【幼兒園建筑結(jié)構(gòu)的豎向荷載框架內(nèi)力計算案例2400字】

幼兒園建筑結(jié)構(gòu)的豎向荷載框架內(nèi)力計算案例目錄TOC\o"1-3"\h\u22396幼兒園建筑結(jié)構(gòu)的豎向荷載框架內(nèi)力計算案例 1179401.1豎向荷載作用下結(jié)構(gòu)計算簡圖 1265111.2荷載等效計算 192221.3恒荷載內(nèi)力計算 345671.3.1恒荷載作用下梁端固端彎矩的計算 333141.3.2梁柱分配系數(shù) 48701.3.3彎矩分配（彎矩二次分配法） 521591.3.4恒載作用下梁端剪力 784731.3.5恒載作用下柱剪力的計算 7319951.3.6恒載作用下柱軸力的計算 8246151.3.7彎矩調(diào)幅 9227481.4活荷載的計算 10133111.4.1活載作用下梁端固端彎矩計算 1038431.4.2梁柱的分配系數(shù) 11174421.4.3彎矩分配（彎矩二次分配法） 12286591.4.4活載作用下梁端剪力的計算 13291601.4.5活載作用下柱剪力 13263651.4.6活載作用下柱軸力 14136461.4.7彎矩調(diào)幅 151.1豎向荷載作用下結(jié)構(gòu)計算簡圖圖6-1豎向荷載作用結(jié)構(gòu)簡圖1.2荷載等效計算在求固端彎矩時，根據(jù)固端彎矩相當原則，將梯形和三角形分布荷載化為等效均布荷載計算。q=qε=（1）頂層荷載計算qqqq節(jié)點集中荷載P1屋面自重(三角形部分)：1女兒墻自重：334.775÷106×6.6=20.84合計：P1節(jié)點集中荷載P2屋面自重(三角形部分)：1走廊屋面自重（矩形）：1縱梁自重：5.828×走廊橫梁自重：1.1528×合計：P2（2）一、二層荷載計算第一、二層的計算原理和第三層相同，計算過程如下：qqq3q①節(jié)點集中荷載P1樓面自重(三角形部分)：1外縱墻自重：2.25×5.1×合計：P1②節(jié)點集中荷載P2樓面自重(三角形部分)：1走廊樓面自重（矩形）：1縱梁自重：5.828×走廊橫梁自重：1.1528×合計：P21.3恒荷載內(nèi)力計算1.3.1恒荷載作用下梁端固端彎矩的計算（1）第三層：MMMM（2）第一、二層：MMMM1.3.2梁柱分配系數(shù)表6-1梁柱分配系數(shù)樓層節(jié)點A、D各桿端分配系數(shù)節(jié)點B、C各桿端分配系數(shù)μ左梁μ上柱μ下柱μ右梁μ左梁μ上柱μ下柱μ右梁3000.5010.4990.44800.4510.101200.3340.3340.3320.3090.3310.3310.069100.3450.3120.3430.3180.3200.2900.0728-1616-81.3.3彎矩分配（彎矩二次分配法）8-1616-8上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱00.500.4990.44800.4510.1010.10100.4510.4480.49900.501-79.2679.26-15.9615.96-79.2679.2635.7035.55-28.34-28.53-1.391.3928.5328.34-35.55-35.707.69-14.1717.78-7.163.20-3.207.16-17.7814.17-7.693.253.23-1.15-1.20-1.391.391.201.15-3.23-3.25-12-1241.64-54.651262.5512-41.89-20.54-1220.54-1241.89-62.551254.6512-41.640.3440.3440.3320.3090.3110.3110.0690.0690.3110.3110.3090.3320.3440.344-58.0558.05-11.3011.30-58.0558.0515.3815.3815.29-14.23-14.32-14.32-3.183.1814.3214.3214.23-15.29-15.38-15.3817.97.95-7.127.65-14.27-7.371.59-1.5914.277.37-7.657.12-17.9-7.95-1.26-1.26-1.213.833.863.860.86-0.86-3.86-3.86-3.831.211.261.26-1227.02-1217.07-51.0912-55.3012-24.73-17.83-12.03-1212.03-1224.7317.8355.301251.0912-27.02-17.070.3450.3120.3430.3180.3200.2900.0720.0720.3200.2900.3180.3430.3450.312-58.0558.05-11.3011.30-58.0558.0515.8914.3715.79-14.64-14.74-13.35-3.323.3214.7413.3514.64-15.79-15.89-14.377.69-7.327.90-7.161.66-1.667.16-7.907.32-7.69-0.13-0.12-0.12-0.76-0.77-0.69-0.170.170.770.690.760.120.130.1223.4514.25-49.7050.55-22.67-14.04-13.1313.1322.6714.04-50.5549.70-23.45-14.257.13-7.027.02-7.13圖6-2彎矩分配結(jié)果圖1.3.4恒載作用下梁端剪力梁端剪力的計算公式：V=VVVq—梁上均布荷載引起的剪力；Vm——梁端彎矩引起的剪力。