2.9框架梁柱内力组合

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【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。

毕业设计--框架内力组合

框架结构梁柱的内力组合第三部分
11．3．2 考虑地震组合的框架梁端剪力设计值Vb应按下列规定计算：
框架结构
5．4．3 钢筋混凝土梁支座或节点边缘截面的负弯矩调幅幅度不宜大于25％；弯矩调整后的梁端截面相对受压区高度不应超过0.35，且不宜小于0.10。特别注意：调幅关键 1.重力荷载（恒载、活载、重力荷载代表值） 2.支座或节点弯矩 3.跨中弯矩根据内力平衡确定。
框架结构梁柱的内力组合第三部分
Sd 1.35SGk 1.4 0.7SQk 1.35SGk 1.0SQk
5
框架结构梁柱的内力组合第三部分
框架结构
§1框架内力分析-框架内力组合
结构构件的地震作用效应和其他荷载效应的基本组合：
S≤R / γ RE
其中风载及竖向地震作用不考虑 8、9度时的大跨度和长悬臂结构及9度时的高层建筑，应计算竖向地震作用。
以上四种组合中，组合3、4要考虑γRE的影响。然后，与组合1、2比较，选最大内力。梁端弯矩需乘以0.85调幅系数（仅竖向荷载作用下）。
框架结构梁柱的内力组合第三部分注意：荷载规范要求：设计楼面梁时，当楼面梁从属面积超过25m2时，活载应取折减系数0.9；
框架结构
构件的内力组合，M正负号规定:上部受拉为负, 下部受拉为正。
Sd γGj SG j γQ1 L1SQ1k γQi γL i ψci SQik
j 1
k
m
n
i 2
2)由永久荷载效应控制的组合：
Sd G jSG jk Qi Liψci SQ ik
j1 i 1
2
m
n
框架结构梁柱的内力组合第三部分式中 0 ——结构重要性系数，按各有关建筑结构设计规范的规定采用。在持久设计状况和短暂设计状况下，对安全等级为一级的结构构件不应小于1.1，对安全等级为二级的结构构件不应小于1.0，对安全等级为三级的结构构件不应小于0.9；对地震设计状况下应取1.0；

