重力坝计算程序.xls

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1、8.0006.0007.600Hd6.5006.500 x0.0001.0002.0003.0004.0005.0006.000 y0.0000.1020.3670.7771.3242.0002.803 y0.0000.1880.3400.4790.6120.7400.864 1/m0.909 Hw0.5001.0001.5002.0002.5003.0003.500 Hw/Hd0.0770.1540.2310.3080.3850.4620.538 m0.4360.4360.4360.4360.4360.4360.446 Hw/Hd0.4000.5000.6000.7000.8000.9001

2、.000 Hw/P0.4360.4360.4510.4510.4640.4640.4760.4760.4860.4860.4940.4940.5010.501 C1.000 B24.000 b8.000 g9.800 s1.000 n3.000 0.920 m0.4030.4130.4220.4320.4410.4510.461 H0.5001.0001.5002.0002.5003.0003.500 Q13.92540.32875.818119.393170.579229.126294.899 0.1750.2760.282 x1.1381.7941.833 0.5000.2000.040

3、R3.2501.3000.260 hpHyiqcoshp 4.3368.0000.00044.5830.6004.3430.007 4.3354.3390.004 挑距计算上游水位 下游水位hc 坎顶高程595.120校核水位661.500589.0701.361 河床高程582.200设计水位661.500586.8501.307 H066.380抗冲设计水位658.350586.3000.631 V137.831=1/（c+）0.50.95366.38063.230 25.000c1.00037.83136.922 弧度0.4360.100 h1.178g9.8001.1780.576 c

4、os0.906 sin0.422 h11.3001.3000.635 h212.920 0.900 挑挑距距L136.776136.776136.776136.776130.300130.300 L8.6636.994 冲坑深度计算 水水垫垫厚厚度度Tk17.53117.53117.66417.66412.08712.087 k0.9000.9000.900 溢流净宽24.00024.00024.000 单宽流量q44.58344.58321.250 上下游水位差H72.43074.65072.050 河床水深H河6.8704.6504.100 水水垫垫厚厚度度Tk10.66110.66113

5、.01413.0147.9877.987 40.000 弧度0.698 tg0.838 L/Tk13.64210.51017.189 7.0008.0009.00010.00010.2706.0006.1006.3006.3106.320 3.7284.7725.9347.2117.5752.8032.8903.0673.0763.085 0.9851.1041.2201.3341.3650.8640.8760.9010.9020.903 4.0004.5005.0005.5005.6006.0006.5007.07.58.0 0.6150.6920.7690.8460.8620.9231.0

6、001.0771.1541.231 1.1001.2001.300 0.5070.5070.5100.5100.5130.513 0.4700.4800.4900.4990.5010.4990.5010.5030.5050.508 4.0004.5005.0005.5005.6006.0006.50077.58 367.832447.903535.120629.510649.253716.378811.587911.1181014.858 1122.701 x1.000 6.3306.3406.3506.37y0.102 3.0953.1043.1133.131 0.9040.9060.907

7、0.909y 8.59.09.510.010.511.0 1.3081.3851.4621.5381.6151.692 0.5100.5120.5140.5150.5130.513 8.599.51010.511 1234.5551350.3331469.9581593.3581706.1941829.505 2.0003.0004.0005.0006.0007.0008.0009.00010.00011.00012.000 0.3670.7771.3242.0002.8033.7284.7725.9347.2118.60110.104 13.000 11.716 坝坝顶顶高高程程的的确确定定

8、 基基本本数数据据 Pi 3.142 设计洪水位661.500 校核洪水位661.500 风速V0 9.10013.650 吹程假定D1.0001.000 坝基高程 578.300 hl波高 0.3750.623 L波长4.7477.121 安全超高 设计情况校核情况 0.40.30 ex6.7E+476.7E+47 e-x1.49529E-481.49529E-48 cth11 Hz波浪中心线高于 静水位的高度 0.1711387920.093156159 11.0320.185H0 坝顶超高 1.1940.7687.957 坝顶高程 662.694662.268 取两者较大值 重重力力坝坝

