（毕业设计计算书）八层办公楼建筑结构设计计算书（11-5） .doc

18 活荷载作用下kj5力矩分配计算图图5-8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 -24.380 24.380 -22.460 22.460 14.994 9.386 4.693 -4.413 -8.827 -13.633 -0.282 -0.563 -1.051 -0.585 -0.293 0.173 0.108 0.054 0.057 0.115 0.178 15.167 -15.167 -0.029 -0.053 -0.030 13.456 -13.456 28.536 -1.105 -27.431 5.056 -0.368 -4.485 柱上端21.403 -1.561 -19.070 柱下端23.765 -1.738 -21.328 第7层6.236 -0.457 -5.614 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 -48.750 48.750 -44.930 44.930 18.574 18.574 11.603 5.801 -5.481 -10.963 -16.984 -16.984 -0.356 -0.712 -1.341 -1.341 -0.745 -0.373 0.136 0.136 0.085 0.042 0.045 0.091 0.141 0.141 18.709 18.709 -37.419 -0.015 -0.028 -0.028 -0.016 33.685 -16.843 -16.843 53.866 -1.370 -1.370 -51.127 6.236 -0.457 -5.614 第6层6.236 -0.457 -5.614 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 -48.750 48.750 -44.930 44.930 18.574 18.574 11.603 5.801 -5.481 -10.963 -16.984 -16.984 -0.356 -0.712 -1.341 -1.341 -0.745 -0.373 0.136 0.136 0.085 0.042 0.045 0.091 0.141 0.141 18.709 18.709 -37.419 -0.015 -0.028 -0.028 -0.016 33.685 -16.843 -16.843 53.866 -1.370 -1.370 -51.127 6.236 -0.457 -5.614 第5层6.236 -0.457 -5.614 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 -48.750 48.750 -44.930 44.930 18.574 18.574 11.603 5.801 -5.481 -10.963 -16.984 -16.984 -0.356 -0.712 -1.341 -1.341 -0.745 -0.373 0.136 0.136 0.085 0.042 0.045 0.091 0.141 0.141 18.709 18.709 -37.419 -0.015 -0.028 -0.028 -0.016 33.685 -16.843 -16.843 53.866 -1.370 -1.370 -51.127 6.236 -0.457 -5.614 第4层6.236 -0.457 -5.614 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 -48.750 48.750 -44.930 44.930 18.574 18.574 11.603 5.801 -5.481 -10.963 -16.984 -16.984 -0.356 -0.712 -1.341 -1.341 -0.745 -0.373 0.136 0.136 0.085 0.042 0.045 0.091 0.141 0.141 18.709 18.709 -37.419 -0.015 -0.028 -0.028 -0.016 33.685 -16.843 -16.843 53.866 -1.370 -1.370 -51.127 6.236 -0.457 -5.614 第3层6.236 -0.457 -5.614 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 -48.750 48.750 -44.930 44.930 18.574 18.574 11.603 5.801 -5.481 -10.963 -16.984 -16.984 -0.356 -0.712 -1.341 -1.341 -0.745 -0.373 0.136 0.136 0.085 0.042 0.045 0.091 0.141 0.141 18.709 18.709 -37.419 -0.015 -0.028 -0.028 -0.016 33.685 -16.843 -16.843 53.866 -1.370 -1.370 -51.127 6.236 -0.457 -5.614 第2层6.716 -0.492 -6.045 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 -52.500 52.500 -48.380 48.380 20.003 20.003 12.495 6.248 -5.902 -11.805 -18.288 -18.288 -0.384 -0.768 -1.447 -1.447 -0.804 -0.402 0.146 0.146 0.091 0.046 0.049 0.098 0.152 0.152 20.149 20.149 -40.298 -0.016 -0.031 -0.031 -0.017 36.271 -18.136 -18.136 58.009 -1.477 -1.477 -55.054 6.716 -0.492 -6.045 底层6.788 -0.496 -6.109 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 -52.500 52.500 -48.380 48.380 20.213 19.635 12.653 6.326 -5.975 -11.950 -18.481 -17.949 -0.391 -0.782 -1.458 -1.422 -0.809 -0.405 0.151 0.146 0.094 0.047 0.050 0.100 0.155 0.150 20.363 19.781 -40.144 -0.017 -0.032 -0.031 -0.018 36.125 -18.327 -17.799 58.074 -1.489 -1.453 -55.132 9.891 -0.726 -8.899 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5-6。