重力坝稳定计算力荷载分项系数基本数据泄流量Q1070.000自重9206.9741.0009206.974坝顶高程663.000上游水位661.500堰顶净宽B24.000底宽84.62577.4257.200静水重558.6091.000558.609坝基高程574.000相应下游水位589.070闸门高h8.000帷幕灌浆廊道离坝轴线距离5.000动水重0.0001.2000.000三角形顶点高程661.500泥沙高程612.750Φ155.000帷幕灌浆廊道离排水管中心线距离2.000静水压力(3714.573)1.000(3714.573)坝顶宽b6.000f'抗剪断摩擦系数0.900Φ225.000坝底宽84.625动水压力0.0001.0500.000下游坡率m0.950c'抗剪断凝聚力100.000α10.500H水头差72.430渗透压力(1667.701)1.200(2001.241)上游坡率n0.200r砼2.400α20.300坝高89.000浮托力(1275.299)1.000(1275.299)风速V09.100r水1.000g10.000宽高比0.951风浪压力(1.275)1.200(1.529)吹程假定D1.000r沙1.200y计算水深87.500鼻坎高程595.120泥沙压力(58.373)1.200(70.048)折坡点高程610.00012.20028.97233.852总地震力(1589.402)1.000(1589.402)荷载大小力臂力矩f'0.9001.3000.692V1坝自重1281.60032.11341155.380c'100.0003.00033.333V2坝自重6550.0305.10933465.193上游水重1上游水重2v4坝自重A84.625V3坝自重311.04037.51311667.888370.800129.6001064.304γ01.000上游水重500.4003.28919527.25538.71339.913(5.358)Ψ0.850V3下游水自重58.209(38.807)(2258.910)14354.5955172.660(5702.009)γd21.200H1上游静水压力(3828.125)29.167(111653.646)G6489.043H2下游静水压力113.5525.023570.412P(5375.552)H3泥沙压力(58.373)12.917(753.990)1.334≥1H4浪压力(1.275)87.261(111.219)H5动水压力0.0000.0000.000V7动水重0.0000.0000.000V8浮托力(1275.299)0.0000.000V9扬压力(1432.377)14.104(20202.484)V10扬压力(235.324)38.246(9000.153)V11扬压力(20280.661)计扬压力情况0.000总竖向地震力231.325Q0地震水平力(345.262)动水压力P0(1244.141)(50935.117)动土压力(0.052)总水平地震力(1589.402)持久状况基本组合WPUMWuMuUM合计（校核情况)9996.908(3774.220)(2943.000)(14093.645)7053.908(43296.282)(2943.000)(29202.637)Ks'2.761(5363.623)(85309.424)7053.908(114512.060)计入地震荷载结论满足>=2.5不计扬压力情况计扬压力情况水平截面上正应力σyu46.657σyu(12.586)σyd189.606σyd179.296剪应力τu8.169pu87.500τd165.809pd15.070水平正应力σxu85.866σxd172.589计扬压力情况主应力σ1u45.024σ1u(16.590)σ1d347.125σ1d327.510σ2u87.500σ2d15.070x0.00010.00020.00030.00040.00050.00060.00070.00079.62584.62584.625x'0.0007.20012.2005.000内部应力计算坝内水平截面上正应力a189.606b(1.689)σy=a+bx189.606172.714155.822138.930122.038105.14688.25471.36255.10346.657坝内剪应力a1165.809b1(4.868)c10.036τ=a+bx+cx2165.809120.67882.65051.72427.90211.1831.567(0.946)3.3438.169坝内水平正应力a2172.589b2(6.635)c