小型水库初设计算书

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附件一:英德市径子塘水库除险加固工程设计计算书英德市水利水电勘测设计室2015年04月

1目录1、广东省综合单位线程序（SUHM-1A）计算的P=5%,0.5%洪水计算书2、广东省调洪演算程序（TH-3）计算10%、5%、0.5%的调洪演算计算书3、大坝坝坡稳定计算书（加固后）4、溢洪道陡坡水面线计算书5、溢洪道挡墙稳定与应力计算书

21、广东省综合单位线程序(SUHM-1A)计算的P=5%,0.5%洪水计算书广东省综合单位线工程名称:径子塘水库**F=1.28(km'2)L=1.261(km)J=.077f24=4.724(mm/hr)f72=1.985(mm/hr)△T=.3333334(hr)L/J"(l/3)=2.964查线:ml=.41输入:ml=.41设计雨型分区代号：6无因次单位线代号：2滞时ml〜0关系线代号:A**暴雨均值Ht变差系数Cv点面换算系数at历时HTCvat72190.46124136,41692.431151.2611/621.221**P=5%**Sp.Kp.设计暴雨Ht.净雨深ht**Sp=75.68Kp72=1.903H72=361.57Kp24=1.775H24=241.4Kp6=1.839H6=169.19Kpl=1.484Hl=75.68Kl/6=1.403Hl/6=29.46H24-H6=72.21H6-H1=93.5Hl-HT=31.67h72=218.65

3h24=150.71h72-24=67.94***—最大三天雨型及净雨时段H6%H24-6%H72-24%净雨0-611.61.326-121.30.1512-1813.11.4918-248.40.9624-257.20.4825-267.20.4826-273.00.0127-285.30.0128-291.70.0129-302.00.0130-313.00.0131-323.30.0132-336.90.2633-346.60.0534-357.70.8435-3610.83.0836-378.86.1437-3822.122.5438-3924.270.9639-4021.121.3140-4112.210.3341-4211.69.5942-439.72.2943-445.20.0144-455.00.0145-469.92.4346-473.00.0147-482.50.0148-5425.517.3354-6029.920.3260-663.42.3166*——-726.84.62*各时段洪水总量WT（万方）：*wtw249.08

419.29

5w7227.99•*△t时段单位线洪水过程线**1)=0.01IU(2)=0.03IU(3)=0.83IU(4)=0.13IU(5)=0.05IU(6)=0.03IU(7)=0.02IU(8)=0.01IU(9)=0.01T(h)QT(h)()0-.33333340.019.333334-9.6666670.09.3333334-.66666670.019.666667-100.03.6666667-10.1410-10.333330.031-1.3333330.1610.33333-10.666670.031.333333-1.6666670.1710.66667-110.251.666667-20.1711-11.333330.282-2.3333340.1711.33333-11.666670.312.333334-2.6666670.1711.66667-120.942.666667-30.0412-12.333331.033-3.3333340.0212.33333-12.666671.103.333334-3.6666670.0112.66667-131.963.666667-40.0113-13.333332.104-4.3333340.0113.33333-13.666672.304.333334-4.6666670.0113.66667-146.854.666667-50.0114-14.333337.555-5.3333340.0114.33333-14.666678.035.333334-5.6666670.0114.66667-1514.385.666667-60.0115-15.3333316.116-6.3333340.0115.33333-15.6666736.946.333334-6.6666670.0115.66667-1612.416.666667-70.0116-16.333339.457-7.3333340.0116.33333-16.666678.327.333334-7.6666670.0116.66667-174.867.666667-80.0117-17.333334.138-8.3333340.0117.33333-17.666673.808.333334-8.6666670.0117.66667-183.528.666667-90.0818-18.333333.45，一*

63.359-9.3333340.0918.33333-18.66667Qmax=36.93(m'3/s)-广东省综合单位线**工程名称:径子塘水库**F=1.28(kmA2)L=1.261(km)J=.077f24=4.934(mm/hr)f72=2.379(mm/hr)△T=.3333334(hr)L/JA(l/3)=2.964查线:ml=.41输入:ml=.41设计雨型分区代号:6无因次单位线代号:2滞时ml〜。关系线代号:A**暴雨均值Hl变差系数Cv点面换算系数at*—东历时HTCvat*—辛72190.46124136.41692.431151.2611/621221

