重力坝应力与稳定计算

重力坝稳定计算一几何尺寸数值高程（m）坝基高程（m）非溢流坝线055511000.0000.1000.2000.3000.4000.5000.6000.7000.800帷幕孔~坝沿距离12103.51004.294.297.498.748.7400.0000.0060.0200.0430.0740.1110.1560.2070.265m（边坡系数）0.8水位线-100-157750.9001.0001.1001.2001.3001.4001.5001.6001.7001.847底宽B(m)5.0008.448.448.218.216.816.816.796.790.3300.4010.4780.5620.6520.7470.8490.9571.0701.248非溢流坝高程(m)8.742112.25溢流坝高程（m)6.822110.33填土线-206.826.820.282Hd0.276Hd0.175Hd顶宽(m)1-204.84.85.0007.0004.294.290.3650.3580.227顶高(m)1.25后趾高(m)4.29溢流坝线00.0080.1390.3650.4650.5650.6650.7650.8650.9651.0651.1651.2651.3651.4651.5651.6651.7651.8651.9652.0652.212坝横断面积(m2)26.516.6746.6846.7796.826.8146.8006.7776.7466.7096.6646.6136.5556.4906.4196.3426.2586.1686.0735.9715.8635.7505.572坝基面积A(m2)5.00反弧段2.2122.302.793.353.814.665.0005.000二基本参数水位高程（m）5.5725.4614.9684.6184.4874.3174.2900上游校核洪水深(m)3.642111.95上游设计洪水深(m)3.412111.72上游正常水位深(m)2.022110.33部位合计曲线段底座段下游校核洪水位深2.522110.32横断面积26.515.0621.45下游设计洪水位深2.52110.3角度α0.6747409422下游正常水位深(m)0.72108.5坝前土高4.82108.31挑流坎高（m)4.292107.8土饱和容重(KN/M3)19水下土容重(KN/M3)9水下土摩擦角28基岩摩擦角310.6004873622抗剪断凝聚力C’(Kpa)300上覆水重度坝体密度24抗剪断摩擦系数f'0.70抗剪摩擦系数f：0.4三抗滑验算校核设计正常冰冻地震1、∑P水平推力64.0057.50113.53113.97坝前静水压力（Kpa)283.96276.03228.14228.14坝后静水压力(Kpa)-227.47-226.14-122.13-122.13淤沙压力(Kpa)坝前土压力(Kpa)37.3937.3937.3937.39坝后土压力(Kpa)-29.86-29.86-29.86-29.86浪压力(Kpa)冰压力(Kpa)0.44反弧段离心分力(Kpa)0.09地震荷载(Kpa)2、∑W垂直重力647.98648.06633.45633.45坝自重636.24636.24636.24636.24坝上水重25.4025.001.961.96反弧段离心分力0.19扬压力-13.66-13.36-4.75-4.75α0.303抗滑验算校核设计正常冰冻地震4抗剪断强度抗滑安全系数(K')30.5233.9717.1217.055抗剪强度抗滑安全系数(K)：4.054.512.232.22四坝基面应力验算校核设计正常冰冻地震坝前静水压力矩力臂（m)-6.01-5.94-5.47-5.47使用说明：填上大坝的几何尺寸和基本参数（黑色数据），即可得到安全系数和应力。力矩（kN•m）-1707.52-1638.71-1248.70-1248.70坝后静水压力矩力臂（m)-5.13-5.12-4.52-4.52力矩（kN•m）1166.951158.59552.46552.46淤沙压力矩力臂（m)力矩（kN•m）坝前土压力矩力臂（m)-1.60-1.60-1.60-1.60力矩（kN•m）-59.82-59.82-59.82-59.82坝后土压力矩力臂（m)-1.43-1.43-1.43-1.43力矩（kN•m）42.7042.7042.7042.70浪压力矩力臂（m)力矩（kN•m）冰压力矩力臂（m)-8.84力矩（kN•m）-3.86离心水平力矩力臂（m)4.29力矩（kN•m）0.39离心垂直力矩力臂（m)-2.50力矩（kN•m）-0.46坝自重力矩力矩（kN•m）0.000.000.000.00力矩（kN•m）221.67221.67221.67221.67坝上水重力矩力臂（m)-1.34-1.33-0.37-0.37力矩（kN•m）-34.14-33.33-0