水利枢纽毕业设计计算书

水利枢纽毕业设计计算书 1.1计算下泄流量 11.1.1流量公式 11.1.2下泄流量与库容关系曲线 11.1.3洪水入库过程线 21.1.4设计情况下泄流量过程曲线 31.1.5校核情况下泄流量过程曲线 4 62.1基本资料 62.2非溢流坝剖面尺寸拟定 62.2.1坝顶高程的拟定 62.2.2设计情况坝顶高程计算 72.2.3校核情况坝顶高程计算 82.2.4坝顶高程确定 92.3荷载计算 2.4抗滑稳定分析 2.5应力分析计算 3.1溢流坝断面尺寸的拟定 3.1.1曲线段设计 213.1.2中间直线段计算 3.1.3反弧段计算 23 4.1下游消能计算 25第一章调洪演算·H2水位库容水位库容水位库容（万m3）（万m3）（万m3）834.000.00856.0019.71878.00114.18836.000.18858.0024.49880.00127.14838.000.62860.0030.32882.00140.36840.00862.0036.89884.00153.74842.002.50864.0044.28886.00167.22844.004.29866.0052.32888.00180.90846.006.35868.0060.82890.00195.25848.008.50870.0069.83892.00209.58850.0010.74872.0079.36894.00224.13852.0013.10874.0089.92896.00238.99854.0015.99876.00101.69时间（h）P=2%（设计）P=0.5%（校核）2004.84124.73204.0710.53000026.84149.87339.7466.71154.8931.51148.96307.68116.29234.7632.23161.67279.3632.45326.18471.4732.53433.24580.3132.68638.29853.932.91928.521210.433.131254.061609.1933.36997.161291.1133.59716.94945.7733.81514.93680.47405.32521.3834.04385.39498.7934.27297.07385.434.49234.57310.4634.53231.6306.6634.72225.05296.4134.95218.98292.7935.17224.89304.2135.4219.45303.3935.97251.57351.6736.51283.08401.6836.53281.79400.6737.1247.45352.5937.66213.12304.538.23178.79256.4238.8144.46208.3339.9364.4499.9341.0618.4741.53000054.84228.35304.460.53001.1.4设计情况下泄流量过程曲线已知初始时段下泄流量q=125.41m3/s，查得对应初始时间为32.05h，选取时间1.1.5校核情况下泄流量过程曲线已知初始时段下泄流量q=125.41m3/s，查得对应初始时间为25.01h，选取时间表1-3经调洪演算得到的结果第二章非溢流坝计算表2-1安全超高值123洪水位时安全超高hc为0.4m，校核洪水位时安全超高hc为0.3m。对于h1%与hz的计算公式采用官厅公式计算如下：hl=0.0166V05/4D1/3L=10.4(hl)0.8表2-2风速计算表水位m吹程Kmhl=0.0076*V0^(-1/12)*(gD/V0^2)^(1/3)*V0^2/g=0.0076*32^(-1/12)*(9.81*210/32^2)^(1/3)*L=0.331*V0^(-1/2.15)*(gD/V0^2)^（1/3.75）*V0^2/g波浪中心线超出静水位的高度hz因为H>L,cth近似值为1，则00hl1%=1.24*hl=1.24*0.75=0.93hl=0.0076*V0^(-1/12)*(gD/V0^2)^(1/3)*V0^2/g=0.0076*16^(-1/12)*(9.81*210/16^2)^(1/3)*L=0.331*V0^(-1/2.15)*(gD/V0^2)^（1/3.75）*V0^2/g波浪中心线超出静水位的高度hzhl1%=1.24*hl=1.24*0.315=0校核洪水下坝顶高程=887.95+0设计洪水下坝顶高程=886.77+1.校核洪水下坝顶高程=887.95+0.762=求得坝顶高程为887.5m，坝顶宽度一般取坝高的8%—上游起坡点位置应结合应力控制标准和发电引水管以及泄水孔等建筑物的根据情况，现拟定上游起坡点的高程为847m，上游边坡系数n=0.2下游起坡点的高程为877.5m，下游边坡系数m=0.7图2-1非溢流坝剖面图rHuHrHuHWWPHPWPPrHdrHdrH图2-2非溢流坝段荷载图坝基宽度=65.5×0.7+25×0.L1=50.85/2－2/3×25×0.2M1=W1×L1=1500×22.09=33135(kNL2=50.85/2－25×0.2－7/2=M2=11004×16.925=186242.7(kNL3=55.5×0.7×2/3－50.85/2Mh1=－20577.225×21.59=－444262.29(kNMh2=1233.8×5.287=6523.1Lv1=50.85/2－25×0.2/2=Mv1=1950.72×20.425=39843.456(kNLv2=50.85/2－25×0.2/3Mv2=613.125×13.76=8436.6(kNLv3=50.85/2－(837.86-822)×