7P=0.5%**Sp.Kp.设计暴雨Ht.净雨深htSp=96.24Kp72=2.839H72=539.41Kp24=2.531H24=344.22Kp6=2.683H6=246.84Kpl=1.887H1=96.24Kl/6=1.723Hl/6=36.18H24-H6=97.38H6-H1=150.6H1-HT=41.77h72=368.12h24=242.39h72-24=125.73**最大三天雨型及净雨**时段*H6%H24-6%H72-24%*净雨0-611.62.446-121.30.2812-1813.12.7518-248.41.7724-257.22.0825-267.22.0826-273.00.0127-28530.2328-291.70.01

829-302.00.01

930-313.00.0131-323.30.0132-336.91.7933-346.61.5034-357.72.5735-3610.85.5936-378.812.5537-3822.138.9838-3924.291.3139-4021.136.9940-4112.219.3141-4211.618.1242-439.74.5243-445.20.1344-455.00.0145-469.94.7146-473.00.0147-482.50.0148-5425.532.0754-6029.937.6060-663.44.2866-726.88.55*各时段洪水总量WT（万方）*wt11.69w2431.03w7247.12

10△t时段单位线

11**IU(1)=0.01IU(2)=0.03IU(3)=0.83IU(4)=0.13IU(5)=0.05IU(6)=0.03IU(7)=0.02IU(8尸0.01IU(9)=0.01**洪水过程线T(h)QT(h)Q0-.33333340.019.333334-9.6666670.62.3333334-.66666670.029.666667-100.55.6666667-10.6010-10.333330.541-1.3333330.6910.33333-10.666670.551.333333-1.6666670.7210.66667-110.841.666667-20.7311-11.333330.892-2.3333340.7411.33333-11.666670.932.333334-2.6666670.7211.66667-121.772.666667-30.1512-12.333331.903-3.3333340.0612.33333-12.666672.023.333334-3.6666670.0312.66667-133.963.666667-40.0813-13.333334.274-4.3333340.0813.33333-13.666674.634.333334-4.6666670.0813.66667-1411.974.666667-50.0214-14.3333313.115-5.3333340.0114.33333-14.6666713.735.333334-5.6666670.0114.66667-1519.78

125.666667-60.0115-15.3333321.636-6.3333340.0115.33333-15.6666746.706.333334-6.6666670.0115.66667-1618.626.666667-70.0116-16.3333315.267-7.3333340.0116.33333-16.6666713.947.333334-7.6666670.0116.66667-178.587.666667・80.0117-17.333337.538-8.3333340.0117.33333-17.666677.078.333334-8.6666670.0217.66667-186.628.666667-90.5118-18.333336.509-9.3333340.5918.33333-18.666676.33Qmax=46.7(mA3/s)2、广东省调洪演算程序(TH-3)计算10%、5%、0.5%的调洪演算计算书调洪演算程序TH-3GD(1994.10)20.01487.65############21.01496.6工程名称：径子塘水库22.01503.72频率P=10(%)调洪下限水位9723.01513.09过程线流量个数N=5524.01522.81水库特征值组数J=10时段间隔T=1200(s)25.01532.58溢洪道个数SN=1泄洪洞个数TN=026.01542.52洪水期固定供水(发电)流量QC=0(m/s)27.01552.45I流量QJI流量QJ水位ZH库容VH流量系数Ml0.0128.01(10m)1.0129.0197.211502.0130.0197.5.2348.3853.0131.0198.2586.3854.01329.00000IE-0298.5.283.3855.0133.1199.308.3856.0134.1399.5.3337.3857.0135.68100.3601.3858.0136.76100.5.3873.3859.0137.81101.4154.38510.01381.35101.5.4443.38511.01391.44溢洪道堰净宽B(m)堰底高C(m)12.01401.612.59713.01415.29起调水位Z(0)=97(m)14.01425.86序号I进库流量下泄流量水位Z(m)15.01436.28QJ(m/s)Q(m/s)16.014412.610.0109717.014514.281.0109718.014633.652.0109719.014710.473.01097

