第4章 框架结构内力组合

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1、第4章框架内力组合第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）框架梁内力计算结果：荷载类型编号恒载1-59.8445.79-63.9759.26-60.412-77.5143.97-77.9867.69-68.013-72.9547.62-76.2367.44-68.354-12.01-1.15-12.0114.48-14.485-12.213.78-12.2121.33-21.336-13.952.05-13.9521.33-21.33活载1-6.523.81-6.605.75-5.772-25.4715.65-26.3

2、022.96-23.193-25.0216.02-26.0222.94-23.214-0.880.18-0.881.41-1.415-4.380.89-4.387.04-7.046-4.560.72-4.567.04-7.04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第4章框架内力组合6-0.03-0.03-0.030.000.00重力荷载=恒载+0.5活载+0.5雪荷

3、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160.080.00-56.51-16.19-16.192105.720.00-103.01-28.99-28.993134.020.00-128.15-36.41-36.41427.450.00-27.45-18.3

4、0-18.30551.990.00-51.99-34.66-34.66663.390.00-63.39-42.26-42.26（2）框架梁的内力调整结果：荷载类型编号恒载1-36.8554.95（56.73）-39.9355.11-56.262-49.4152.76（58.37）-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（5.56）-6.2117.78-17.786-7.612.46（5.56）-7.6117.78-17.78

5、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1-2.654.45-2.964.23-4.352-0.22-0.23-0.140.020.0230.060.070.030.000.004-0.78-0.17-0.630.

6、94-0.9450.090.130.090.000.006-0.02-0.03-0.020.000.00重力荷载=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）-7.3320.71-20.716-8.852.88（6.46）-8.8520.71-20.71地震156

7、.030.00-52.46-16.19-16.19298.470.00-95.76-28.99-28.996第4章框架内力组合3124.920.00-119.05-36.41-36.41422.880.00-22.88-18.3-18.3543.330.00-43.33-34.66-34.66652.830.00-52.83-42.26-42.26其中，式中，为梁端控制截面的剪力和弯矩；，为内力分析得到的柱轴线处的梁端剪力和弯矩，q为梁上作用的均布荷载；hc为柱截面高度；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

8、作用方向不固定，所以都不