9、稳稳定定计计算算 基本数据泄流量Q0.000 坝顶高程662.268上游水位548.000堰顶净宽B24.000 坝基高程578.300相应下游水位490.000闸门高h8.000 三角形顶点高程552.000泥沙高程505.700152.000 坝顶宽b8.000f抗剪断摩擦系数 0.900 225.000 下游坡率m0.780c抗剪断凝聚力 90.00010.450 上游坡率n0.200r砼2.30020.200 风速V013.000r水1.000g10.000 吹程假定D1.000r沙 1.400 y计算水深(30.300) 荷载大小力臂 力矩 V1坝自重620.446(3.419)(2

10、121.305) V2坝自重2123.296(18.138)(38513.400) V3下游水自重3040.787(12.701) (38621.037) H1上游静水压力(459.045)(10.100) 4636.354 H2下游静水压力3898.445(29.433) (114744.231) H3泥沙压力(1054.152)(24.200) 25510.478 H4浪压力(0.648)(30.727) 19.922 H5动水压力0.000 0.000 V7动水重0.000 0.000 V8扬压力(1811.386)0.000 0.000 V9扬压力(210.250)(12.441) 2

11、615.701 V10扬压力(37.700)(16.129) 608.056 V11扬压力159.581(10.419) (1662.677)计扬压力情况 持久状况基本组合WPUMW 合计(正常情况)5784.5292384.600(1899.755)(163833.217)3884.774 Ks(0.692) 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(2617.870) yd2053.911 剪应力u517.514pu(30.300) d1670.925pd(88.300) 水平正应力xu(133.803) xd1215.021 主应力1u(2721.373) 1d335

12、7.232 2u(30.300) 2d(88.300) x0.00010.00020.00030.00040.000 x 内内部部应应力力计计算算 坝内水平截面上正应力a2053.911b227.736 y=2053.9114331.2736608.6368885.99811163.361 坝内剪应力a11670.925b1342.267c1 1670.9255233.0358795.14512357.25515919.366 坝内水平正应力a21215.021b2396.396c2 d129.428u36.594p x1215.0219308.66428991.11565256.542123

13、099.115 坝内主应力 13357.23212614.64432033.58367846.444125319.119 2(88.300)1025.2943566.1686296.0978943.357 1(119.237)101.41959.94737.18724.941 计计扬扬压压力力 y浮托力88.300x xy0.000 全断面渗透压力 a38.649b3(0.422) y全断面渗透压力0.000(4.216)(8.432)(12.648)(16.864) x=y 0.000 y局部三角形断面渗透压力 r(0.244)p049.351 a4(14.960)b4(2.045) y(1

14、4.960)(35.410)(55.859)(76.308)(96.758) yu26.989 yd(14.960) o点下游段 o下游水位以上(y为计算断面水深)a5(11.669)b5(1.101)c5 o下游水位以下a5(11.669)b5(1.595)c5 剪应力xy(o 以上）(11.669)(22.682)(33.695)(44.708)(55.721) o下游水位以下(11.669)(37.389)(82.646)(147.442)(231.776) o点上游段 a50.000b5(0.439)c5 c5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)

15、a6(9.102)b6(0.474)c6 水平正应力尾水位以下(0.859)c6 x水平正应力尾水位以上(9.102)(13.841)(18.580)(23.319)(28.058) x水平正应力尾水位以下(9.102)(34.487)(99.686)(214.032)(386.859) o点上游段 a60.000b6(7.969)c6 c6 x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 x66.30060.00050.00040.00030.000 y73.34048.67424.009(0.656)(25.322) x水平正应力尾水位以上79.19870.24361

16、.28852.33343.378 x水平正应力尾水位以下79.19849.596(19.818)(138.381)(315.424) 剪应力xy尾水以上(11.669)(22.682)(33.695)(44.708)(55.721) 剪应力xy尾水以下(11.669)(37.389)(82.646)(147.442)(231.776) 总总 应应 力力 y2127.2514379.9486632.6458885.34211138.039 x水平正应力尾水位以上1294.2199378.90829052.40365308.876123142.493 x水平正应力尾水位以下1294.2199358

