开敞式溢流堰水力计算xls

1、开开敞敞式式溢溢流流堰堰水水力力计计算算开开敞敞式式溢溢流流堰堰泄泄流流能能力力计计算算公公式式：式子：Q流量，m3/s；B溢流堰净宽，m；Hw堰顶以上作用水头，m；m流量系数，见表C1（混凝土重力坝设计规范P71）；C上游面坡度影响修正系数，上游面为铅直面时，C=1.0；侧收缩系数，据闸墩厚度及墩头形状而定，=0.90.95；s淹没系数，视淹没程度而定，不淹没时s=1.0。QCmsBHwHdHw/HdHmaxP（上游堰高）0.0001.00.4260.931.0150.01.29601.6269.3071.00.4260.931.0150.51.2960.38581.62612.2341.0

2、0.4260.931.0150.61.2960.4631.62615.4161.00.4260.931.0150.71.2960.54011.62618.8351.00.4260.931.0150.81.2960.61731.62622.4751.00.4260.931.0150.91.2960.69441.62626.3231.00.4260.931.0151.01.2960.77161.62629.5441.01.00.4260.4260.930.931.01.015151.081.081.2960.83331.62629.4211.00.4260.931.0151.0771.0771.2

3、960.8311.62639.0171.00.4260.931.0151.31.2961.00311.62643.6041.00.4260.931.0151.41.2961.08021.62654.2761.01.00.4260.4260.930.931.01.015151.621.621.2961.251.62663.2531.00.4960.931.0151.6211.6211.2961.25081.626经经水水文文计计算算：1、Q设设=29.4m3/s；对对应应水水位位=258.08 2、Q校校=54.3m3/s对对应应水水位位=258.62=258.623、堰堰顶顶高高程程：=257

4、.0 。4、坝坝顶顶高高程程：=260.0（反反推推计计算算得得）2/32WsHgBCmQ P/Hd4.629634.629634.629634.629634.629634.629634.629634.629634.629634.629634.629634.629634.62963坝坝顶顶高高程程的的确确定定坝坝顶顶计计算算公公式式：H=h静+hh=hl+h0+hchl=0.0166V5/4D1/3L=10.4hl0.8基基本本数数据据工工况况设设计计洪洪水水位位校校核核洪洪水水位位258.08258.08258.62258.62多多年年平平均均最最大大风风速速V018.0018.0012.0

5、012.00吹吹程程假假定定D0.800.80Pi3.1415926543.141592654坝坝基基高高程程226.70226.70hl波波高高0.5713409880.571340988 0.3441765750.344176575L波波长长6.6458363796.645836379 4.4305575864.430557586安安全全超超高高设设计计情情况况校校核核情情况况0.30.200.20ex7.66474E+12 4.56382E+19e-x1.30468E-13 4.71253E-20cth1.0001.001.025649890.63Hz波波浪浪中中心心线线高高于于静静水水

6、位位的的高高度度0.154308906 0.0839951290.1714023坝坝顶顶高高程程259.11259.25取取两两者者较较大大值值259.25260260坝坝顶顶宽宽度度12.00LHcthLhhzl22一一、基基本本数数据据尺尺寸寸数数据据其中：H1设计洪水位与正常高水位，h1为相应下游水位。H2较核洪水位，h2为相应下游水位。H3泥砂淤积高程。H0河床清基后高程。H坝顶高程。YnnYmmb100.260.88地地质质数数据据其中：砂泥砂干容重（KN/m3），空隙率，内摩擦角。L1坝基帷幕灌浆距上游坝踵，L2排水孔幕距坝锺，剩余水头系数。T坝体计算断面沿上、下游方向的长度，m。

7、地震设计烈度为6级。砂（KN/m3）砂（KN/m3）砼（KN/m3） 水（KN/m3）砂6.51324100.35二二、坝坝基基面面强强度度几几抗抗滑滑稳稳定定计计算算注注：a.重重心心位位置置于于W1与与W2之之间间。 b.重重心心位位置置于于W3与与W1之之间间。 判判断断重重心心位位置置：T/2关系判断下游面b上游面17.25满满足足a21.8484.66 判判断断力力矩矩的的正正（+）、负负（-） 深深水水波波、浅浅水水波波判判断断H（坝高）（波长）设计深深、浅浅水水波波判判断断33.36.65H2/=3.352 故故，波波浪浪压压力力按按深深水水波波计计算算荷载计算公式垂直力自重W1