134.010975.010976.010977.010978.010979.0109710.0109711.0109712.0109713.0109714.0109715.0109716.0109717.0109718.0109719.0109720.01097.0121.01097.0122.01097.0123.01097.0124.01097.0125.01097.0126.01097.0127.01097.0128.01097.0129.01097.0130.01097.0131.01097.01329.00000UE-02097.0133.11097.0134.13097.0199935.68097.0336.76097.0437.81097.06381.35097.08999391.44.197.13401.6.197.17415.29.397.25425.86.897.38436.281.597.54412.612.497.694514.283.997.954633.657.198.44710.479.798.73001487.659.60000198.72496.69.298.67503.728.39999998.58513.097.698.47522.816.898.36532.586.198.26999542.525.598.19552.455.198.12最高水位ZM=98.73001(m)相应库容VM=.29(l(y*m3)最大泄量QM=9.7(m3/s)调洪演算程序TH-3GD(1994.10)############工程名称：径子塘水库频率P=5(%)调洪下限水位97过程线流量个数N=55水库特征值组数J=10时段间隔T=1200(s)溢洪道个数SN=1泄洪洞个数TN=0洪水期固定供水(发电)流量QC=0(m/s)I流量QJI流量QJ0.01289.000001E-01.0129.032.1430.033.1631.034.1732.255.1733.286.1734.317.1735.948.04361.039.02371.110.01381.9611.01392.112.01402.313.01416.8514.01427.5515.01438.0316.014414.3817.014516.1118.014636.9419.014712.4120.01489.4521.01498.3222.01504.8623.01514.1324.01523.825.01533.5226.08543.45279.000001E-02553.35水位ZH库容VH流量系数Ml(10m97.2115097.5.2348.38598.2586.38598.5.283.38599.308.38599.5.3337.385100.3601.385100.5.3873.385101.4154.385101.5.4443.385序号I进库流量下泄流量水位Z(m)QJ(m/s)Q(m尔)0.010971.010972.14097溢洪道堰净宽B(m)堰底高C(m)12.597起调水位Z(0)=97(m)

14.16097.01调洪演算程序TH-3GD(1994.10).17097.01############.17097.01工程名称：径子塘水库.17097.01999频率P=.5(%)调洪下限水位97.17097.01999过程线流量个数N=55.04097.03水库特征值组数J=10时段间隔T=1200⑸.02097.03溢洪道个数SN=1泄洪洞个数TN=0.01097.03洪水期固定供水(发电)流量QC=0(m/s).01097.03I流量QJ1流量QJ.01097.030.0128.62.01097.031.0229.55.01097.032.630.54.01097.033.6931.55.01097.034.7232.84.01097.035.7333.89.01097.036.7434.93.01097.037.72351.77.01097.038.15361.9.01097.039.06372.02.01097.0310.03383.96.01097.0311.08394.27.01097.0312.08404.63.01097.0313.084111.97.08097.0314.024213.119.00000IE-0215.014313.73097.0316.014419.789.00000IE-0217.014521.63097.0418.014646.7.03097.0419.014718.62.03097.0420.014815.26.03097.0421.014913.94.25097.0422.01505.58.28097.0523.01517.53.31097.0624.01527.07.94097.0725.02536.621.03097.126.51546.51.1.197.1227.59556.331.96.197.16001水位ZH库容VH流量系数Ml2.1.297.21(10m)2.3.497.2697.211506.85.897.3697.5.2348.3857.551.697.5199998.2586.3858.032.397.6600198.5.283.38514.383.597.8799.308.38516.115.298.1599.5.3337.38536.948.898.62100.3601.38512.4111.898.97100.5.3873.3859.4511.698.95101.4154.3858.3211.198.89101.5.4443.3854.8610.298.79溢洪道堰净宽B(m)堰底高C(m)4.139.298.6712.5973.88.398.55起调水位Z(0)=97(m)3.527.598.45序号I进库流量下泄流量水位Z(m)3.456.898.36QJ(m/s)Q(m/s)3456789101112131415161718192021222324252627282930313233343536373839404142434445464748495051525354553.356.298.290.01097最高水位ZM=98.97(m)1.02097相应库容VM=.3065(10%?)2.6097.01最大泄量QM=11.8(n?/s)3.69097.03

