泥石流沟各类参数计算

平均粒径最大粒径12流速Vc（m/s）3.278444883流速修正系数1/a0.608242801水力半径(m)R32.080083823沟床纵坡Ic0.07440.272763634清水河床糙率系数1/n9.5查表（规范）泥石流泥沙修正系数Φ0.65流量（雨洪法）频率为P的泥石流洪峰值流量（m3/s）Qc频率为P的暴雨洪水设计流量（m3/s）Qp泥石流堵塞系数Dc1.5查表泥石流泥沙修正系数Φ0.65计算流量（形态调查法）断面峰值流量Qc245.8833662过流断面面积（m2）Wc75断面平均流速Vc3.278444883一次泥石流冲出的固体物质总量QH（m3）泥石流历时T（s）1200K0.264泥石流整体冲压力（×104Pa）2.39泥石流容重1.641泥石流流速3.278444883建筑物受力面与泥石流冲击压力方向的夹角90重力加速度9.8建筑物形状系数1.33大石块的移动速度Vs13.85640646泥石流体中大石块的冲击力F（N）34851633.53块石质量Q(kg)1100400.00泥石流体中大石块的冲击力F（pa）14590.81弯道超高与冲高弯道超高凸岸曲率半径R1凹岸曲率半径R2最大冲起高度0.548377594爬高0.877404151流域面积沟长沟床纵比泥石流容重清水比重固体物质比重12.63.860.07441.64112.62频率QpDcΦ1+ΦQc5%81.862530681.50.651.65202.60982%101.12922981.50.651.65250.29481%115.50567151.50.651.65285.8765246.26042-2断面3-3断面4-4断面5-5断面6-6断面和沟道宽828173933125Wc面积24845111799375Vc3.2784448833.2784453.2784453.2784448833.27844516.39222441Qc78.68267718275.3894167.2007383.5780513324.5661229.416831Q（1%）90565.68692QH（1%）58867.7Q（2%）79293.40648QH（2%）51540.71Q（5%）64186.77306QH（5%）41721.4Q(形态法）77895.85041QH50632.372.32438876.76141217.44均值25751.02451476.8385520年一遇50年一遇100年一遇5%2%1%流域面积F（km2）沟长L（km）沟床坡降JJ（1/3）12.63.860.07440.4205887431.88405092流域特征系数θ4.871查图查图计算H'1/613Cv1/60.38Cs1/61.33H'127Cv10.42Cs11.47H'655Cv60.38Cs61.33H'2470Cv240.35Cs241.2255%2%n1SHtn1SHt0.56449.1370.55758.0475%2%n2SHtn2SHt0.63149.1400.63858.0505%2%n3SHtn3SHt0.85172.9210.86386.865用n2计算m-汇流参数0.305频率S（0.25）m/θm*S（0.25）/θ0.383/D33τ05%2.6480.0630.1662.3082.7002%2.7600.0630.1732.2142.5751%2.8340.0630.1782.1562.4972.224频率τ0（n方）B40/S1.1*C40*μψ5%1.8720.0380.0930.9072%1.8280.0310.0770.9231%1.7990.0280.0680.932当ψ=1的流域汇流时间τ0的计算过程设计频率Pμ-产流系数（mm/h）洪峰径流系数ψ计算过程当历时t=1-6小时范围内当历时t=6-24小时范围内暴雨雨力S计算过程当历时t=1/6-1小时范围内流域汇流时间τ频率1/（4-n）ψ[-B46]τ5%0.2971.0292.7802%0.2971.0242.6371%0.2981.0212.550Qp频率τ的n方QpQp（0.25）Qp（0.25）*J（1/3）τ*E525%1.90781.8633.0081.2653.5172%1.856101.1293.1711.3343.5171%1.823115.5063.2781.3793.517m’校核频率5%0.3162%0.3161%0.316（不符合要求）用n3算Kp(5%)Kp(2%)Kp(1%)5%2%1.732.022.23H1/622.4926.261.822.152.39H149.1458.051.732.022.23H695.15111.11.671.922.11H24116.9134.41%n1SHt0.55364.5261%n2SHt0.64264.5301%n3SHt0.86696.460S（0.25）m/θm*S（0.25）/θ0.383/J33τ02.9220.0390.1133.3814.700τ0（n方）H40/S1.1*I40*μψ3.7350.0510.1250.875用n3计算5%暴雨雨力S计算过程当历时t=1/6-1小时范围内1/（4-n）ψ[-H46]τ0.3181.0434.905Qpτ的n方Qp3.87299557.684417981%28.9964.53122.7147.7暴雨雨力S计算过程设计流量245.883设计流速3.278设计过流断面面积75.000流通区纵坡0.073流通区宽度30.000堆积区纵坡0.074排导槽的设计频率暴雨Qp5%81.86253068202.60976342%101.1292298250.2948437设计过流断面面积30.847断面形状V型排导槽纵坡0.100排导槽横坡0.25重力束流坡度0.269满足要求宽度b5.000深度h4.000排导槽横坡0.25横断面的确定参照规范排导槽宽度上限Bf流通段纵坡Ib排导槽纵坡If流通段宽度Bbm‰‰m15.9430.0730.10030.000平均底宽Bm5.000确定沟宽6参照规范检验B≥2.0~2.5Dm满足拟定槽深参照规范排导槽深H设计最大泥深Hc排导槽淤积高度Hs安全超高hΔSmmmm6.6396.63900深宽比11/9满足1：1~1：3参考泥石流防治工程满足1：1~1：1.5参考中国泥石流采用复式结构，下部为V型的，考虑洪水过流，按洪峰流量来设计沟床物质最大粒径Dmm2V型槽边墙坡率1比0.2V型槽过流断面面积30.847V型槽过流量101.1292298底厚m1边墙顶宽m0.700肋坎槽的门坎埋深等于H泥1.5~2.5弯道超高ΔH泥石流速度Vc泥面宽B重力加速度gmm/smm/s20.2193.27869.8进出弯道的长度L弯道长Lbmm进口段的设计参考泥石流防治工程V型槽侧墙基础深一般与底板厚等同，0.4~0.8之间查“泥石流V型槽设计水利要素表”得14°2002年设计规范排导槽宽度Bx6流通区沟道宽度BL30.000排导槽纵坡降IX0.100流通区沟道纵坡降IL0.073流通区沟道泥石流厚度HL3排导槽设计泥石流厚度HC6.638603nx？0.025nl？0.0625检验2.4采用复式结构，下部为V型的，考虑洪水过流，按洪峰流量来设计弯曲半径Rm150.31622776601683800.1778279410038920.27000000000000000.1402961154130796.24025146910.656040220.0039528470.015625HC1.2Dm满足规范0.598765664HC≥K22满足（泥石流防治工程技术）