M8 N V
D M7 M8 N V
恒载活载
风载
内力组合
1.2恒载+1.4活载 1.2恒载+0.9（1.4活载+1.4风载）
柱截面全跨荷载上层传来 2 左跨 2 右跨 1 左跨 1 右跨上层传来Nmax，V Nmin,V Mmax,N,V Nmax，V Nmin,V Mmax,N,V
A M7 M8 N V
C M7 M8 N V
D M7 M8 N V。
- 1、下载文档前请自行甄别文档内容的完整性，平台不提供额外的编辑、内容补充、找答案等附加服务。
- 2、"仅部分预览"的文档,不可在线预览部分如存在完整性等问题,可反馈申请退款(可完整预览的文档不适用该条件!)。
- 3、如文档侵犯您的权益，请联系客服反馈,我们会尽快为您处理(人工客服工作时间：9:00-18:30)。
柱号 组合方式 M N e0=M/N 0.3h0 ea ei=e0+ea ξ 实算 ei/h0 ξ 1 l0/h
KZ3A |M|max 98 598 0.163879599 108 20 20.1638796 2.555183946 0.056010777 1 11.25 126.5625 1.614007002 2.614007002 1512.72 大偏心 212.7085225 0.078272251 126984439.8 1322.754582 4根22 1520 0.95% 0.60%
非加密区 2Ф 8@100 2Ф 8@100 2Ф 8@100 2Ф 8@100 2Ф 8@100 2Ф 8@100 2Ф 8@100 2Ф 8@100 2Ф 8@100 2Ф 8@100
柱的配筋计算 KZ3A Nmin KZ3C Nmax |M|max Nmin Nmax 10.8 56 100.8 100.8 56.5 527 655 592 574.5 884 0.020493359 0.085496183 0.17027027 0.175456919 0.063914027 108 108 108 108 108 20 20 20 20 20 20.02049336 20.08549618 20.17027027 20.17545692 20.06391403 2.89943074 2.332824427 2.581081081 2.659704091 1.728506787 0.055612482 0.055793045 0.056028529 0.056042936 0.055733095 1 1 1 1 1 11.25 11.25 11.25 11.25 11.25 126.5625 126.5625 126.5625 126.5625 126.5625 1.625566477 1.620305645 1.613495626 1.613080833 1.62204856 2.625566477 2.620305645 2.613495626 2.613080833 2.62204856 1512.72 1512.72 1512.72 1512.72 1512.72 大偏心 大偏心 大偏心 大偏心 大偏心 212.5651362 212.630139 212.7149131 212.7200998 212.6085569 0.068979058 0.085732984 0.077486911 0.075196335 0.115706806 111832125 139036969.1 125714131.5 122000898.9 187627775.4 1164.917968 1448.301762 1309.522203 1270.842697 1954.455994 4根22 4根22 4根25 4根25 4根25 1520 1520 1964 1964 1964 0.95% 0.95% 1.23% 1.23% 1.23% 0.60% 0.60% 0.60% 0.60% 0.60%
柱的配筋计算 KZ4A |M|max KZ4C Nmin Nmax |M|max Nmin 83 0.71 57 82 82 382 329 403 396 379 0.217277487 0.002158055 0.141439206 0.207070707 0.216358839 108 108 108 108 108 20 20 20 20 20 20.21727749 20.00215805 20.14143921 20.20707071 20.21635884 4 4.6443769 3.791563275 3.858585859 4.031662269 0.056159104 0.05556155 0.055948442 0.056130752 0.056156552 1 1 1 1 1 11.25 11.25 11.25 11.25 11.25 126.5625 126.5625 126.5625 126.5625 126.5625 1.609744085 1.627056579 1.615805232 1.610557182 1.609817233 2.609744085 2.627056579 2.615805232 2.610557182 2.609817233 1512.72 1512.72 1512.72 1512.72 1512.72 大偏心 大偏心 大偏心 大偏心 大偏心 212.7619203 212.5468009 212.6860821 212.7517136 212.7610017 0.05 0.043062827 0.052748691 0.051832461 0.04960733 81137543.12 69809464.58 85567421.7 84107128.83 80499989.04 845.1827408 727.1819227 891.3273094 876.1159254 838.5415525 4根22 4根22 4根22 4根20 4根20 1520 1520 1520 1256 1256 0.95% 0.95% 0.95% 0.79% 0.79% 0.60% 0.60% 0.60% 0.60% 0.60%
