【幼儿园建筑结构的竖向荷载框架内力计算案例2400字】

幼儿园建筑结构的竖向荷载框架内力计算案例目录TOC\o"1-3"\h\u22396幼儿园建筑结构的竖向荷载框架内力计算案例 1179401.1竖向荷载作用下结构计算简图 1265111.2荷载等效计算 192221.3恒荷载内力计算 345671.3.1恒荷载作用下梁端固端弯矩的计算 333141.3.2梁柱分配系数 48701.3.3弯矩分配（弯矩二次分配法） 521591.3.4恒载作用下梁端剪力 784731.3.5恒载作用下柱剪力的计算 7319951.3.6恒载作用下柱轴力的计算 8246151.3.7弯矩调幅 9227481.4活荷载的计算 10133111.4.1活载作用下梁端固端弯矩计算 1038431.4.2梁柱的分配系数 11174421.4.3弯矩分配（弯矩二次分配法） 12286591.4.4活载作用下梁端剪力的计算 13291601.4.5活载作用下柱剪力 13263651.4.6活载作用下柱轴力 14136461.4.7弯矩调幅 151.1竖向荷载作用下结构计算简图图6-1竖向荷载作用结构简图1.2荷载等效计算在求固端弯矩时，根据固端弯矩相当原则，将梯形和三角形分布荷载化为等效均布荷载计算。q=qε=（1）顶层荷载计算qqqq节点集中荷载P1屋面自重(三角形部分)：1女儿墙自重：334.775÷106×6.6=20.84合计：P1节点集中荷载P2屋面自重(三角形部分)：1走廊屋面自重（矩形）：1纵梁自重：5.828×走廊横梁自重：1.1528×合计：P2（2）一、二层荷载计算第一、二层的计算原理和第三层相同，计算过程如下：qqq3q①节点集中荷载P1楼面自重(三角形部分)：1外纵墙自重：2.25×5.1×合计：P1②节点集中荷载P2楼面自重(三角形部分)：1走廊楼面自重（矩形）：1纵梁自重：5.828×走廊横梁自重：1.1528×合计：P21.3恒荷载内力计算1.3.1恒荷载作用下梁端固端弯矩的计算（1）第三层：MMMM（2）第一、二层：MMMM1.3.2梁柱分配系数表6-1梁柱分配系数楼层节点A、D各杆端分配系数节点B、C各杆端分配系数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弯矩分配（弯矩二次分配法）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图6-2弯矩分配结果图1.3.4恒载作用下梁端剪力梁端剪力的计算公式：V=VVVq—梁上均布荷载引起的剪力；Vm——梁端弯矩引起的剪力。表6-3梁端剪力计算表楼层荷载引起的剪力弯矩引起的剪力总剪力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恒载作用下柱剪力的计算柱端剪力的计算公式：V表6-4柱剪力计算表楼层弯矩引起的剪力层高（楼层m）边柱中柱33.819.3817.5323.810.6610.6514.25.095.01图6-2恒载作用下框架剪力图1.3.6恒载作用下柱轴力的计算柱轴力的计算公式：N=V+PV—梁端剪力；P—节点集中力及柱自重。表6-5柱轴力计算表楼层P1P2q层高/m柱重边柱中柱柱顶柱底柱顶柱底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图6-3恒载作用下柱轴力图（均受压符号为正）1.3.7弯矩调幅在竖向荷载的作用下，框架梁端的塑性内力会进行重新分布，所以弯矩会有变化，取调幅系数为0.85，调幅后，恒荷载弯矩见图中括号内数值。①支座弯矩调幅恒载弯矩调幅的计算结果如下表所示：表6-6恒载弯矩调幅计算表层数AB左B右3原始弯矩54.6562.5520.62调幅弯矩41.4553.1717.532原始弯矩51.0955.3012.03调幅弯矩47.6847.0110.231原始弯矩49.7050.5513.13调幅弯矩42.2542.9711.16图6-3恒荷载作用下横向框架调幅后弯矩图1.4活荷载的计算1.4.1活载作用下梁端固端弯矩计算（1）第三层：qqMMMM（2）第一、二层：qqMMMM1.4.2梁柱的分配系数表6-7梁柱分配系数的计算楼层节点A、D各杆端分配系数节点B、C各杆端分配系数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弯矩分配（弯矩二次分配法）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图6-8弯矩分配结果图PAGEPAGE61.4.4活载作用下梁端剪力的计算表6-9梁端剪力计算表楼层荷载引起的剪力弯矩引起的剪力总剪力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活载作用下柱剪力计算公式如上。表6-10柱剪力计算表层数弯矩引起的剪力层高边柱中柱33.88.627.1023.87.911.6714.23.503.03图6-4活载作用下框架剪力图1.4.6活载作用下柱轴力（1）框架柱上活荷载分部三层：边柱：2.0×8×8÷2÷2=32KN中柱：2.0×8×8÷2=64KN一、二层：边柱：2.0×8×8÷2÷2=32KN中柱：2.0×8×8÷2÷2=32KN（2）活荷载表6-11柱轴力计算表