.73-0.73扬压力矩力矩（kN•m）-1.11-0.90-1.31-1.31力矩（kN•m）-0.11-0.09-0.13-0.13∑力矩（kN•m）-371.38-309.96-493.86-497.73σyu=∑W/T+6∑M/T240.4655.228.167.23σyu=∑W/T-6∑M/T2218.73204.00245.22246.14σy=∑W/A+∑M·X/J40.4655.228.167.23σy=∑W/A-∑M·X/J218.73204.00245.22246.14式中：X----计算点到中轴的距离；J----计算截面的惯心距σyu=∑W/T+6∑M/T2与σy=∑W/A-∑M·X/J两个公式在计算截面的边缘应力时是相等的。以b=1,h=T，J=bh3,x=T/2代入公式可推出，两公式完全相同。重力坝稳定计算几何尺寸数值一帷幕孔~坝沿距离1m（边坡系数）0.8坝轮廊线06.9926.9926.9921100底宽B(m)6.99200007.498.748.740坝高(m)8.74水位线-100-13.1526.1526.1526.992顶宽(m)18.448.448.218.216.816.816.796.79顶高(m)1.25-206.826.82后趾高(m)0填土线-204.84.83.1528.9924.84.8坝横断面积(m2)31.18坝基面积A(m2)6.99二基本参数水位高程（m）坝基高程（m）上游校核洪水深(m)3.642111.952103.51横断面积31.188.7422.440.00上游设计洪水深(m)3.412111.72角度α0.6747409422上游正常水位深(m)2.022110.33下游校核洪水位深2.012110.32下游设计洪水位深1.992110.3下游正常水位深(m)02108.31坝前土高4.82108.31坝后土高4.82108.31土饱和容重19水下土容重9水下土摩擦角28基岩摩擦角31.30.6076302696抗剪断凝聚力C’(Kpa)300上覆水重度坝体密度24抗剪断摩擦系数f'0.70抗剪摩擦系数f：0.4三抗滑验算校核设计正常冰冻地震1、∑P水平推力121.93100.19115.13115.57坝前静水压力（Kpa)349.40330.62228.14228.14坝后静水压力(Kpa)-227.47-230.52-113.01-113.01淤沙压力(Kpa)坝前土压力(Kpa)37.3937.3937.3937.39坝后土压力(Kpa)-37.39-37.39-37.39-37.39浪压力(Kpa)冰压力(Kpa)0.44反弧段离心分力(Kpa)0.09地震荷载(Kpa)2、∑W垂直重力748.39748.66745.80745.80坝自重748.32748.32748.32748.32坝上水重16.1615.840.000.00反弧段离心分力0.19扬压力-16.09-15.69-2.52-2.52α0.303抗滑验算校核设计4抗剪断强度抗滑安全系数(K')21.5026.1722.7522.675抗剪强度抗滑安全系数(K)：2.462.992.592.58四坝基面应力验算校核设计正常冰冻地震坝前静水压力矩力擘（m)-6.01-5.94-5.47-5.476.22力矩（kN•m）-2101.1-1962.76-1248.70-1248.701.555坝后静水压力矩力擘（m)-5.47-5.46-4.80-4.80力矩（kN•m）1244.291259.41542.45542.45淤沙压力矩力擘（m)力矩（kN•m）坝前土压力矩力擘（m)-1.60-1.60-1.60-1.60力矩（kN•m）-59.82-59.82-59.82-59.82坝后土压力矩力擘（m)-1.60-1.60-1.60-1.60力矩（kN•m）59.8259.8259.8259.82浪压力矩力擘（m)力矩（kN•m）冰压力矩力擘（m)-8.84力矩（kN•m）-3.86离心水平力矩力擘（m)4.80力矩（kN•m）0.43离心垂直力矩力擘（m)-3.50力矩（kN•m）-0.65坝自重力矩力矩（kN•m）11.1911.1911.1911.19力矩（kN•m）56.7456.7456.7456.74坝上水重力矩力擘（m)-1.07-1.060.000.00力矩（kN•m）-17.32-16.810.000.00扬压力矩力矩（kN•m）-2.18-1.90-2.71-2.71力矩（kN•m）-0.73-0.64-0.91-0.91∑力矩（kN•m）-809.09-654.99-641.93-645.80σyu=∑W/T+6∑M/T27.7426.6927.8827.41σyu=∑W/T-6∑M/T2206.33187.46185.45185.92σy=∑W/A+∑M/J7.7426.6927.8827.41σy=∑W/A-∑M/J206.33187.46185.45185.92