（毕业设计计算书）八层办公楼建筑结构设计计算书（11-8）

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1、计算表表6-1层数标高（m）轴线位置跨度（m）恒+0.5活（kN/m）（kN）（kN）净跨（m）833.6A～B7.521.0879.05-79.057.2B～C7.221.0875.89-75.896.9729.4A～B7.521.6981.34-81.347.2B～C7.221.9779.09-79.096.9625.2A～B7.521.6981.34-81.347.2B～C7.221.9779.09-79.096.9521A～B7.521.6981.34-81.347.2B～C7.221.9779.09-79.096.9416.8

2、A～B7.526.4999.34-99.347.2B～C7.222.6981.68-81.686.9312.6A～B7.526.4999.34-99.347.2B～C7.222.6981.68-81.686.928.4A～B7.524.6092.25-92.257.2B～C7.222.2380.03-80.036.914.2A～B7.524.4991.84-91.847.2B～C7.222.2380.03-80.036.9注：上表中ln为：A～B：ln＝7.5-0.3＝7.2m；B～C：ln＝7.2-0.3＝6.9m。2．框架梁的内力组

3、合具体见表6-2。三、框架柱的内力组合：1．根据《建筑抗震设计规范》（GB50011-2001）6.2.2规定，一、二、三级框架的梁柱节点处，柱端组合的弯矩设计值应符合下式要求：式中为柱端弯矩增大系数，一级抗震时取1.4，二级取1.2，三级取1.1，由于本设计为二级抗震，所以取为1.2；式中为节点左右梁截面反时针或顺时针方向组合的弯矩设计值之和，具体计算见表6-3；式中为节点上下柱端截面顺时针或反时针方向组合的弯矩设计值之和，上下柱端的弯矩设计值，可按弹性分析分配，具体计算见表6-4。12计算表表6-3层数轴线位置截面位置1.2×(恒+

4、0.5活)±1.3×地（kN·m）（kN·m）A柱节点B柱节点C柱节点左震右震左震右震左震右震8A～B左43.26-177.4243.26-177.42179.76-169.68171.2853.36右-201.33-30.17B～C左-21.57-199.85右-171.2853.367A～B左107.68-280.43107.68-280.43338.91-328.11278.02120.75右-274.5052.21B～C左64.41-275.90右-278.02120.756A～B左190.17-359.74190.17-359

5、.74505.10-491.64361.07207.03右-355.66132.54B～C左149.44-359.10右-361.07207.035A～B左266.37-435.68266.37-435.68632.70-621.22443.14288.22右-419.05195.12B～C左213.65-426.10右-443.14288.224A～B左310.73-518.09310.73-518.09708.66-668.38506.13349.42右-471.11203.36B～C左237.55-465.02右-506.1334

6、9.423A～B左330.29-538.14330.29-538.14820.40-779.38526.71369.72右-525.72257.84B～C左294.68-521.54右-526.71369.722A～B左366.54-559.98366.54-559.98871.90-841.11556.10400.31右-544.65294.37B～C左327.25-546.74右-556.10400.311A～B左375.01-560.55375.01-560.55773.64-745.07553.95404.46右-498.092

7、45.77B～C左275.55-499.30右-553.95404.46计算表表6-4层数位置1.2(恒+0.5×活)+1.3地（kN·m）（kN·m）（kN·m）左震右震左震右震左震右震8A柱上端-32.73187.95-43.26177.42-51.91212.90柱下端-12.77-98.5911.65-93.5113.99-112.21B柱上端-180.65168.79-179.76169.68-215.71203.62柱下端97.69-90.4798.54-91.83118.25-110.20C柱上端-181.6942.95-

8、171.2853.36-205.5464.03柱下端96.294.5491.71-4.72110.05-5.677A柱上端-105.19197.09-96.03186.92-115.23224.31柱下端4