表6-3梁端剪力計算表樓層荷載引起的剪力彎矩引起的剪力總剪力AB跨BC跨AB跨BC跨AB跨BC跨VA=VBVB=VCVA=VBVB=VCVAVBVB=VC372.0525.21-1.20070.8573.2525.21252.7717.850.12052.8952.6517.85152.7717.85-0.89051.8853.6617.851.3.5恒載作用下柱剪力的計算柱端剪力的計算公式：V表6-4柱剪力計算表樓層彎矩引起的剪力層高（樓層m）邊柱中柱33.819.3817.5323.810.6610.6514.25.095.01圖6-2恒載作用下框架剪力圖1.3.6恒載作用下柱軸力的計算柱軸力的計算公式：N=V+PV—梁端剪力；P—節(jié)點集中力及柱自重。表6-5柱軸力計算表樓層P1P2q層高/m柱重邊柱中柱柱頂柱底柱頂柱底371.38151.941.933.821.33147.23173.56255.4281.732123.85118.751.933.821.33350.30371.63470.98497.311123.85118.751.934.229.11552.36581.47687.57711.68圖6-3恒載作用下柱軸力圖（均受壓符號為正）1.3.7彎矩調(diào)幅在豎向荷載的作用下，框架梁端的塑性內(nèi)力會進行重新分布，所以彎矩會有變化，取調(diào)幅系數(shù)為0.85，調(diào)幅后，恒荷載彎矩見圖中括號內(nèi)數(shù)值。①支座彎矩調(diào)幅恒載彎矩調(diào)幅的計算結(jié)果如下表所示：表6-6恒載彎矩調(diào)幅計算表層數(shù)AB左B右3原始彎矩54.6562.5520.62調(diào)幅彎矩41.4553.1717.532原始彎矩51.0955.3012.03調(diào)幅彎矩47.6847.0110.231原始彎矩49.7050.5513.13調(diào)幅彎矩42.2542.9711.16圖6-3恒荷載作用下橫向框架調(diào)幅后彎矩圖1.4活荷載的計算1.4.1活載作用下梁端固端彎矩計算（1）第三層：qqMMMM（2）第一、二層：qqMMMM1.4.2梁柱的分配系數(shù)表6-7梁柱分配系數(shù)的計算樓層節(jié)點A、D各桿端分配系數(shù)節(jié)點B、C各桿端分配系數(shù)μ左梁μ上柱μ下柱μ右梁μ左梁μ上柱μ下柱μ右梁3000.5010.4990.44800.4510.101200.3340.3340.3320.3090.3310.3310.069100.3450.3120.3430.3180.3200.2900.0721.4.3彎矩分配（彎矩二次分配法）上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱00.500.4990.44800.4510.1010.10100.4510.4480.49900.501-21.0321.03-5.725.72-21.0321.0313.0412.99-9.1-9.16-2.052.059.169.1-12.99-13.045.43-4.551.5-4.171.03-1.034.17-1.54.55-5.43-0.44-0.44-1.51-1.52-0.340.341.521.510.440.4418.03-18.0321.92-14.85-7.087.0814.85-21.9218.03-18.030.3340.3340.3320.3090.3110.3110.0690.0690.3110.3110.3090.3320.3340.334-32.5232.52-5.725.72-32.5232.5210.8610.8610.8-8.28-8.33-8.33-1.851.858.338.338.28-10.8-10.86-10.861.255.61-4.145.4-4.58-4.290.93-0.934.584.29-5.44.14-1.25-5.61-2.67-2.67-2.650.780.790.790.18-0.18-0.79-0.79-0.782.652.672.6714.7113.8-28.5130.42-12.12-11.83-1.461.4612.1211.83-30.4228.51-14.71-13.80.3450.3120.3430.3180.3200.2900.0720.0720.3200.2900.3180.3430.3450.312-32.5232.52-5.725.72-32.5232.5211.2210.1511.15-8.52-8.58-7.78-1.931.938.587.788.52-11.15-11.22-10.155.43-4.295.58-4.170.97-0.974.17-5.584.29-5.43-0.39-0.36-0.39-0.76-0.76-0.69-0.170.170.760.690.760.390.390.3611.269.79-21.0528.82-13.51-8.47-1.851.8513.518.47-28.8221.05-11.26-9.794.90-4.244.24-4.90圖6-8彎矩分配結(jié)果圖PAGEPAGE61.4.4活載作用下梁端剪力的計算表6-9梁端剪力計算表樓層荷載引起的剪力彎矩引起的剪力總剪力AB跨BC跨AB跨BC跨AB跨BC跨VA=VBVB=VCVA=VBVB=VCVAVBVB=VC321.519.03-0.65020.8622.169.03221.889.03-0.32021.5627.209.03121.889.03-0.42021.4227.349.031.4.5活載作用下柱剪力計算公式如上。表6-10柱剪力計算表層數(shù)彎矩引起的剪力層高邊柱中柱33.88.627.1023.87.911.6714.23.503.03圖6-4活載作用下框架剪力圖1.4.6活載作用下柱軸力（1）框架柱上活荷載分部三層：邊柱：2.0×8×8÷2÷2=32KN中柱：2.0×8×8÷2=64KN一、二層：邊柱：2.0×8×8÷2÷2=32KN中柱：2.0×8×8÷2÷2=32KN（2）活荷載表6-11柱軸力計算表