8、6393.60W27154.78W31302.94水压P1P2水重Q1376.53Q2542.89Q3510.76浪压力Pk泥砂压力Pm1Pm235.13小计16316.63扬压力u13898.5u22143.54u3562.24u4120.48小计合计16316.636724.761、基基本本荷荷载载组组合合（正正常常蓄蓄水水位位）（1）抗抗滑滑稳稳定定计计算算抗抗剪剪公公式式：（W-U）Pf K KK9591.87174389.860.40.870.871.05抗抗剪剪断断公公式式：（W-U）Pf C9591.8724389.8580.58590.0034.50（2）坝坝基基面面强强度度计

9、计算算1.上上、下下游游边边界界垂垂直直正正应应力力计计算算yu上游边缘垂直正应力（不计扬压力时）；yd下游边缘垂直正应力（不计扬压力时）；yu上游边缘垂直正应力（计扬压力时）；yd下游边缘正应力（计扬压力时）；a.考考虑虑扬扬压压力力时时 （单单位位：KN，KN/m2）计算公式：（W-U）=VMTyuyd9591.8717-5232.2134.52 25 51 1. .6 65 53 30 04 4. .4 40 0b.不不考考虑虑扬扬压压力力时时WMTyuyd16316.631711868.8434.5532.78413.12可可见见，上上游游面面为为压压应应力力，下下游游面面计计和和不不

10、计计扬扬压压力力均均小小于于坝坝基基允允许许压压应应力力。考虑计与不计扬压力。因为，扬压力是一种可能存在而不一定存在的荷载，而且扬压力不是一个准确计算得值。2.2.主主应应力力计计算算26TMTWy（参阅重力坝潘家铮主编，P115）1u上游边缘垂直正应力（计扬压力时）；1d下游边缘垂直正应力（计扬压力时）；1u上游边缘垂直正应力（不计扬压力时）；1d下游边缘正应力（不计扬压力时）；a.计计扬扬压压力力时时，1u=yu（1+n2）1u1u1d1dn1d=yd（1+m2）261.72261.72499.22499.220.20b.不不计计扬扬压压力力时时，1u=yu（1+n2）-n2pu1u1u1

11、d1dyu1d=yd（1+m2）-m2pd541.54541.54605.19605.19532.783、坝坝体体内内部部应应力力计计算算用重力法分析坝内应力步骤：（参阅重力坝潘家铮主编，P120）a.先计算上、下游边界垂直正应力y ，然后根据单元微分体的平衡条件依次计算剪应力xy及水平正应力x，最后计算主应力1，2；b.先计算上下游边界应力，然后计算内部各点的应力；c.先计算无扬压力情况，然后计算扬压力产生的应力，并予跌加。y =a+bx（依据y呈线性分布的假定）a=yd=V/T-6M/T2b=12M/T3a.（无无扬扬压压力力情情况况）yabVMy =a+bx413.123.4716316

12、.6311868.84X0.005.007.0010.00yy413.12430.46437.39447.80 xy2.2.主主应应力力计计算算坝坝体体剖剖面面拟拟定定（计计算算设设计计工工况况）HH0H1h1H2h2260226.7258.08238258.62238ff CL1L2180.40.585905.34水平力对坝底中心点力臂（m）力矩逆时针+顺时针为-8.598.5954921.02-2.6919246.3714.1418427.864923.52210.4651500.04012638.453.772404.8314.925617.8015.708521.5614.247271

13、.5267.26529.411978.0455.20929.161610.1592.729180052.45227.248310616.76588.845083.516483 693.65892692092.0680223.221410 0003.083.086609.24833315.2515.258574.1615.9215.921917.6492092.0697324.275083.52693.664389.86K KK5.905.902.53.0抗压1850抗压1850考虑计与不计扬压力。因为，扬压力是一种可能存在而不一定存在的荷载，而且扬压力不是一个准确计算得值。myuyd0.802

14、51.65304.40ydpuP1pd=P2（H1-H0）413.12313.80113.00219.66219.66T34.5034.90534.16H3234.052TT-L20.70.734.530.511868.8411868.84-5232.21-5232.21开开敞敞式式溢溢流流堰堰的的堰堰面面曲曲线线计计算算一一、堰堰顶顶下下游游段段堰堰面面曲曲线线式中 ： Hd定型设计水头，按堰顶最大作用水头Hmax的75%95%计算K，n与上游面倾斜坡度有关的参数，当上游面垂直，k=2.0，n=1.85 X，Y以溢流坝顶点为坐标原点的坐标，X以向下有为正，Y以向下为正。表表一一基基本本数数据

