溢流坝稳定计算

水位(m)-4.3023455.36流量（m3/s）01030214028603620445047105350水位泄量关系曲线向下向上向右向左(逆时针)+自重W1602.171.71023.69PH1202.016.7PH236.132.83102.25ps155.994.77ps219.782.8355.98U1157.250U2107.33.08602.17264.5525855.911181.92∑M↓↑→←(逆时针)+自重W1602.171.71023.69PH1337.088.04PH2146.635.71837.26PV115.798.075127.50Pv271.24.5Px37.5716.07603.75Py37.510.7327.38ps155.994.77ps219.782.8356.05U1316.810U289.683.08726.67406.49393.07203.982675.63∑M↓↑→←(逆时针)+自重W1602.171.71023.69PH1384.928.29PH2187.796.461213.12校核水位情况下的稳定计算力矩(t-m)水平水压力荷载垂直力(t)水平力(t)合计扬压力对基础中心的力臂(m)总计向下337.62向下320.18向右189.14垂直水压力动水压力扬压力力矩(t-m)水平水压力向右202.084泥沙压力水平水压力泥沙压力水平力(t)合计总计正常蓄水位时的稳定计算荷载垂直力(t)水平力(t)对基础中心的力臂(m)力矩(t-m)设计水位情况下的稳定计算荷载垂直力(t)对基础中心的力臂(m)PV121.398.08172.83Pv2102.483.9Px55.3916.3902.86Py55.390.2212.19ps155.994.77ps219.782.8356.05U1358.530U290.843.08781.43449.37440.91262.963380.74∑M泥沙压力扬压力合计总计垂直水压力动水压力向下332.06向右177.94正常水位(m)6.800.00(顺时针)-设计水位(m)13.523400.00校核水位(m)15.905440.001353.47溢流堰长90.31溢流段顶高程6.80坝全长冲砂闸长4.10坝底高程-13.30坝底宽度266.83闸底板高程0.00淤积高程1.00下游河床高程反弧半径3.50反弧段夹角ψ148.20反弧段夹角ψ2330.481950.78-768.83(顺时针)-2710.12320.40267.07276.213573.81-898.93(顺时针)-3190.99坝型参数(m)计算参数水位及泄量对应的下游水位(m)对应的下泄量(m3/s)校核水位情况下的稳定计算力矩(t-m)力矩(t-m)正常蓄水位时的稳定计算力矩(t-m)设计水位情况下的稳定计算399.67267.07279.794137.52-756.70-4.803.836.0894.4118.50-4.8044.80计算参数上游设计水位…………………………………………………………..12.23m相应下游水位………………………………………………上游校核水位………………………………………………..13.87m相应下游水位……………………………………………上游设计水位对应的溢流堰下泄流量………………………………………………..3400.000m³/s相应水位下反弧段最低点处的平均流速v……………………………………………上游校核水位对应的溢流堰下泄流量………………………………………………..5440.000m³/s相应水位下反弧段最低点处的平均流速v……………………………………………溢流堰长………………………………………………..90.31m正常情况相应下游水位……………………………………………正常高水位………………………………………………………………6.80m坝底高程…………………………………………………………………………溢流段坝顶高程………………………………………………………………6.80m坝底宽度B…………………………………………………………坝顶宽度A……………………………………………………………2.35m溢流面反弧段半径…………………………………………………………溢流坝断长……………………………………………………………90.31m溢流面反弧段的夹角ψ1…………………………………………………………坝线全长……………………………………………………………94.41m溢流面反弧段的夹角ψ2…………………………………………………………冲砂闸长……………………………………………………………4.10m下游溢流坝段坝面起坡点高程………………………………………………………………………………………上游溢流坝段坝面起坡点高程………………………………………………………………6.80m水的容重γw………………………………………………………砌体的容重γ……………………………………………………2.30t/m³泥沙的浮容重γsb………………………………………………泥沙的干容重……………………………………………………1.30t/m³淤沙的内摩擦角φs……………………………………………泥沙的淤积高程………………………………………………-3.80m大坝单宽体积V1……………………………………………砌体与基岩的摩擦系数……………………………………………………0.5大坝单宽体积V2……………………………………………砌体与基岩的摩擦系数……………………………………………………0.9剪切凝聚力，t/m^2……………………………………………↓↑→←W18.472128.202155.9W2306.015PH1202.01PH236.13U1157.25U2107.3水平力(t)自重水平水压力扬压力双龙湾景区拦河坝稳定计算一、基本资料与数据三、荷载计算正常蓄水情况荷