17、.26128971.29765118.162122783.691 剪应力xy尾水以上1659.2555210.3538761.45012312.54715863.645 剪应力xy尾水以下1659.2555195.6468712.49912209.81315687.590 主主应应力力 13421.47012658.28432070.11767878.639125345.976 2尾水位以上0.0001100.5723614.9316315.5788934.556 2尾水位以下0.0001107.9723636.4686348.6608975.622 1尾水位以上(119.237)101.11

18、659.70737.03624.843 1尾水位以上（度）(119.237)101.16259.62036.87224.656 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(2503.005)坝面正应力y yd2124.261 不不计计扬扬压压力力 ymax2053.911=0 d1725.798 计计扬扬压压力力 ymax2127.251坝基容许应力 xu(129.208)ymin17062.632=0 xd1257.822 L坝轴线下游宽-20.5 帷幕灌浆廊道离坝轴线距离5.0 帷幕灌浆廊道离排水管中心线距离2.0 坝底宽 -20.5 H水头差58.0 坝高 83.97

19、 宽高比-0.24 PUM 2384.600-1899.8-162272.1 50.00059.366.3 0.07.0 13440.72315558.717152.8 13.944 19481.47622794.225287.7 32.973d20.8 (58.000) 207513.001314241.8415014.7 209449.284315971.3416615.5 11504.44113829.115552.0 17.83213.611.4 (21.080)-25.0-28.0 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 计计扬扬压压力力 (11

20、7.207)-136.2-150.5 0.000 (0.098) (66.734)-77.0-84.7 (335.648)-449.8-546.8 0.000 0.236 -87.8 -76.2 0.000d60.0 (0.152)d60.0 (32.797)-37.2-40.5 (627.501)-920.3-1189.3 0.000d60.0 (0.207)-0.154 -37.2-96.3 -37.2-1189.3 20.0007.00.0 (49.987)-72.9-90.2 34.423-11.1-76.5 (560.281)-894.2-2318.3 (66.734)-77.0-1

21、72.4 (335.648)-449.8-623.0 13390.73615485.717062.6 207547.425314230.7414938.2 206952.720313347.5412696.4 19414.74222717.325115.3 19145.82822344.524664.7 209469.773315948.3416517.3 11468.38813768.115483.5 11515.13613818.915530.9 17.76513.611.3 17.57713.411.2 坝体最小主应力min 1520MPa(1MPa相当于100t/m2)15552.0=

22、 r*H/4-7.6 15530.9=0(压应力） 扬扬压压力力情情况况 总总 应应 力力 坝面正应力y 重力坝稳定计算力荷载分项系数 基本数据泄流量Q1070.000自重9206.9741.0009206.974 坝顶高程663.000上游水位661.500堰顶净宽B24.000底宽84.62577.4257.200静水重558.6091.000558.609 坝基高程574.000相应下游水位589.070闸门高h8.000帷幕灌浆廊道离坝轴线距离5.000动水重0.0001.2000.000 三角形顶点高程661.500泥沙高程612.750155.000帷幕灌浆廊道离排水管中心线距离2

23、.000静水压力(3714.573)1.000(3714.573) 坝顶宽b6.000f抗剪断摩擦系数0.900225.000坝底宽 84.625 动水压力0.0001.0500.000 下游坡率m0.950c抗剪断凝聚力 100.00010.500 H水头差72.430渗透压力(1667.701)1.200(2001.241) 上游坡率n0.200r砼2.40020.300坝高89.000浮托力(1275.299)1.000(1275.299) 风速V09.100r水 1.000 g10.000宽高比0.951风浪压力(1.275)1.200(1.529) 吹程假定D1.000r沙 1.20

24、0 y计算水深87.500鼻坎高程595.120泥沙压力(58.373)1.200(70.048) 折坡点高程610.00012.20028.97233.852总地震力(1589.402)1.000(1589.402) 荷载大小力臂力矩f0.9001.3000.692 V1坝自重1281.6001281.60032.11332.113 41155.38041155.380 c100.0003.00033.333 V2坝自重6550.0305.109 33465.193上游水重1上游水重2 v4坝自重A84.625 V3坝自重311.04037.51311667.888370.800129.60