15、据HmaxHdkn备注1.621.29621.85取Hmax的80%计1.621.21521.850.751.621.5391.53921.850.95二二、堰堰顶顶上上游游段段堰堰面面曲曲线线上游坝面为铅直面，R1，R2，R3等参数见下表RiR1R2R3Hd为1.539米，R1=0.5Hd，R2=0.2Hd，R3=0.04Hd0.76950.30780.06156L（距原点水平距离）0.175Hd0.276Hd0.282Hd0.2690.4250.4341.5391.539表表二二堰堰面面曲曲线线当下游面为铅直面时，堰顶下游堰面曲线为：x1.85=2.0Hd0.85yX00.20.40.60

16、.81Y0.950.0000.0180.0640.1350.2290.347Y0.95Y0.95=0.5Hd -0.851.85x0.85=0.8(非溢流坝段下游坡斜率)X0.0000.5001.0001.5001.3001.3002.500Y0.950.0000.3560.6410.9050.8010.8011.3979.557.16259.0725 Hd7 7. .5 5x01234567y0.000.090.330.691.171.772.483.30ykHxndn) 1( y0.000.170.300.420.540.660.770.871/m1.282Hw0.51.01.52.02.

17、53.03.54.0Hw/Hd0.0670.1330.2000.2670.3330.4000.4670.533m0.4360.4360.4360.4360.4360.4360.446Hw/Hd0.40.50.60.70.80.911.1Hw/P0 0. .4 43 36 60 0. .4 45 51 10 0. .4 46 64 40 0. .4 47 76 60 0. .4 48 86 60 0. .4 49 94 40 0. .5 50 01 10 0. .5 50 07 7C1.000B24g9.8s10.936m0 0. .4 43 36 60 0. .4 43 36 60 0. .4

18、 43 36 60 0. .4 43 36 60 0. .4 43 36 60 0. .4 43 36 60 0. .4 44 46 60 0. .4 45 55 5H0.511.522.533.54Q15.33143.36179.660122.644171.400225.312290.437362.0070.1750.2760.282x1.31252.072.1150.50.20.04R3.751.50.3hpHyiqcoshp1.02697.543.71432.3 0.615032 1.1984760.1715764331.02681.182490.1556896761.02671.166

19、4980.1397982471.02661.1505020.1239021451.02651.1345010.1080013681.02641.1184960.0920959131.02631.1024860.076185781.02621.0864710.0602709671.02611.0704510.0443514711.0261.0544270.028427291.02591.0383980.0124984241.02581.022365 -0.0034351311.02571.006327 -0.0193733751.21.31.40.4860.5630.6463.0001.6318

20、9101111.0111.111.1411.1611.184.235.256.397.627.637.747.807.827.85K，n与上游面倾斜坡度有关的参数，当上游面垂直，k=2.0，n=1.85 X，Y以溢流坝顶点为坐标原点的坐标，X以向下有为正，Y以向下为正。0.981.081.181.2811.2821.2911.291.29671.2987194.55.05.56.06.57.07.58.08.50.6000.6670.7330.8000.8670.9331.0001.0671.1331.21.30 0. .5 51 10 0. .5 51 13 30 0. .4 46 64 4

21、0 0. .4 47 72 20 0. .4 47 79 90 0. .4 48 86 60 0. .4 49 91 10 0. .4 49 96 60 0. .5 50 01 10 0. .5 50 05 50 0. .5 50 08 84.555.566.577.588.5440.506524.822614.461710.360809.220913.574 1023.398 1136.4271252.0086.856.96.9577.057.17.157.27.259.09.510.01.2001.2671.3330 0. .5 51 10 0. .5 51 12 20 0. .5 51

22、13 30 0. .5 51 13 30 0. .5 51 13 399.51010.5111369.459 1490.9751613.364 1735.867 1861.3227.37.357.47.457.57.557.67.657.77.757.87.857.97.9588.058.18.158.28.258.38.358.48.458.58.558.68.658.78.758.88.858.98.9599.059.19.159.29.259.39.359.49.459.59.55重重力力坝坝稳稳定定计计算算基本数据泄流量Q坝顶高程259.25上游水位548.0堰顶净宽B坝基高程467.

