校核情况稳定及应力计算表 一.基本数据坝顶高程(m)158.40坝顶宽B1（m)4.00淤沙高度（97.6-69.16）hn（m)28.44二.荷载计算坝底高程(m)69.16坝底宽B2(m)89.16沙浮容重γn（t/m3)0.90上游水位(m)156.30坝体高H(m)89.24坝体容重γ坝（t/m3)2.40下游水位(m)99.10浪高2hl(m)上游折坡高程(m)151.20上游折坡高度H3(m)82.04摩擦系数0.551.25水容重γ水（t/m3)1.00垂直力荷载W1自重W2W3Q1水重Q2Q3水压力浪压力淤沙压力小计u1扬压力u2u3u4u5小计合计三.稳定计算及强度复核特殊组合1(1)稳定安全系数k＝1.12(2)强度验算a.上游边缘垂直正应力（计入扬压力)99.45σyu=ΣW/T+6ΣM/T2 (t/m2)b.下游游边缘垂直正应力（计入扬压力)128.91σyd=ΣW/T-6ΣM/T2 (t/m2)c.下游游边缘垂直正应力（不计扬压力)2.84σyd=ΣW/T-6ΣM/T2 (t/m2)d.上游面剪应力τuτu=(p1-σyu）m (t/m2)e.下游面剪应力τdτd=(σyd-p2）n (t/m2)1379.34-311.75P1P2PLPm1Pm2计算公式B1*H*γ坝0.5*m*H32γ坝0.5*n*H4^2*γ坝m*H3*h*γ水0.5*m*H32*γ水0.5*n*H22*γ水0.5*H12*γ水0.5*H22*γ水0.5γ水[(Ll+2hl+h0)Ll-Ll2]0.5γnhn2tg2(45°-φ/2)0.5*γn*m*hn2B2*(H2－α2H2)*γ水0.5*L3*(H2－α2H2)*γ水0.5*L2*(α1H1－α2H2)*γ水L1*(α1H1－α2H2)*γ水0.5*L1*(H1－α1H1)*γ水↑→856.702826.845462.36146.441177.85313.74261.1511045.082135.61184.43168.07306.39354.013148.503148.507896.5811045.08>[k]=1.05均小于坝基承载力 表4-3下游折坡高程(m)149.80下游折坡高度H4(m)80.64淤沙内摩擦角12.00上游坡率m0.35波长2Ll(m)下游坡率n0.70h0(m)渗透压力系数α1上游水深H10.3587.14渗透压力系数α2下游水深H20.2029.94多年风速(m/s)α(=73)/9023.700.81力矩(t.m)↙+↘-10166.5171909.9937957.944295.3541236.0811795.10110281.184473.05433.592262.6610775.98142856.960.007275.354623.6011744.14150132.314040.433592.23448.2014306.93193405.14162730.470.00y183.53y282.99上游排水距L2(m)13.71下游排水距L3(m)15.40帷幕距L1(m)12.5012.45计算风速（m/s)23.700.38吹程(km)3.00力臂(m)水平力→←11.8725.446.9529.3335.0137.603796.69448.205.06238.684040.430.0039.4527.5138.3340.4129.059.98见计算公式9.4841.26150132.31193405.14-43272.84