（毕业设计计算书）八层办公楼建筑结构设计计算书（114）.doc

其它各层的分配系数同理可得，详见下图5-2：（4）弯矩分配：分层法计算所得的梁弯矩并经调幅后为最终弯矩，各柱的最终弯矩为与各柱相连的两层柱计算弯矩叠加所得。若叠加后框架内各节点弯矩没有达到平衡，则将节点不平衡弯矩再分配一次。具体计算过程见图5-3（由于篇幅关系，二次分配图省略，只是给出最终结果），进行修正后竖向恒载作用下的整个结构弯矩图如图5-4所示：恒载作用下KJ5力矩分配计算图图5-3顶层柱梁左梁柱右梁梁柱0.615 0.385 0.256 0.478 0.266 0.393 0.607 -86.630 86.630 -79.830 79.830 53.277 33.353 16.676 -15.687 -31.373 -48.457 -0.997 -1.994 -3.723 -2.072 -1.036 0.613 0.384 0.192 0.204 0.407 0.629 53.891 -53.891 -0.101 -0.189 -0.105 47.828 -47.828 101.403 -3.913 -97.490 17.964 -1.304 -15.943 第7层9.817 -0.563 -9.129 上柱下柱梁左梁上柱下柱右梁梁上柱下柱0.381 0.381 0.238 0.172 0.324 0.324 0.180 0.244 0.378 0.378 -77.300 77.300 -72.450 72.450 29.451 29.451 18.397 9.199 -8.839 -17.678 -27.386 -27.386 -0.448 -0.896 -1.688 -1.688 -0.938 -0.469 29.451 29.451 -59.351 85.603 -1.688 -1.688 -82.227 54.303 -27.386 -27.386 9.817 -0.563 -9.129 第6层9.817 -0.563 -9.129 上柱下柱梁左梁上柱下柱右梁梁上柱下柱0.381 0.381 0.238 0.172 0.324 0.324 0.180 0.244 0.378 0.378 -77.300 77.300 -72.450 72.450 29.451 29.451 18.397 9.199 -8.839 -17.678 -27.386 -27.386 -0.448 -0.896 -1.688 -1.688 -0.938 -0.469 29.451 29.451 -59.351 85.603 -1.688 -1.688 -82.227 54.303 -27.386 -27.386 9.817 -0.563 -9.129 第5层9.817 -0.563 -9.129 上柱下柱梁左梁上柱下柱右梁梁上柱下柱0.381 0.381 0.238 0.172 0.324 0.324 0.180 0.244 0.378 0.378 -77.300 77.300 -72.450 72.450 29.451 29.451 18.397 9.199 -8.839 -17.678 -27.386 -27.386 -0.448 -0.896 -1.688 -1.688 -0.938 -0.469 29.451 29.451 -59.351 85.603 -1.688 -1.688 -82.227 54.303 -27.386 -27.386 9.817 -0.563 -9.129 第4层12.968 -2.967 -9.216 上柱下柱梁左梁上柱下柱右梁梁上柱下柱0.381 0.381 0.238 0.172 0.324 0.324 0.180 0.244 0.378 0.378 -99.800 99.800 -75.560 75.560 38.024 38.024 23.752 11.876 -9.218 -18.437 -28.562 -28.562 -2.313 -4.626 -8.715 -8.715 -4.842 -2.421 0.881 0.881 0.551 0.275 0.295 0.591 0.915 0.915 38.905 38.905 -77.810 -0.098 -0.185 -0.185 -0.103 55.293 -27.647 -27.647 107.227 -8.900 -8.900 -89.427 12.968 -2.967 -9.216 第3层12.968 -2.967 -9.216 上柱下柱梁左梁上柱下柱右梁梁上柱下柱0.381 0.381 0.238 0.172 0.324 0.324 0.180 0.244 0.378 0.378 -99.800 99.800 -75.560 75.560 38.024 38.024 23.752 11.876 -9.218 -18.437 -28.562 -28.562 -2.313 -4.626 -8.715 -8.715 -4.842 -2.421 0.881 0.881 0.551 0.275 0.295 0.591 0.915 0.915 38.905 38.905 -77.810 -0.098 -0.185 -0.185 -0.103 55.293 -27.647 -27.647 107.227 -8.900 -8.900 -89.427 12.968 -2.967 -9.216 第2层11.519 -2.101 -8.836 上柱下柱梁左梁上柱下柱右梁梁上柱下柱0.381 0.381 0.238 0.172 0.324 0.324 0.180 0.244 0.378 0.378 -89.060 89.060 -71.840 71.840 33.932 33.932 21.196 10.598 -8.764 -17.529 -27.156 -27.156 -1.639 -3.277 -6.173 -6.173 -3.430 -1.715 0.624 0.624 0.390 0.195 0.209 0.418 0.648 0.648 34.556 34.556 -69.112 -0.070 -0.131 -0.131 -0.073 53.015 -26.507 -26.507 96.506 -6.304 -6.304 -83.898 11.519 -2.101 -8.836 底层11.572 -2.055 -8.934 上柱下柱梁左梁上柱下柱右梁梁上柱下柱0.385 0.374 0.241 0.175 0.326 0.318 0.181 0.247 0.382 0.371 -88.550 88.550 -71.840 71.840 34.092 33.118 21.341 10.670 -8.872 -17.744 -27.443 -26.653 -1.619 -3.239 -6.034 -5.886 -3.350 -1.675 0.623 0.606 0.390 0.195 0.207 0.414 0.640 0.621 34.715 33.723 -68.439 -0.070 -0.131 -0.128 -0.073 52.834 -26.803 -26.031 96.106 -6.165 -6.013 -83.928 16.862 -3.007 -13.016 考虑竖向荷载作用下梁端出现塑性铰，产生塑性内力重分布。因此对梁端支座负弯矩予以调整，调幅系数取0.85 ,内力调整见表5-2。各层梁的剪力等于该跨梁上的均布荷载（等效均布荷载）与跨度的乘积的一半，减去该跨梁两端弯矩的代数和与跨度的比。具体计算见下表5-2。各层柱的上截面处轴力等于上层柱传来的轴力加上柱顶端的剪力及作用于该节点的集中力；下截面处轴力等于上截面的轴力加上该层柱的自重，具体计算见表5-3；各层柱的剪力等于上下截面弯矩代数和除以层高，具体计算见表5-4；由此可得梁的弯矩图（见图5-4），剪力图（见图5-5）；与柱的弯矩图（见图5-4），剪力图（见图5-6），轴力图（见图5-7）：恒载作用下KJ5梁内力计算及弯矩调幅表 表5-2层数轴线位置调幅系数（kN/m）跨度（m）调幅前弯矩调幅后弯矩（kN）（kN）（kN·m）（kN·m）（kN·m）（kN·m）（kN·m）（kN·m）8AB0.8518.487.5-57.2851.42-99.76-48.6963.20-84.8063.64-74.96BC0.8518.487.2-95.4446.93-50.20-81.1257.85-42.6772.81-60.247AB0.8516.497.5-65.0042.12-82.65-55.2553.19-70.2559.48-64.19BC0.8516.777.2-78.7998.92-59.29-66.97100.38-50.4063.08-57.666AB0.8516.497.5-62.3443.22-83.12-52.9954.12-70.6559.07-64.61BC0.8516.777.2-77.9640.89-57.59-66.2751.06-48.9563.20-57.545AB0.8516.497.5-63.2142.58-83.52-53.7353.59-70.9959.13-64.55BC0.8516.777.2-79.3339.99-58.03-67.4350.29-49.3363.33-57.414AB0.8521.297.5-81.8756.26-105.00-69.5970.28-89.2576.75-82.92BC0.8517.497.2-86.6940.53-58.92-73.6951.45-50.0866.82-59.113AB0.8521.297.5-82.0656.13-105.08-69.7570.16-89.3276.77-82.91BC0.8517.497.2-86.4240.63-59.00-73.4651.53-50.1566.77-59.162AB0.8519.007.5-73.4649.67-94.38-62.4462.26-80.2268.46-74.04BC0.8516.637.2-80.8638.82-57.03-68.7349.16-48.4863.18-56.561AB0.8518.897.5-70.2950.17-95.01-59.7562.57-80.7667.54-74.13BC0.8516.637.2-82.5339.18-54.63-70.1549.47-46.4463.74-55.99注：对于梁，弯矩以梁下侧受拉为正，反之为负；剪力以绕杆端顺时针为正，反之为负。