23、0相应下游水位 490.0闸门高h三角形顶点高程553.0泥沙高程502.51坝顶宽b6.0f抗剪断摩擦系数0.82下游坡率m0.8c抗剪断凝聚力100.01上游坡率n0.0r砼2.42风速V013.0r水1.0g吹程假定D15.0r沙1.4y计算水深荷载大小力臂力矩V1坝自重6922.711.277395.3V2坝自重-4174.627.5-114858.9V3下游水自重206.3-27.6-5685.9H1上游静水压力-3280.527.0-88573.5H2下游静水压力264.57.72027.8H3泥沙压力-252.111.8-2982.6H4浪压力-1.280.4-96.9H5动水压

24、力0.00.0V7动水重0.00000.0V8扬压力-1542.80.00.0V9扬压力-210.331.4-6592.6V10扬压力-31.927.8-885.3V11扬压力-174.24.2-728.3持久状况基本组合WPUM 合计(正常情况)2954.3-3269.3-1959.2-132774.6Ks2.3结论满足=3.0不不计计扬扬压压力力水平截面上正应力yu-133.0yd221.1剪应力u0.0pu81.0d154.5pd23.0水平正应力xu81.0 xd143.5主应力1u-133.01d341.62u81.02d23.0 x0.010.020.030.0 x内内部部应应力力

25、计计算算坝内水平截面上正应力a221.1b-5.3y=221.1168.3115.562.7坝内剪应力a1154.5b1-4.9154.5106.358.210.0坝内水平正应力a2143.5b2-3.3d0.5u0.0 x143.5115.193.074.4坝内主应力1341.6251.3163.580.2223.032.045.057.01-119.2-119.3-124.294.0计计扬扬压压力力y浮托力-23.0 xxy0.0全断面渗透压力 a36.5b30.1y全断面渗透压力0.01.01.92.9x=y0.0y局部三角形断面渗透压力r0.1p051.5a43.6b4-0.2y3.6

26、1.90.3-1.3yu-7.4yd3.6o点下游段o下游水位以上(y为计算断面水深)a52.8b5-0.1o下游水位以下a52.8b5-0.1剪应力xy(o 以上）2.81.91.10.3o下游水位以下2.81.71.00.7o点上游段 a50.0b50.1剪应力xy尾水以上剪应力xy尾水以下水平正应力(o点下游段)a62.2b6-0.03水平正应力尾水位以下-0.065x水平正应力尾水位以上2.21.91.51.2x水平正应力尾水位以下2.21.82.02.7o点上游段 a60.0b6-10.3x水平正应力尾水位以上x水平正应力尾水位以下扬扬压压力力情情况况x66.360.050.040.

27、0y-19.4-20.1-20.8-21.4x水平正应力尾水位以上-20.8-20.2-19.5-18.9x水平正应力尾水位以下-20.8-20.2-19.1-17.4剪应力xy尾水以上2.81.91.10.3剪应力xy尾水以下2.81.71.00.7总总 应应 力力y201.6148.294.741.3x水平正应力尾水位以上122.794.973.555.5x水平正应力尾水位以下122.794.873.957.0剪应力xy尾水以上157.3108.359.310.3剪应力xy尾水以下157.3108.059.210.7主主应应力力1324.3233.0144.360.92尾水位以上0.010

28、.023.935.92尾水位以下0.010.224.335.91尾水位以上-119.2-119.6-125.486.91尾水位以上（度）-119.2-119.6-125.784.4参参考考检检验验计计算算应应力力检检验验(应应用用期期）yu-173.2坝面正应力yyd202.8不不计计扬扬压压力力ymax221.1u0.0ymin-128.9d140.3计计扬扬压压力力ymax201.6xu81.0ymin-152.8xd132.40.024.0L坝轴线下游宽67.17.0帷幕灌浆廊道离坝轴线距离5.052.0帷幕灌浆廊道离排水管中心线距离 2.022.0坝底宽67.10.5H水头差58.00

29、.1坝高-207.759.8宽高比-0.3281.0计扬压力情况WPUM995.1-3269.3-1959.2-140980.840.050.059.366.30.07.09.9-42.8-91.9-128.9c10.0-38.1-86.3-131.1-164.8重重力力坝坝稳稳定定计计算算不不计计扬扬压压力力内内部部应应力力计计算算c20.0d20.0p-58.056.135.210.7-12.477.690.9100.2104.1-11.5-98.5-181.4-245.4-92.4-103.1-107.8-110.83.94.85.76.4-3.0-4.6-6.1-7.3c50.0c50

