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1、第 4 章 框架内力组合注：组合所用的内力值均为电算结果4.1 框架梁内力的内力组合：1 /AlBlp5A26A3B31）框架梁内力计算结果：何载类型编号M 1 / kN - mb 0M c / kN - mb 0M r / kN - mb 0V1 / kNb 0Vr / kNb 0恒载1-59.8445.79-63.9759.26-60.412-77.5143.97-77.9867.69-68.013-72.9547.62-76.2367.44-68.354-12.01-1.15-12.0114.48-14.485-12.213.78-12.2121.33-21.336-13.952.05-
2、13.9521.33-21.33活载1-6.523.81-6.605.75-5.772-25.4715.65-26.3022.96-23.193-25.0216.02-26.0222.94-23.214-0.880.18-0.881.41-1.415-4.380.89-4.387.04-7.046-4.560.72-4.567.04-7.04雪荷载1-4.373.71-4.794.55-4.672-0.28-0.23-0.170.020.0230.070.060.040.000.004-1.02-0.17-1.021.13-1.1350.110.110.110.000.006-0.03-0.0
3、3-0.030.000.00重力何载 =恒载+0.5活载+0.5雪荷载1-65.2949.55-69.6764.41-65.632-90.3951.68-91.2279.18-79.603-85.4355.66-89.2278.91-79.964-12.96-1.15-12.9615.75-15.755-14.354.28-14.3524.85-24.856-16.252.40-16.2524.85-24.85地震160.080.00-56.51-16.19-16.192105.720.00-103.01-28.99-28.993134.020.00-128.15-36.41-36.41427
4、.450.00-27.45-18.30-18.30551.990.00-51.99-34.66-34.66663.390.00-63.39-42.26-42.262）框架梁的内力调整结果：何载类型编号M 1/kN -mbMe / kN - mbM r /kN -mbVi / kNbVr / kNb恒载1-36.8554.95 ( 5673)-39.9355.11-56.262-49.4152.76 ( 5837)-49.7362.98-63.303-45.8257.14 ( 60.90)-48.2662.73-63.644-7.19-1.15-7.1912.07-12.075-6.214.54
5、(5.56)-6.2117.78-17.786-7.612.46(5.56)-7.6117.78-17.78活载1-4.154.57(5.00)-4.215.35-5.372-16.1018.78 ( 20.28)-16.7221.36-21.593-15.7519.22 (20.57)-16.4921.34-21.614-0.470.22 (0.37)-0.471.18-1.185-2.331.07(1.83)-2.335.87-5.876-2.470.86 (1.83)-2.475.87-5.87雪荷载1-2.654.45-2.964.23-4.352-0.22-0.23-0.140.02
6、0.0230.060.070.030.000.004-0.78-0.17-0.630.94-0.9450.090.130.090.000.006-0.02-0.03-0.020.000.00重力何载 =恒载+0.5活载+0.5雪荷载1-40.2559.46 ( 61.46)-43.5159.90-61.122-57.5862.04 ( 68.40)-58.1673.66-74.083-53.6666.79 ( 71.22)-56.4974.44-74.444-7.82-1.13 (1.05 )-7.74-13.13-13.135-7.335.14 ( 6.54)-7.3320.71-20.71
7、6-8.852.88 ( 6.46)-8.8520.71-20.71地震156.030.00-52.46-16.19-16.19298.470.00-95.76-28.99-28.993124.920.00-119.05-36.41-36.41422.880.00-22.88-18.3-18.3543.330.00-43.33-34.66-34.66652.830.00-52.83-42.26-42.26hM =n (M- V F)式中V , M为梁端控制截面的剪力b b 0 b 2 b b其中 V = V - qc，bb 02和弯矩；V , M为内力分析得到的柱轴线处的梁端剪力和弯矩，q为梁
8、上作用的均布荷b 0b 0载；hc为柱截面高度；耳为调幅系数，梁端负弯矩取0.8,跨中正弯矩取1.2，跨中负弯矩不 进行调整。另外由于地震荷载的作用方向不固定，所以都不折减，保证安全。 检查调整后是否满足要求：MM c -b21(M 1 + M r) + Me 1.02 M2 b b b部分梁的跨中弯矩不满足条件，进行调整后的值列于上表的括号中。3）框架梁内力的组合结果组合 规则梁编号M1/kN -mbM e/kN - mbM r/kN - mbV1 / kNbVr / kNb无地 震组 合可变荷 载控制=1.2 恒载+1.4活载1-50.0375.08-53.8173.62-75.032-8
9、1.8398.44-83.08105.48-106.193-77.03101.88-81.00105.15-106.624-9.29-0.86-9.2916.14-16.145-10.719.23-10.7129.55-29.556-12.599.23-12.5929.55-29.55永久荷 载控制 =1.35 恒 载+0.7*1.4活载1-53.8181.49-58.0379.64-81.212-82.4898.67-83.52105.96-106.613-77.29102.37-81.31105.60-107.094-10.17-1.19-10.1717.45-17.455-10.679.
10、30-10.6729.76-29.766-12.699.30-12.6929.76-29.76有地 震组 合=1.2 重r .二-H、.力荷载+1.3 地震124.5473.75-120.4150.83-94.39258.9282.08-194.2850.71-126.58398.0085.46-222.5540.74-136.66420.36-1.26-39.03-8.49-39.55547.537.85-65.13-20.21-69.91658.067.75-79.30-30.09-79.79=1.2 重r ,-h -h、. 力何载-1.3 地震1-121.1473.7515.9992.9
11、3-52.302-197.1182.0854.70126.08-51.213-226.7985.4686.98135.40-42.004-39.13-1.2620.4639.558.495-65.137.8547.5369.9120.216-79.307.7558.0679.7930.094.2框架柱内力组合（1）框架柱内力计算结果柱的弯矩计算规定以左侧受拉为正，右侧受拉为负，剪力、轴力值统一用绝对值表示何载类型柱编号M t / kN -mc 0Mb / kN - mc 0V / kNcN / kNc恒载A159.84-42.5827.6886.56A234.93-44.5421.48242.43A328.42-14.219.07398.05B1-54.9636.8624.00118.89B2-29.9038.0418.36292.83B3-24.2412.127.74467.02活载A16.52-10.344.567.78A215.13-16.088.4338.84A38.94-4.472.8569.88B1-5.718.943.9611.17B2-12.9813.797.2459.29B3-7.673.832.45107.43雪载A14.37-1.311.536.17A2-1.030.300.3