内力组合

框架梁内力组合考虑了三种内力组合，wk Gk 4S .12S .1 这种内力组合与考虑地震作用的组合相比一般较小，对结构设计不起控制作用，故不予考虑。

对于活荷载作用下的跨中弯矩M 还乘以弯矩调幅系数1.1，再进行内力组合。

各层梁的内力组合结果见表。

表中Gk S ，Qk S 两列中的梁端弯矩M 为经过调幅后的弯矩（调幅系数取0.9）。

框架柱内力组合框架柱在恒荷载、活荷载作用下的轴力应包括纵向框架梁、横向框架梁传来的剪力和框架传来的剪力和框架柱自重。

框架梁内力组合表梁截面内力恒荷载活荷载风荷载 1.35恒+1.4x0.7活1.2恒 +1.4活 +1.4x0.6风 1.2恒+1.4x0.7活+1.4风E2B2 E2B2M -43.21 -4.45 -1.47 -62.69 -59.32 -58.27V 37.93 13.32 0.13 64.26 64.27 58.75跨中 M 92.46 31.59 0.23 155.78 155.37 142.23B2E2M -94.17 -15.27 -1.01 -142.09 -135.23 -129.38V 69.39 15.98 0.19 109.34 105.80 99.19 B2A2 B2A2M -74.03 -14.60 -0.46 -114.25 -109.66 -103.79V 51.78 12.34 0.25 82.00 79.62 74.58跨中 M 16.15 6.74 0.51 28.41 29.24 26.70A2B2M -23.99 -5.73 -1.47 -38.00 -38.04 -36.46V 35.10 9.38 0.08 56.58 55.32 51.42 E1B1 E1B1M -71.53 -5.41 -6.10 -101.87 -98.53 -99.68V 90.99 13.39 0.46 135.96 128.32 122.95跨中 M 137.18 30.88 1.17 215.46 208.83 196.52B1E1M -166.57 -15.61 -3.76 -240.17 -224.90 -220.45V 114.45 15.91 0.75 170.10 160.24 153.98 B1A1 B1A1M -139.07 -15.08 -2.34 -202.52 -189.96 -184.94V 96.88 11.03 1.02 141.60 132.55 128.49跨中 M 63.43 16.10 1.88 101.41 100.24 94.53A1B1M -46.24 -6.94 -4.63 -69.23 -69.09 -68.77V 65.93 8.32 0.39 97.16 91.09 87.82框架柱内力组合表柱截面内力恒荷载活荷载风荷载 1.35恒+1.4x0.7活 1.2恒+1.4活+1.4x0.6风 1.2恒+1.4x0.7活+1.4风E2E1上M 43.21 4.45 1.47 62.69 59.32 58.27 N 59.19 13.32 0.13 92.96 89.79 84.26 下 M 48.68 3.74 1.47 69.38 64.89 64.14 N 59.19 13.32 0.13 92.96 89.79 84.26 E1E0上M 22.86 1.67 4.63 32.50 33.66 35.55 N 190.57 26.71 0.59 283.45 266.57 255.69 下 M 11.43 0.84 9.26 16.25 22.67 27.50 N 190.57 26.71 0.59 283.45 266.57 255.69 B2B1上M 20.13 0.66 1.47 27.82 26.31 26.86 N 146.63 28.32 0.43 225.70 215.97 204.31 下 M 18.90 0.38 1.47 25.89 24.45 25.11 N 146.63 28.32 0.43 225.70 215.97 204.31 B1B0上M 8.60 0.15 4.63 11.76 14.42 16.95 N 384.78 55.26 2.20 573.61 540.95 518.97 下 M 4.30 0.08 9.26 5.88 13.05 18.20 N 384.78 55.26 2.20 573.61 540.95 518.97 A2A1上M 23.99 5.73 1.47 38.00 38.04 36.46 N 56.38 9.38 0.08 85.31 80.86 76.96 下 M 31.86 5.15 1.47 48.06 46.68 45.34 N 56.38 9.38 0.08 85.31 80.86 76.96 A1A0上M 14.35 1.77 4.63 21.11 23.59 25.44 N 162.86 17.70 0.47 237.21 220.61 213.44 下M 7.18 0.09 9.26 9.78 16.52 21.67 N162.86 17.70 0.47 237.21 220.61 213.44截面设计1框架梁配筋计算21c C 30,H R B335α=1.0,f =14.3N /m m ,混凝土钢筋级，22t y f =1.43N/mm ,f =300N/mm ,ξ=0.550由于计算过程较复杂，在框架梁截面设计时，一般近似将框架梁视为矩形.E2B2梁 bxh=250x650（1）跨中正截面m ax 155.78.M K N m =062221040,65040610155.78100.117N /m m ,1.014.3250610s s s c f m m h h m m Mf b h αααα'==-=-=⨯===⨯⨯⨯10.1250.550bξξ=-=<=2s 1010.12514.3250610A /909300c f y f b h f m mξα'⨯⨯⨯⨯===验算适用条件：9090.59%0.2%250610s oA b h ρ===>⨯⨯满足要求。

第七章-内力组合

50.052
-95.028
V
-11.16
-4.43
-3.474
3.474
-41.33
41.33
-19.594
-19.496
-18.2556
-8.5284
-23.351
-14.5966
-69.779
37.679
跨中
M
-11.46
-5.42
0
0
0
0
-21.34
-20.891
-13.752
-13.752
-20.5812
-121.379
V
-77.55
-6.17
-0.671
0.671
-8.53
8.53
-101.698
-110.863
-93.9994
-92.1206
-101.68
-99.9887
-107.85
-85.673
跨中
M
-88.32
-8.88
-0.378
0.378
-4.92
4.92
-118.416
-128.112
第七章内力组合和最不利内力确定
7.1框架梁内力组合：
1、基本组合公式：
1）梁端负弯矩组合公式:
①-1.0[1.2恒+1.4×0.9(活+风)]
②-1.0[1.35恒+1.4×(0.7活+0.6风)]
③-0.75[1.2(恒+0.5活)+1.3地]
2）梁端正弯矩组合公式:
④0.75[1.3地-1.0(恒+0.5活)]
-21.981
-18.846
-18.846