载垂直力(t)24.708619.780605598.589264.55226.71955.910605∑W334.039∑P170.808049.34≥3.00.3B/60.98重新计算0.3B/616.27↓↑→←W18.472W2306.015PH1311.15PH264.98垂直水压力PV112.76mPx0Py0Px31.37Py31.3724.708619.780605U1210.9U2130.7358.617341.6335.859116.13061∑17.017∑219.728045.96≥3.088.16重新计算0.04重新计算88.16重新计算-25.38K=f/∑W+c/A/∑Pe=∑M/∑WK=f∑W/∑Pe=∑M/∑Wσ1y=∑W/B+6∑M/B2抗稳定计算基础强度计算应力计算自重水平水压力动水压力1动水压力2上游边缘正应力为泥沙压力扬压力合计总计抗稳定计算基础强度计算应力计算设计情况荷载垂直力(t)水平力(t)K=f/∑W+c/A/∑Pe=∑M/∑WK=f∑W/∑Pe=∑M/∑Wσ1y=∑W/B+6∑M/B2上游边缘正应力为泥沙压力合计总计↓↑→←W18.472W2306.015PH1344.11PH295.22垂直水压力PV116.61mPx0.00Py0.00Px47.90Py47.9024.708619.780605U1255.3U2123.67379.00378.97368.819162.90∑0.03∑205.920重新计算48596.33重新计算-236.29≥2.548596.33重新计算K=f/∑W+c/A/∑Pe=∑M/∑WK=f∑W/∑Pe=∑M/∑Wσ1y=∑W/B+6∑M/B2抗稳定计算基础强度计算应力计算水平水压力动水压力1动水压力2上游边缘正应力为泥沙压力扬压力合计总计校核情况荷载垂直力(t)水平力(t)自重相应下游水位………………………………………………-1.90m相应下游水位……………………………………………0.50mψk1流能比q单宽流量相应水位下反弧段最低点处的平均流速v……………………………………………16.97m0.9428570.1155237.6481相应水位下反弧段最低点处的平均流速v……………………………………………17.96m0.9516920.15875860.23696正常情况相应下游水位……………………………………………-4.80m坝底高程…………………………………………………………………………-13.30m坝底宽度B…………………………………………………………18.50m溢流面反弧段半径…………………………………………………………3.50m溢流面反弧段的夹角ψ1…………………………………………………………48.200.7095710.6665320.043038溢流面反弧段的夹角ψ2…………………………………………………………44.800.7046340.745476下游溢流坝段坝面起坡点高程………………………………………………………………………………………6.80m1.45011水的容重γw………………………………………………………1.00t/m³泥沙的浮容重γsb………………………………………………0.90t/m³淤沙的内摩擦角φs……………………………………………14.00°大坝单宽体积V1……………………………………………94.90大坝单宽体积V2……………………………………………166.50剪切凝聚力，t/m^2……………………………………………70.00对基础中心的力臂(m)(逆时针)+(顺时针)-9.7582.67.861007.675.37837.181.39425.360856.71353.472.83102.250003.08330.48力矩(t-m)双龙湾景区拦河坝稳定计算一、基本资料与数据三、荷载计算正常蓄水情况3.166666778.2440432.833333356.0450482085.7452187.5549∑M-101.8098019.84［σ］对基础中心的力臂(m)+-9.7582.61.39425.367.882451.863.8246.928.075103.049.5006.78015.93499.72410.618.823.166666778.2440432.833333356.0450480003.08402.561432.50912932.664∑-1500.155重新计算27.22［σ］下游边缘正应力为σ1y=∑W/B+6∑M/B2σ11y=∑W/B-6∑M/B2上游边缘正应力为设计情况力矩(t-m)σ1y=∑W/B+6∑M/B2σ11y=∑W/B-6∑M/B2上游边缘正应力为下游边缘正应力为对基础中心的力臂(m)+-9.7582.61.39425.368.082780.410.8907534.6438.018.08134.139.50m0.006.78016.3780.770.2210.543.166666778.2440432.833333356.0450480003.08380.91927.4533239.55∑-1312.10重新计算23［σ］下游边缘正应力为σ1y=∑W/B+6∑M/B2σ11y=∑W/B-6∑M/B2上游边缘正应力为校核情况力矩(t-m)Z上下游水位差S1vh14.1316.5315.690792.39937613.3718.1715.4063.909967上游设计水位…………………………………………………………..13.52m相应下游水位………………………………………………3.83m上游校核水位………………………………………………..15.90m相应下游水位……………………………………………6.08m上游设计水位对应的溢流堰下泄流量………………………………………………..3400.000m³/s相应水位下反弧段最低点处的平均流速v………………………