XX市城市職業(yè)技術(shù)學(xué)院教學(xué)樓設(shè)計畢業(yè)論文.doc

南陽市城市職業(yè)技術(shù)學(xué)院教學(xué)樓設(shè)計XX市城市職業(yè)技術(shù)學(xué)院教學(xué)樓設(shè)計畢業(yè)論文1.1 基本資料(1)基本風(fēng)壓(南陽地區(qū)0.35kN/m2(50年重現(xiàn)期);冬季主導(dǎo)風(fēng)向：北偏東風(fēng)；夏季主導(dǎo)風(fēng)向：東南風(fēng)；C類粗糙地面。(2)抗震設(shè)防烈度：7度(0.1g)；框架抗震等級為三級(高度1.4Tg=1.40.35=0.49 s，則頂部附加地震作用系數(shù):Tn=0.08T1+0.07=0.118=227.02 kN表5-2 層間水平地震作用值計算層次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 橫向水平地震作用下水平位移計算查規(guī)范知，鋼筋混凝土框架彈性層間位移角限值=1/550=18.1810-4，其中，； 具體計算見表5-3：表5-3 橫向水平地震作用下水平位移計算FiViDue(mm)定點位移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，最大層間彈性位移角發(fā)生在第一層，6.8921/550,滿足要求。5.2.3 內(nèi)力計算(D值法)只計算8軸線一榀框架；層間柱反彎點高度的確定：(倒三角形節(jié)點荷載)表5-4 層間柱反彎點高度的確定六五四三二一邊跨中跨邊跨中跨邊跨中跨邊跨中跨邊跨中跨邊跨中跨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，線剛度相同，則修正項y1=0表5-5 列表計算各柱、梁端內(nèi)力層高Vi邊柱中柱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 中柱層間節(jié)點兩端梁彎矩分配及彎矩值計算六五四三二一LRLRLRLRLRLRib(105kN/m)3.8852.711 3.8852.711 3.8852.711 3.8852.711 3.8852.711 3.8852.711 分配系數(shù)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分配彎矩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 梁端彎矩、剪力及軸力計算邊梁走廊梁邊柱軸力中柱軸力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 繪制其左震作用下軸框架內(nèi)力圖（柱剪力值見表8-8）： 圖5-1 彎矩圖 圖5-2 梁剪力圖 圖5-3 柱軸力圖6 橫向風(fēng)荷載作用下框架結(jié)構(gòu)內(nèi)力及側(cè)移計算6.1 風(fēng)荷載標準值計算垂直于建筑物表面上的風(fēng)荷載標準值當(dāng)計算主要承重結(jié)構(gòu)時按下式來計算： （6-1）風(fēng)載體型系數(shù)由荷載規(guī)范第7.3節(jié)