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。

框架梁内力组合

L R L RL R LM(KNm)-116.64-13.75 5.39-5.39 18.94-18.94 -159.22 -170.94 -145.90 -160.98 -154.69 -163.74 -132.42 -147.51 -92.69V(KN)67.48 4.52-1.01 1.01 -3.54 3.54 87.29 95.52 83.99 86.81 86.45 88.14 79.56 82.38 59.31跨中下部M(KNm)188.1416.05 1.16-1.16 4.07-4.07 248.23 269.71 243.11 239.87 249.21 247.26 227.38 224.15 180.51M(KNm)-173.23-15.68-3.08 3.08 -10.8110.81 -229.83 -249.23 -227.55 -218.94 -232.41 -227.25 -212.18 -203.57 -173.51V(KN)80.95 4.98-1.01 1.01 -3.54 3.54 104.11 114.16 100.61 103.43 103.26 104.95 95.73 98.55 71.64M(KNm)-90.72-4.85 4.61-4.61 16.22-16.22 -115.65 -127.23 -107.16 -120.08 -111.78 -119.53 -102.41 -115.32 -68.02V(KN) 6.800.00-3.08 3.08 10.81-10.81 8.15 9.17 3.85 12.46 5.57 10.74 3.85 12.46 16.66跨中下部M(KNm)19.200.970.00- 0.000.00 24.40 26.88 24.00 24.00 24.40 24.40 23.04 23.04 17.72M(KNm)-90.72-4.85-4.61 4.61 -16.2216.22 -115.65 -127.23 -120.08 -107.16 -119.53 -111.78 -115.32 -102.41 -99.65V(KN) 6.800.00-3.08 3.08 10.81-10.81 8.15 9.17 3.85 12.46 5.57 10.74 3.85 12.46 16.66M(KNm)-151.86-48.0339.94-39.94 88.68-88.68 -249.48 -252.09 -173.39 -285.22 -215.93 -283.03 -126.32 -238.15 -71.83V(KN)86.5420.987.51-7.51 -16.6616.66 133.22 137.39 134.92 113.90 139.53 126.91 114.35 93.33 71.09跨中下部M(KNm)185.1162.988.41-8.41 18.72-18.72 310.30 311.62 295.62 272.08 317.37 303.24 233.90 210.35 213.19M(KNm)-184.50-57.00-23.1223.12 -51.2451.24 -301.19 -304.93 -309.62 -244.88 -320.61 -281.77 -253.76 -189.03 -241.65V(KN)94.3223.12-7.517.51 -16.6616.66 145.54 149.98 125.32 146.34 139.24 151.85 102.67 123.69 79.05M(KNm)-72.58-19.6534.68-34.68 76.85-76.85 -114.61 -117.24 -57.80 -154.91 -85.47 -143.74 -38.54 -135.65 0.77V(KN) 6.800.0023.12-23.12 -51.2451.24 8.15 9.17 40.52 -24.22 27.58 -11.27 40.52 -24.22 -43.84跨中下部M(KNm)16.22 3.930.00- 0.000.00 24.96 25.74 23.31 23.31 24.96 24.96 19.46 19.46 16.36M(KNm)-72.58-19.65-34.6834.68 -76.8576.85 -114.61 -117.24 -154.91 -57.80 -143.74 -85.47 -135.65 -38.54 -149.10V(KN) 6.800.00-23.1223.12 -51.2451.24 8.15 9.17 -24.22 40.52 -11.27 27.58 -24.22 40.52 -43.84M(KNm)-184.51-58.42103.69-103.69 242.64-242.64 -303.20 -306.34 -133.50 -423.82 -216.10 -390.29 -76.25 -366.57 44.22V(KN)88.7821.64-19.5819.58 -45.7745.77 136.83 141.06 100.32 155.16 120.38 153.28 79.11 133.95 45.01跨中下部M(KNm)189.7664.5121.43-21.43 50.40-50.40 318.02 319.39 320.93 260.92 336.02 300.02 257.71 197.71 248.95M(KNm)-198.38-61.85-60.8360.83 -141.83141.83 -324.64 -328.42 -383.82 -213.51 -375.74 -273.55 -323.21 -152.90 -344.66V(KN)92.0822.46-19.5819.58 -45.7745.77 141.93 146.31 105.08 159.92 125.48 158.39 83.07 137.91 48.35M(KNm)-47.80-11.4491.24-91.24 212.75-212.75 -73.38 -75.74 59.16 -196.31 3.27 -150.02 70.38 -185.10 159.26V(KN) 6.800.00-60.8360.83 -141.83141.83 8.15 9.17 -77.00 93.31 -42.94 59.25 -77.00 93.31 -132.17跨中下部M(KNm)11.26 2.290.00- 0.000.00 16.72 17.44 15.75 15.75 16.72 16.72 13.51 13.51 11.16M(KNm)-47.80-11.44-91.2491.24 -212.75212.75 -73.38 -75.74 -196.31 59.16 -150.02 3.27 -185.10 70.38 -255.59V(KN)6.800.00-60.8360.83-141.83141.838.15 9.17 -77.00 93.31 -42.94 59.25-77.0093.31-132.17底层框架横梁A1B1左支座截面右支座截面B1C1左支座截面右支座截面标准层框架横梁(6层)A5B5左支座截面右支座截面B5C5左支座截面右支座截面 1.2恒+1.4风[1.2恒＋0.5×1.2活γRE顶层框架横梁A8B8左支座截面右支座截面B8C8左支座截面右支座截面框架横梁内力组合表层名框架梁的名称截面位置内力恒荷活荷风荷L 风荷R 地震L 地震R 内力组合1.2恒+1.4活1.35恒+0.7×1.4活 1.2恒+0.7×1.4活+1.4风 1.2恒+1.4活+0.6×1.4风危险内力×1.2活+1.3地]γRE的设计值R-129.63 170.9466.22 95.52172.58 269.71-152.42 249.2378.55 114.16-99.65 127.23-4.43 16.6617.72 26.88-68.02 127.23-4.43 16.66-244.75 285.22103.56 139.53176.69 317.37-141.74 320.61111.53 151.85-149.10 154.9156.07 56.0716.36 25.740.77 154.9156.07 56.07-428.92 428.92134.26 155.16150.67 336.02-68.09 383.82137.60 159.92-255.59 255.59144.40 144.4011.16 17.44159.26 255.59144.40 144.40。