30、.00190-0.6-1.4-2.2-2.80.71.21.92.7c50.0c5尾水位以下-0.1-2.4-5.3c60.0d60.0c60.0d60.00.90.60.30.13.85.47.28.7c60.0d60.0c60.00.0310.3-71.80.38.730.020.07.00.0-22.1-22.8-23.4-23.9-18.2-17.6-16.6-88.3-15.3-12.8-9.80.8-0.6-1.4-2.2-5.10.71.21.9-2.6-12.2-65.6-115.3-152.837.917.7-5.9-100.7计计扬扬压压力力扬扬压压力力情情况况总总 应应

31、力力40.822.41.0-11.6-38.7-87.7-133.3-169.9-37.4-85.1-129.2-167.459.073.183.545.2-33.2-121.1-204.7-298.6-31.5-117.4-198.9-263.8-89.7-101.5-106.3-127.7-85.9-98.4-103.3-105.5坝体最小主应力min= r*H/420.3=0坝基容许应力-263.8=0(压应力）=0坝面正应力y重力坝稳定计算基本数据泄流量Q1080.0坝顶高程259.25上游水位553.8堰顶净宽B24.0坝基高程467.0相应下游水位493.6闸门高h7.0三角形顶点

32、高程552.0泥沙高程502.5152.0坝顶宽b6.0f抗剪断摩擦系数0.8222.0下游坡率m0.8c抗剪断凝聚力133.010.5上游坡率n0.0r砼2.420.2风速V013.0r水1.0g9.8吹程假定D15.0r沙1.4y计算水深86.8荷载大小力臂力矩V1坝自重6762.611.174726.7V2坝自重-4160.227.1-112839.8V3下游水自重276.8-26.2-7258.1H1上游静水压力-3767.128.9-108995.3H2下游静水压力354.88.93151.0H3泥沙压力-252.111.8-2982.6H4浪压力-1.286.2-103.9H5动水

33、压力-24.7-28.0691.8V7动水重28.8629-33.2-956.8V8扬压力-1766.20.00.0V9扬压力-218.131.0-6753.1V10扬压力-36.127.3-986.0V11扬压力-267.64.1-1083.6计扬压力情况持久状况基本组合WPUMW 合计（校核情况)2908.0-3690.2-2288.0-154567.0620.0Ks2.0结论满足=2.5不计扬压力情况水平截面上正应力yu-167.1yd254.8剪应力u0.0pu86.8d178.0pd26.6水平正应力xu86.8xd165.5主应力1u-167.11d393.72u86.82d26.

34、6x0.010.020.030.040.0 x内部应力计算坝内水平截面上正应力a254.8b-6.4y=254.8191.2127.663.90.3坝内剪应力a1178.0b1-5.7c1178.0121.464.98.3-48.3坝内水平正应力a2165.5b2-3.9c2d0.5u0.0px165.5131.2104.782.761.7坝内主应力1393.7286.3182.085.888.2226.636.150.360.8-26.21-119.2-119.6-125.765.2-90.3计扬压力y浮托力-26.6xxy0.0全断面渗透压力 a310.1b30.2y全断面渗透压力0.01

35、.53.04.66.1x=y0.0y局部三角形断面渗透压力r0.1p050.1a43.5b4-0.2y3.51.90.2-1.4-3.0yu-7.3yd3.5o点下游段o下游水位以上(y为计算断面水深)a52.7b5-0.1c5o下游水位以下a52.7b5-0.1c5剪应力xy(o 以上）2.71.91.00.1-0.7o下游水位以下2.71.61.00.60.7o点上游段 a50.0b50.1c5c5尾水位以下剪应力xy尾水以上剪应力xy尾水以下水平正应力(o点下游段)a62.1b6-0.04c6水平正应力尾水位以下-0.067c6x水平正应力尾水位以上2.11.81.41.00.7x水平正应力尾水位以下2.11.71.92.63.7o点上游段 a60.0b6-10.0c6c6x水平正应力尾水位以上x水平正应力尾水位以下扬压力情况x66.360.050.040.030.0y-23.1-23.2-23.4-23.5-23.6x水平正应力尾水位以上-24.5-23.4-22.2-21.0-19.9x水平正应力尾水位以下-24.5-23.4-21.7-19.