水利樞紐畢業(yè)設(shè)計計算書

水利樞紐畢業(yè)設(shè)計計算書 1.1計算下泄流量 11.1.1流量公式 11.1.2下泄流量與庫容關(guān)系曲線 11.1.3洪水入庫過程線 21.1.4設(shè)計情況下泄流量過程曲線 31.1.5校核情況下泄流量過程曲線 4 62.1基本資料 62.2非溢流壩剖面尺寸擬定 62.2.1壩頂高程的擬定 62.2.2設(shè)計情況壩頂高程計算 72.2.3校核情況壩頂高程計算 82.2.4壩頂高程確定 92.3荷載計算 2.4抗滑穩(wěn)定分析 2.5應(yīng)力分析計算 3.1溢流壩斷面尺寸的擬定 3.1.1曲線段設(shè)計 213.1.2中間直線段計算 3.1.3反弧段計算 23 4.1下游消能計算 25第一章調(diào)洪演算·H2水位庫容水位庫容水位庫容（萬m3）（萬m3）（萬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時間（h）P=2%（設(shè)計）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設(shè)計情況下泄流量過程曲線已知初始時段下泄流量q=125.41m3/s，查得對應(yīng)初始時間為32.05h，選取時間1.1.5校核情況下泄流量過程曲線已知初始時段下泄流量q=125.41m3/s，查得對應(yīng)初始時間為25.01h，選取時間表1-3經(jīng)調(diào)洪演算得到的結(jié)果第二章非溢流壩計算表2-1安全超高值123洪水位時安全超高h(yuǎn)c為0.4m，校核洪水位時安全超高h(yuǎn)c為0.3m。對于h1%與hz的計算公式采用官廳公式計算如下：hl=0.0166V05/4D1/3L=10.4(hl)0.8表2-2風(fēng)速計算表水位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波浪中心線超出靜水位的高度hz因為H>L,cth近似值為1，則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波浪中心線超出靜水位的高度hzhl1%=1.24*hl=1.24*0.315=0校核洪水下壩頂高程=887.95+0設(shè)計洪水下壩頂高程=886.77+1.校核洪水下壩頂高程=887.95+0.762=求得壩頂高程為887.5m，壩頂寬度一般取壩高的8%—上游起坡點位置應(yīng)結(jié)合應(yīng)力控制標(biāo)準(zhǔn)和發(fā)電引水管以及泄水孔等建筑物的根據(jù)情況，現(xiàn)擬定上游起坡點的高程為847m，上游邊坡系數(shù)n=0.2下游起坡點的高程為877.5m，下游邊坡系數(shù)m=0.7圖2-1非溢流壩剖面圖rHuHrHuHWWPHPWPPrHdrHdrH圖2-2非溢流壩段荷載圖壩基寬度=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計算公式：hl=0.0166V05/4計算公式：hl=0.0166V05/4D1/3L=10.4(hl)0.8hZ=cth計算風(fēng)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設(shè)計洪水位情況：荷載P作用標(biāo)準(zhǔn)值作用設(shè)計值臂標(biāo)準(zhǔn)值值垂直荷載水平荷載垂直荷載（kN）水平荷載（kN）自重W122.093313533135W2110041100416.925186242.7186242.7W325874.125874.10.47512290.212290.2水平水壓力Ph120577.22520577.22521.59-444262.29-444262.29Ph2-1233.8-1233.85.2876523.16523.1垂直水壓力Pv11950.7220.42539843.45639843.456Pv2613.125613.12513.768436.68436.6Pv3863.66863.6621.72-18758.7-18758.7沙力泥壓Psv160.55160.5524.563943.108943.108Psh526.40631.74.33-2279.312-2735.26Pl20.27824.3364.77-1313.4-1575.85揚壓力浮托力U1-7911.58-7911.58000滲透壓力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校核洪水位情況：荷載P作用標(biāo)準(zhǔn)值值臂標(biāo)準(zhǔn)值值垂直荷載水平荷載垂直荷載（kN）水平荷載（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沙力泥壓Psv160.5524.563943.1083943.108Psh526.40631.74.33-2279.312-2735.26Pl5.0066.00765.95-300.15-396.16揚壓力浮托力U1-8330.6-8330.6000滲透壓力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設(shè)計情況下抗剪斷穩(wěn)定計算滿足穩(wěn)定要求。校核情況下抗剪斷穩(wěn)定計算滿足穩(wěn)定要求。校核時：ΣW=28666.37帶入求得：設(shè)計時：σyu=64.05,σyd=1075.2校核時：σyu=3.61,σyd=1123.88②剪應(yīng)力τu，τdτu=(puσyu)n=(635.464.05)×0.2=114.27Kpaτd==yWh1τu=(puσyu)n=(6473.61)×0.2=128.68Kpaτd=③水平正應(yīng)力σxu,σxd設(shè)計時:xuσ=Puτun=64712xu④第一主應(yīng)力σ1u,σ1d設(shè)計時:σ1u2)σ1d2)校核時:σ1uσ1d2)設(shè)計時:校核時:式中：ΣW——作用在計算截面以上全部荷載的垂直分力總和。帶入求得：設(shè)計時：σyu=416.43σyd=1234.15校核時：σyu=365.53σyd=1291②剪應(yīng)力τu，τdτu=(puσyu)n=(635.4416.43)×0.2=43.8Kpaτd==yWh1τu=(puσyu)n=(647365.53)×0.2=56.3Kpaτd=③水平正應(yīng)力σxu,σxd設(shè)計時:xuxu④第一主應(yīng)力σ1u,σ1d設(shè)計時:σ1u2)2σ1d校核時:σ1u2)σ1d設(shè)計時