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。

多层钢筋混凝土框架设计(9 内力组合)

九内力组合本章中单位统一为：弯矩kN∙m ，剪力kN ，轴力kN 。

根据前面第四至八章的内力计算结果，即可进行框架各梁柱各控制截面上的内力组合，其中梁的控制截面为梁端柱边及跨中，由于对称性，每层梁取5个控制截面。

柱分为边柱和中柱，每根柱有2个控制截面。

内力组合使用的控制截面标于下图。

（一）梁内力组合1．计算过程见下页表中，弯矩以下部受拉为正，剪力以沿截面顺时针为正注：（1）地震作用效应与重力荷载代表值的组合表达式为：Eh G E 3S .12S .1S +=其中，S GE 为相应于水平地震作用下重力荷载代表值效应的标准值。

而重力荷载代表值表达式为：∑=+=n1i ik Qi k Q G G ψG k ——恒荷载标准值； Q ik ——第i 个可变荷载标准值；ΨQi ——第i 个可变荷载的组合之系数，屋面活荷载不计入，雪荷载和楼面活荷载均为0.5。

考虑到地震有左震和右震两种情况，而在前面第八章计算地震作用内力时计算的是左震作用时的内力，则在下表中有 1.2(①+0.5②)+1.3⑤和1.2(①+0.5②)-1.3⑤两列，分别代表左震和右震参与组合。

（2）因为风荷载效应同地震作用效应相比较小，不起控制作用，则在下列组合中风荷载内力未参与，仅考虑分别由恒荷载和活荷载控制的两种组合，即1.35①+1.4×0.7③和1.2①+1.4③两列。

ABC D123452211梁内力组合计算表梁内力组合计算表（续）梁内力组合计算表（续）2．根据上表计算所得的弯矩值计算V b ，并同上表的结果比较得梁剪力设计值V ，计算过程见下表计算公式为：G b n r b l b vb bV l /)M M (V ++=η梁剪力设计值计算表（二）柱内力组合1．计算过程见下表，弯矩以顺时针为正，轴力以受压为正柱内力组合计算表2．根据上表计算所得的弯矩值计算柱剪力设计值，计算见下表计算公式为：n rc l c vc c H /)M M (V +=η（1.1vc =η）3．根据以上计算结果，由式∑∑>b c c M M η验算强柱弱梁，若不满足，则由∑∑=b c cM Mη调整柱端弯矩设计值（ηc =1.1）计算过程见下表（M’cb 和M ’c 分别为调整后的柱端弯矩设计值）（三）内力设计值汇总1．梁内力设计值汇总2．柱内力设计值汇总。