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5-6。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5-7；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5-8；由此可得梁的弯矩图（见图5-9），剪力图（见图5-10）；与柱的弯矩图（见图5-9），剪力图（见图5-11），轴力图（见图5-12）： 活载作用下kj5梁内力计算及弯矩调幅表 表5-6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）（knm）（knm）（knm）（knm）（knm）（knm）8ab0.855.207.50-16.9714.36-27.44-14.4217.69-23.3218.10-20.90bc0.855.207.20-26.2112.99-15.21-22.2816.09-12.9320.25-17.197ab0.8510.407.50-39.3627.13-52.64-33.4634.03-44.7437.23-40.77bc0.8510.407.20-49.7724.71-35.60-42.3031.11-30.2639.41-35.476ab0.8510.407.50-39.6027.07-52.51-33.6633.98-44.6337.28-40.72bc0.8510.407.20-49.6224.66-35.84-42.1831.07-30.4639.35-35.535ab0.8510.407.50-39.5627.09-52.51-33.6334.00-44.6337.27-40.73bc0.8510.407.20-49.6224.68-35.81-42.1831.08-30.4439.36-35.524ab0.8510.407.50-39.5527.10-52.51-33.6234.00-44.6337.27-40.73bc0.8510.407.20-49.6224.68-35.80-42.1831.09-30.4339.36-35.523ab0.8510.407.50-39.6627.07-52.46-33.7133.97-44.5937.29-40.71bc0.8510.407.20-49.5624.66-35.90-42.1331.07-30.5239.34-35.542ab0.8511.207.50-42.7329.08-56.61-36.3236.53-48.1240.15-43.85bc0.8511.207.20-53.4726.51-38.66-45.4533.42-32.8642.38-38.261ab0.8511.207.50-41.3229.42-57.34-35.1236.82-48.7439.86-44.14bc0.8511.207.20-54.3126.78-37.29-46.1633.65-31.7042.68-37.96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。 活载作用下kj5柱轴力计算表 表5-7层数层高（m）轴线位置（kn）（kn）活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84.2ab18.10-20.9039.0078.0037.4457.1057.10119.14119.1454.6354.63bc20.25-17.1974.2ab37.23-40.7778.00156.0074.88172.33172.33355.32355.32164.98164.98bc39.41-35.4764.2ab37.28-40.7278.00156.0074.88287.61287.61591.40591.40275.39275.39bc39.35-35.5354.2ab37.27-40.7378.00156.0074.88402.89402.89827.48827.48385.79385.79bc39.36-35.5244.2ab37.27-40.7378.00156.0074.88518.16518.161063.571063.57496.19496.19bc39.36-35.5234.2ab37.29-40.7178.00156.0074.88633.45633.451299.611299.61606.62606.62bc39.34-35.5424.2ab40.15-43.8584.00168.0080.64757.60757.601553.841553.84725.52725.52bc42.38-38.2614.8ab39.86-44.1484.00168.0080.64881.46881.461808.661808.66844.11844.11bc42.68-37.96注：柱轴力以柱受压为正，反之为负。活载作用下kj5柱剪力计算表 表5-8层数层高标高位置弯矩剪力833.64.2a柱上端16.97 -8.62 柱下端-19.24 -8.62 b柱上端-1.23 0.63 柱下端1.40 0.63 c柱上端-15.21 7.76 柱下端17.38 7.76 729.44.2a柱上端20.12 -9.52 柱下端-19.87 -9.52 b柱上端-1.47 0.70 柱下端1.45 0.70 c柱上端-18.22 8.62 柱下端17.99 8.62 625.24.2a柱上端19.72 -9.40 柱下端-19.78 -9.40 b柱上端-1.44 0.69 柱下端1.45 0.69 c柱上端-17.85 8.51 柱下端17.91 8.51 521.04.2a柱上端19.78 -9.42 柱下端-19.80 -9.42 b柱上端-1.45 0.69 柱下端1.45 0.69 c柱上端-17.91 8.53 柱下端17.93 8.53 416.84.2a柱上端19.74 -9.37 柱下端-19.62 -9.37 b柱上端-1.44 0.68 柱下端1.43 0.68 c柱上端-17.87 8.49 柱下端17.77 8.49 312.54.2a柱上端20.03 -9.70 柱下端-20.69 -9.70 b柱上端-1.47 0.71 柱下端1.52 0.71 c柱上端-18.14 8.78 柱下端18.74 8.78 28.44.2a柱上端22.03 -10.83 柱下端-23.45 -10.83 b柱上端-1.62 0.80 柱下端1.72 0.80 c柱上端-19.93 9.79 柱下端21.18 9.79 层数层高标高位置弯矩剪力14.24.8a柱上端17.87 -5.52 柱下端-8.