25、01064.30401.000 上游水重500.4003.289 19527.25538.71339.913 (5.358)0.850 V3下游水自重58.209(38.807)(2258.910)14354.5955172.660(5702.009)d21.200 H1上游静水压力(3828.125)29.167 (111653.646) G6489.043 H2下游静水压力113.5525.023 570.412 P(5375.552) H3泥沙压力(58.373)12.917 (753.990)1.334 1 H4浪压力(1.275)87.261 (111.219) H5动水压力0.00

26、00.000 0.000 V7动水重0.0000.000 0.000 V8浮托力(1275.299)0.000 0.000 V9扬压力(1432.377)14.104 (20202.484) V10扬压力(235.324)38.246 (9000.153) V11扬压力(20280.661)计扬压力情况 0.000总竖向地震力 231.325 Q0地震水平力(345.262)动水压力P0(1244.141)(50935.117)动土压力(0.052)总水平地震力 (1589.402) 持久状况基本组合WPUMWuMuUM 合计（校核情况)9996.908(3774.220)(2943.000)

27、(14093.645)7053.908(43296.282)(2943.000)(29202.637) Ks2.761(5363.623)(85309.424)7053.908(114512.060)计入地震荷载 结论满足=2.5 不计扬压力情况计扬压力情况 水平截面上正应力yu46.657yu(12.586) yd189.606yd179.296 剪应力u8.169pu87.500 d165.809pd15.070 水平正应力xu85.866 xd172.589 计扬压力情况 主应力1u45.0241u(16.590) 1d347.1251d327.510 2u87.500 2d15.070

28、 x0.00010.00020.00030.00040.00050.00060.00070.00079.62584.62584.625 x0.0007.20012.2005.000 内部应力计算 坝内水平截面上正应力a189.606b(1.689) y=a+bx189.606172.714155.822138.930122.038105.14688.25471.36255.10346.657 坝内剪应力a1165.809b1(4.868)c10.036 =a+bx+cx2165.809120.67882.65051.72427.90211.1831.567(0.946)3.3438.169 坝

29、内水平正应力a2172.589b2(6.635)c20.119d2(0.0008) d(1.770)u(0.441)p(92.740) x=a+bx+cx2+dx3172.589117.38181.39460.02248.66342.71237.56628.61912.125(0.876) 坝内主应力 1347.125268.857209.250164.530131.443107.08988.30271.38355.36248.022 215.07021.23927.96734.42239.25840.77037.51728.59811.867(2.241) 1(43.553)(38.563)

30、(32.897)(26.346)(18.637)(9.860)(1.770)1.268(4.424)(9.489) 计扬压力 y=x浮托力(15.070) xy0.0000.0000.0000.0000.0000.0000.0000.0000.0000.000 全断面渗透压力 a333.852b3(0.400) y=x全断面渗透压力0.000(4.000)(8.001)(12.001)(16.001)(20.001)(24.002)(28.002)(31.852)(33.852)(33.852) x=y0.000(2.307)(4.613)(6.920)(9.227)(11.533)(13.8

31、40)(16.147)(18.374)(21.960)(20.960) 0.000 y局部三角形断面渗透压力 r0.144p038.578 a44.760b4(0.178) y=a+bx4.7602.9781.196(0.587)(2.369)(4.151)(5.933)(7.715)(9.430)(10.321) yu=-p0(2r-r2)(10.321) yd=p0(r-r2)4.760 o点下游段 o下游水位以上(y为计算断面水深)a54.522b5(0.115)c50.000 o下游水位以下a54.522b5(0.169)c50.002 剪应力xy(尾水位以上）=a+bx+cx24.5

32、223.3732.2241.075(0.074)(1.223)(2.372)(3.521)(4.627)(5.202)(5.202) o下游水位以下4.5223.0712.1041.6221.6252.1113.0824.5376.3967.5387.538 o点上游段 a50.000b5=n2(0.034)c50.000 c5尾水位以下 (0.021) 剪应力xy尾水以上=a+bx+cx24.5223.3732.2241.075(0.074)(1.223)(2.372)(3.521)(4.874)(5.619)(5.373) 剪应力xy尾水以下=a+bx+cx24.5223.0712.104