柱斜截面设计 γ reV<0.2fcbh0 满足 满足 满足 满足 满足 满足 满足 满足 满足 满足 0.3fcbh0 825120 825120 825120 825120 825120 825120 825120 825120 825120 825120 λ 3 3 3 3 3 3 3 3 3 3 <0 <0 <0 <0 <0 <0 <0 <0 <0 <0 Asv/s 加密区 60 2Ф 8@60 2Ф 8@60 2Ф 8@60 2Ф 8@60 2Ф 8@60
KZ1C
η Nb 大小偏心 e x As=As, 配筋 实配As 配筋率 最小总配筋率
柱斜截面设计 抗剪承载力计算 KZ1A KZ1C KZ2A KZ2C KZ3A KZ3C KZ4A KZ4C KZ5A KA5C M 264 889 108 787 598 100.8 83 82 84 66.4 V 106.68 141.46 61.4 55 59.58 77.6 51.64 67.22 46 36.67 N 1163 1682 906 1230 655 884 403 539 153 219 γ reV 90.678 120.241 52.19 46.75 50.643 65.96 43.894 57.137 39.1 31.1695
柱的配筋计算 KZ1C Nmin KZ2A Nmax |M|max Nmin Nmax 266 303 108 20 45 864 1682 834 722 906 0.30787037 0.180142687 0.129496403 0.027700831 0.049668874 108 108 108 108 108 20 20 20 20 20 20.30787037 20.18014269 20.1294964 20.02770083 20.04966887 1.768518519 0.908442331 1.832134293 2.11634349 1.686534216 0.056410751 0.056055952 0.055915268 0.055632502 0.055693525 1 0.91 1 1 1 13.25 13.25 11.25 11.25 11.25 175.5625 175.5625 126.5625 126.5625 126.5625 2.223012164 2.237082441 1.616763887 1.624981476 1.623201015 3.223012164 3.237082441 2.616763887 2.624981476 2.623201015 1512.72 1512.72 1512.72 1512.72 1512.72 大偏心 小偏心 大偏心 大偏心 大偏心 225.4525132 225.3247855 212.6741393 212.5723437 212.5943117 0.113089005 0.220157068 0.109162304 0.094502618 0.118586387 194479980.3 378390954.4 177070037.7 153217346.3 192284340.1 2025.833128 <0 1844.479559 1596.014024 2002.961877 6根25 6根25 4根25 4根25 4根25 2945 2945 1964 1964 1964 1.85% 1.85% 1.23% 1.23% 1.23% 0.60% 0.60% 0.60% 0.60% 0.60% ξ =0.628
KZ2C |M|max
Nmin Nmax 78 76 29 787 770 1230 0.099110546 0.098701299 0.023577236 108 108 108 20 20 20 20.09911055 20.0987013 20.02357724 1.941550191 1.984415584 1.242276423 0.055830863 0.055829726 0.055621048 1 1 1 11.25 11.25 11.25 126.5625 126.5625 126.5625 1.619208113 1.619241083 1.62531612 #VALUE! 2.619208113 2.619241083 2.62531612 #VALUE! 1512.72 1512.72 1512.72 1512.72 大偏心 大偏心 大偏心 大小偏心 212.6437534 212.6433442 212.5682201 e 0.103010471 0.10078534 0.160994764 x 167067354.5 163458213.8 261016209.7 #VALUE! 1740.284942 1702.689727 2718.918851 As=As, 6根25 6根25 6根25 配筋 2945 2945 2945 实配As 1.85% 1.85% 1.85% 配筋率 0.60% 0.60% 0.60% 总配筋率