0.7/3Mv3=-863.66×21.72=-18758.7(kNMh1=－21333.82×21.98=－468917.36(kNMh2=1367.96×5.57=7619.54Lv1=50.85/2－25×0.2/2=Mv1=2008.6×20.425=41025.66(kNLv2=50.85/2－25×0.2/3Mv2=613.125×13.76=8436.6(kNLv3=50.85/2－(838.7-822)×0.7/3Mv3=-957.57×21.53=-20616.48(kNMsH=-526.4×4.33=-2279.312(kNLsV=50.85/2－13×0.2/3MsV=160.55×24.56=3943.108(kN计算公式：hl=0.0166V05/4计算公式：hl=0.0166V05/4D1/3L=10.4(hl)0.8hZ=cth计算风速V0=16(m/s)，D=210(m)，hL=0.315(m)，Lm=4.148(m)，又由于Mu2=—1019.6×21.175=—21590.03(kNMu3=－2539.98×2.808=－7132.26(kNLu4=50.85/2－1/3×8.5Mu4=－1529.39×22.59=－34548.92(kNMu2=—1022.68×21.175=—21655.25(kNMu3=－2557.64×2.808=－7181.85(kNLu4=50.85/2－1/3×8.5Mu4=－1540.12×22.59=－34791.31(kN设计洪水位情况：荷载P作用标准值作用设计值臂标准值值垂直荷载水平荷载垂直荷载（kN）水平荷载（kN）自重W122.093313533135W2110041100416.925186242.7186242.7W325874.125874.10.47512290.212290.2水平水压力Ph120577.22520577.22521.59-444262.29-444262.29Ph2-1233.8-1233.85.2876523.16523.1垂直水压力Pv11950.7220.42539843.45639843.456Pv2613.125613.12513.768436.68436.6Pv3863.66863.6621.72-18758.7-18758.7沙力泥压Psv160.55160.5524.563943.108943.108Psh526.40631.74.33-2279.312-2735.26Pl20.27824.3364.77-1313.4-1575.85扬压力浮托力U1-7911.58-7911.58000渗透压力U2-1019.6-1223.5221.175—21590.03-25908.04U3-2539.98-3047.982.808-7132.26-8558.72U4-1529.39-1835.2722.59-34548.92-41458.728965.60519890.10325997.0919999.46-217880.-252843校核洪水位情况：荷载P作用标准值值臂标准值值垂直荷载水平荷载垂直荷载（kN）水平荷载（kN）自重W122.093313533135W2110041100416.925186242.7186242.7W325874.125874.10.47512290.212290.2水平Ph121333.8221333.8221.98-468917.-468917.Ph2-1367.96-1367.965.577619.547619.54垂直Pv12008.062008.0620.42541025.6641025.66Pv2613.125613.12513.768436.68436.6Pv3957.57957.5721.53-20616.48-20616.48沙力泥压Psv160.5524.563943.1083943.108Psh526.40631.74.33-2279.312-2735.26Pl5.0066.00765.95-300.15-396.16扬压力浮托力U1-8330.6-8330.6000渗透压力U2-1022.68-1227.2221.175 21655.25-25986.38U3-2557.64-3069.172.808-7181.85-8618.23U4-1540.12-1848.1422.59-34791.31-41759.2628666.3720497.2727481.7320603.57-241394-276366设计情况下抗剪断稳定计算满足稳定要求。校核情况下抗剪断稳定计算满足稳定要求。校核时：ΣW=28666.37带入求得：设计时：σyu=64.05,σyd=1075.2校核时：σyu=3.61,σyd=1123.88②剪应力τu，τdτu=(puσyu)n=(635.464.05)×0.2=114.27Kpaτd==yWh1τu=(puσyu)n=(6473.61)×0.2=128.68Kpaτd=③水平正应力σxu,σxd设计时:xuσ=Puτun=64712xu④第一主应力σ1u,σ1d设计时:σ1u2)σ1d2)校核时:σ1uσ1d2)设计时:校核时:式中：ΣW——作用在计算截面以上全部荷载的垂直分力总和。带入求得：设计时：σyu=416.43σyd=1234.15校核时：σyu=365.53σyd=1291②剪应力τu，τdτu=(puσyu)n=(635.4416.43)×0.2=43.8Kpaτd==yWh1τu=(puσyu)n=(647365.53)×0.2=56.3Kpaτd=③水平正应力σxu,σxd设计时:xuxu④第一主应力σ1u,σ1d设计时:σ1u2)2σ1d校核时:σ1u2)σ1d设计时