33、1.6221.6252.1113.0824.5375.0363.9236.830 水平正应力(o点下游段)（尾水位以上）a64.296b6(0.057)c60.005d60.000 水平正应力尾水位以下(0.109)c60.000d6(0.000) x水平正应力尾水位以上4.2964.1814.9876.7139.35912.92517.41222.81928.89232.38432.384 x水平正应力尾水位以下4.2963.1932.0250.725(0.773)(2.533)(4.623)(7.108)(9.934)(11.590)(11.590) o点上游段(尾水位以上) a60.00

34、0b6(3.158)c60.000d60.000 o点上游段(尾水位以下)c60.001d60.016 x水平正应力尾水位以上4.2964.1814.9876.7139.35912.92517.41222.8196.152(6.149)16.592 x水平正应力尾水位以下4.2963.1932.0250.725(0.773)(2.533)(4.623)(7.108)(9.934)(11.590)(11.590) 扬压力情况从下游上游 x84.62579.62570.00060.00050.00040.00030.00020.00010.0000.000 y(10.310)(16.093)(21

35、.875)(27.657)(33.440)(39.222)(45.005)(50.787)(56.352)(59.244) x水平正应力尾水位以上(10.774)(14.889)(18.084)(20.358)(21.712)(22.146)(21.660)(20.253)(40.770)(55.071)(32.331) x水平正应力尾水位以下(10.774)(15.877)(21.046)(26.346)(31.844)(37.605)(43.695)(50.180)(56.856)(60.512)(60.512) 剪应力xy尾水以上4.5223.3732.2241.075(0.074)(1

36、.223)(2.372)(3.521)(4.874)(5.619)(5.373) 剪应力xy尾水以下4.5223.0712.1041.6221.6252.1113.0824.5375.0363.9236.830 总总 应应 力力 y179.296156.622133.947111.27388.59865.92443.24920.575(1.249)(12.586) x水平正应力尾水位以上161.815102.49263.31039.66426.95120.56615.9068.366(28.645)(55.947) x水平正应力尾水位以下161.815101.50460.34833.67616

37、.8195.107(6.129)(21.561)(44.731)(61.389) 剪应力xy尾水以上170.331124.05184.87452.79927.8289.960(0.806)(4.468)(1.531)2.549 剪应力xy尾水以下170.331123.74984.75453.34729.52713.2944.6493.5918.37912.091 主主应应力力 1341.111256.526190.557139.26399.30268.01443.27322.035(1.164)(12.437) 2尾水位以上0.0002.5886.70011.67416.24818.47615

38、.8826.906(28.730)(56.097) 2尾水位以下0.0002.2824.7496.5116.2342.328(6.563)(21.865)(46.290)(64.220) 1尾水位以上(136.757)(122.039)(105.881)(87.741)(66.093)(37.242)5.29756.86210.015(10.534) 1尾水位以上（度）(136.757)(121.651)(104.505)(84.779)(61.960)(37.094)(16.750)(15.194)(33.106)(41.405) 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） y

39、u(12.586)坝面正应力y坝体最小主应力min yd179.296 不不计计扬扬压压力力 ymax189.606= r*H/421.875 u20.017ymin46.657=0 d156.015 计计扬扬压压力力 ymax179.296坝基容许应力(21.865)=0(压应力） xu83.497ymin(12.586)=0 xd163.284 坝基面应力强度控制 1、运用期 ymax计扬压力和不计入扬压力,坝基面允许压应力 ymin0计扬压力 2、施工期 下游面拉压力0.1Mpa 坝体应力控制 1、运用期 坝体上游面20计扬压力 坝体上游面20.25h不计入扬压力（h为计算点静水头) 坝体内一般不允许出现拉应力 2、施工期 坝内主应力砼允许压应力 大坝下游面拉应力0.2Mpa