恒载作用下KJ5柱轴力计算表 表5-3层数轴线位置（kN）（kN）恒载作用下柱上集中荷载（kN）柱轴力（kN）A轴B轴C轴A柱N上A柱N下B柱N上B柱N下C柱N上C柱N下8AB63.64-74.96231.71294.57195.92295.35345.75442.34501.14256.17306.57BC72.81-60.247AB59.48-64.19216.79267.33183.61622.02672.42895.75954.55547.84598.24BC63.08-57.666AB59.07-64.61216.79267.33183.61948.27998.671349.691408.49839.40889.80BC63.20-57.545AB59.13-64.55216.79267.33183.611274.591324.991803.691862.491130.821181.22BC63.33-57.414AB76.75-82.92252.79308.52188.801654.531704.932320.752379.551429.121479.52BC66.82-59.113AB76.77-82.91252.79308.52188.802034.492084.892837.752896.551727.481777.88BC66.77-59.162AB68.46-74.04235.61285.15182.602388.962439.363318.913377.712017.042067.44BC63.18-56.561AB67.54-74.13234.79285.15182.602741.692799.293799.913867.112306.042363.64BC63.74-55.99注：柱轴力以柱受压为正，反之为负。恒载作用下KJ5柱剪力计算表 表5-4层数层高标高位置弯矩剪力833.64.2A柱上端56.28 -22.16 柱下端-36.78 -22.16 B柱上端-4.33 1.58 柱下端2.31 1.58 C柱上端-50.20 19.89 柱下端33.32 19.89 729.44.2A柱上端28.23 -14.07 柱下端-30.85 -14.07 B柱上端-1.56 1.08 柱下端2.96 1.08 C柱上端-25.98 12.94 柱下端28.37 12.94 625.24.2A柱上端31.49 -14.67 柱下端-30.11 -14.67 B柱上端-2.20 0.77 柱下端1.05 0.77 C柱上端-29.22 13.84 柱下端28.92 13.84 521.04.2A柱上端33.10 -17.37 柱下端-39.85 -17.37 B柱上端-3.13 2.66 柱下端8.06 2.66 C柱上端-29.11 13.92 柱下端29.34 13.92 416.84.2A柱上端42.01 -20.10 柱下端-42.41 -20.10 B柱上端-10.25 4.79 柱下端9.86 4.79 C柱上端-29.59 14.11 柱下端29.67 14.11 312.54.2A柱上端39.65 -18.15 柱下端-36.60 -18.15 B柱上端-8.80 3.77 柱下端7.03 3.77 C柱上端-29.33 13.67 柱下端28.10 13.67 28.44.2A柱上端36.87 -18.25 柱下端-39.76 -18.25 B柱上端-6.49 3.22 柱下端7.04 3.22 C柱上端-28.93 14.26 柱下端30.97 14.26 层数层高标高位置弯矩剪力14.24.8A柱上端30.53 -9.42 柱下端-14.67 -9.42 B柱上端-5.44 1.68 柱下端2.62 1.68 C柱上端-23.66 7.31 柱下端11.42 7.31 各梁、柱剪力图，轴力图如下： 3活荷载作用下的内力计算（二次弯矩分配法）：（1）计算简图见图3-2：（2）固端弯矩的计算（方法同恒载下固端弯矩计算，具体计算见表5-5）：活载作用下KJ5梁固端弯矩计算表 表5-5层数标高轴线位置（kN/m）跨度（m）（kN·m）（kN·m）833.6AB5.27.5-24.38 -24.38 BC5.27.2-22.46 -22.46 729.4AB10.47.5-48.75 -48.75 BC10.47.2-44.93 -44.93 625.2AB10.47.5-48.75 -48.75 BC10.47.2-44.93 -44.93 521AB10.47.5-48.75 -48.75 BC10.47.2-44.93 -44.93 416.8AB10.47.5-48.75 -48.75 BC10.47.2-44.93 -44.93 312.6AB10.47.5-48.75 -48.75 BC10.47.2-44.93 -44.93 28.4AB11.27.5-52.50 -52.50 BC11.27.2-48.38 -48.38 14.2AB11.27.5-52.50 -52.50 BC11.27.2-48.38 -48.38 注：梁端弯矩以梁下边受拉为正，反之为负。（3）分配系数的计算（同恒载下分配系数的计算，具体见活荷载下的分配系数计算）。（4）弯矩分配：分层法计算所得的梁弯矩并经常调幅后为最终弯矩，各柱的最终弯矩为与各柱相连的两层柱计算弯矩叠加所得。若叠加后框架内各节点弯矩没有达到平衡，则将节点不平衡弯矩再分配一次。具体计算过程见图5-8（由于篇幅关系，二次分配图省略，只是给出最终结果），进行修正后竖向恒载作用下的整个结构弯矩图如图5-9所示：