XX市城市职业技术学院教学楼设计毕业论文.doc

南阳市城市职业技术学院教学楼设计XX市城市职业技术学院教学楼设计毕业论文1.1 基本资料(1)基本风压(南阳地区0.35kN/m2(50年重现期);冬季主导风向：北偏东风；夏季主导风向：东南风；C类粗糙地面。(2)抗震设防烈度：7度(0.1g)；框架抗震等级为三级(高度1.4Tg=1.40.35=0.49 s，则顶部附加地震作用系数:Tn=0.08T1+0.07=0.118=227.02 kN表5-2 层间水平地震作用值计算层次GiHiGiHiFEK(1-Fn)Fi(kN)67704.52 22.550 173736.926 1744.724 0.882 472.43456690.767 18.950 126790.035 1744.7240.882344.77346690.767 15.350 102703.273 1744.7240.882279.27636691.579 11.750 78626.053 1744.7240.882213.80426570.269 8.150 53547.692 1744.7240.882145.60916704.429 4.550 30505.152 1744.7240.88281.382565909.131 5.2.2 横向水平地震作用下水平位移计算查规范知，钢筋混凝土框架弹性层间位移角限值=1/550=18.1810-4，其中，； 具体计算见表5-3：表5-3 横向水平地震作用下水平位移计算FiViDue(mm)定点位移hiue/hi(10-4)6472.434 472.434634684.809 0.74411.2543.62.067 5344.773 817.207 634684.8091.28810.510 3.63.578 4279.2761096.483 634684.8091.7289.222 3.64.800 3213.804 1310.287 634684.8092.064 7.494 3.65.733 2145.609 1455.896 634684.8092.2945.430 3.66.372 181.382 1537.278 490153.295 3.136 3.136 4.856.892注：由表中可以看到，最大层间弹性位移角发生在第一层，6.8921/550,满足要求。5.2.3 内力计算(D值法)只计算8轴线一榀框架；层间柱反弯点高度的确定：(倒三角形节点荷载)表5-4 层间柱反弯点高度的确定六五四三二一边跨中跨边跨中跨边跨中跨边跨中跨边跨中跨边跨中跨K0.895 1.520 0.895 1.520 0.8951.520 0.895 1.520 0.8951.520 1.320 1.921 h3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 3.600 4.850 4.850 y00.350 0.3760.448 0.4500.450 0.476 0.450 0.500 0.500 0.500 0.650 0.604 y2000000000000y300000000-0.05 000yi0.350 0.376 0.448 0.450 0.450 0.476 0.450 0.500 0.450 0.500 0.650 0.604 注：因同一根柱的上、下端梁截面相同，线刚度相同，则修正项y1=0表5-5 列表计算各柱、梁端内力层高Vi边柱中柱DijVijyiMc上Mc下DijVijyiMc上Mc下六3.6472.434 634684.809 12417.222 9.243 0.3521.629 11.646 17360.00 12.922 0.38 29.028 17.491 五3.6817.207 634684.80912417.222 15.988 0.4531.771 25.785 17360.0022.3520.45 44.257 36.210 四3.61096.483 634684.80912417.222 21.4520.45 42.475 34.752 17360.0029.991 0.48 56.575 51.393 三3.61310.287 634684.80912417.222 25.6350.4550.757 41.529 17360.0035.8390.50 64.510 64.510 二3.61455.896 634684.80912417.222 28.484 0.4556.398 46.529 17360.0039.821 0.50 71.678 71.678 一4.851537.278 490153.29510367.40332.516 0.65 51.78296.16612277.71 38.5070.60 69.382 105.825 表5-6 中柱层间节点两端梁弯矩分配及弯矩值计算六五四三二一LRLRLRLRLRLRib(105kN/m)3.8852.711 3.8852.711 3.8852.711 3.8852.711 3.8852.711 3.8852.711 分配系数0.589 0.411 0.589 0.411 0.589 0.411 0.589 0.411 0.589 0.411 0.589 0.411 柱端合M29.02861.74892.785 115.903136.188141.060分配弯矩17.097 11.931 36.370 25.378 54.65038.135 68.26747.636 80.215 55.973 83.084 57.976 表5-7 梁端弯矩、剪力及轴力计算边梁走廊梁边柱轴力中柱轴力MbLMbRLVbMbLMbRLVbNN六21.629 17.0976.955.57211.931 11.931 2.958.089 5.572 2.517 五43.417 36.370 6.9511.480 25.378 25.378 2.9517.205 17.052 8.242四68.260 54.650 6.9517.68538.135 38.135 2.9525.854 34.73716.411三85.509 68.267 6.9522.12647.636 47.636 2.9532.296 56.863 26.581 二97.90780.215 6.9525.632 55.973 55.973 2.9537.94882.495 38.897一97.906 83.084 6.9526.04557.976 57.9762.9539.306 108.540 52.158 绘制其左震作用下轴框架内力图（柱剪力值见表8-8）： 图5-1 弯矩图 图5-2 梁剪力图 图5-3 柱轴力图6 横向风荷载作用下框架结构内力及侧移计算6.1 风荷载标准值计算垂直于建筑物表面上的风荷载标准值当计算主要承重结构时按下式来计算： （6-1）风载体型系数由荷载规范第7.3节