154.72097.0432.84.297.195.73097.0633.89,297.26.74097.0834.93.397.227.72097.1351.77.397.258.15097.11361.9.597.299.06097.11372.02.697.3210.03097.11383.96.997.3811.08097.11394.271.397.4612.08097.11404.631.797.5413.08.197.114111.972.597.6914.02.197.114213.113.897.9315.01097.114313.735.398.1516.01097.114419.787.198.4100117.01097.114521.639.598.7118.01097.114646.714.399.2419.01097.114718.6218.199.6220.01097.114815.2617.899.621.01097.114913.9417.299.5322.01097.11505.5815.699.3823.01097.1517.5313.899.1924.01097.1527.0712.599.0525.02097.1536.6211.498.9326.51097.11546.510.598.8227.59.197.12556.339.798.7300128.62.197.14最高水位ZM=99.62(m)29.55.197.15相应库容VM=.3369(10%。30.54.197.16001最大泄量QM=8.07(m3/s)31.55.197.173、大坝坝坡稳定计算书(加固后)加固后工况1：［控制参数］:采用规范:计算工期:计算目标:正常运用水位97.00m稳定渗流期的下游坝坡［计算简图］碾压式土石坝设计规范(SL274-2001)稳定渗流期安全系数计算滑裂面形状：圆弧滑动法不考虑地震［坡面信息］坡面线段数坡面线号12［土层信息］上部土层数2水平投影(m)33.3935.000层号层厚强度增十字板羲？(m)下值(kPa)数水下值113.680重度竖直投影(m)13.6800.000饱和重度强度增长系全孔压(kN/m3)系数20.500(kN/m3)超载数00粘聚力内摩擦角水下粘聚水下内摩(kPa)(度)20.16021.70022.600力(kPa)擦角(度)(kPa)10.00025.000下部土层数1层号层厚强度增十字板羲？(m)下值(kPa)数水下值110.000重度饱和重度粘聚力内摩擦角水下粘聚水下内摩强度增长系全孔压(kN/m3)(kN/m3)(kPa)(度)系数25.00022.50023.00024.000力(kPa)擦角(度)(kPa)10.00025.000十字板？长系数十字板？长系数

16［水面信息］采用有效应力法孔隙水压力采用近似方法计算不考虑渗透力作用考虑边坡外侧静水压力水面线段数11水面线起始点坐标:(7.571,3028)坝坡外水位:0.001(m)水面线号水平投影(m)竖直投影(m)14.0831.14524.0830.89234.0830.75844.0830.66954.0830.60764.0830.55874.0830.52184.0830.48994.0830.464104.0830.8711110.0000.000［计算条件］圆弧稳定分析方法：瑞典条分法土条重切向分力与滑动方向反向时：当下滑力对待稳定计算目标：自动搜索最危险滑裂面条分法的土条宽度：1.000(m)搜索时的圆心步长：l.OOO(m)搜索时的半径步长:0.500(m)计算结果:坝坡外水位按O.OOl(m)计算最不利滑动而：滑动圆心=(12.198,21.528)(m)滑动半径=24.744(m)滑动安全系数=1.248起始X终止X?11Ci土条土条计算孔隙水地震力高度Z附加力X附加力丫下滑力抗滑力饱和重Z以下浮条重Wi压力(静水压X)(静水压Y)(m)(m)(度)(m)(kPa)(度)(kN)力(kN)(kN)(kPa)(kN)(m)(kN)(kN)(kN)(kN)0.0000.002-29.5350.00210.00025.0000.000.000.0030.290.000.000.020.06-0.050.020.0020.926-28.3171.04910.00025.0008.732.326.4232.780.000.259.2626.21-23.638.440.9261.849-25.9131.02710.00025.00025.616.6918.9337.510.000.727.8922.72-25.2911.631.8492.773-23.5571.00810.00025.00041.5110.6230.8941.770.001.156.5519.22-26.0316.052.7733.697-21.2430.99110.00025.00056.4714.1442.3345.580.001.535.2615.73-25.9420.273.6974.620-18.9650.97710.00025.00070.5517.2653.2848.960.001.874.0212.23-25.0924.264.6205.544-16.7170.96510.00025.00083.7820.0163.7651.940.002.172.828.74-23.5528.035.5446.468-14.4960.95410.00025.00096.1922.4073.7954.520.002.421.665.24-21.3931.56

176.4687.391-12.2970.94510.00025.000107.8124.4383.3856.720.002.640.547.3911.75-18.6634.847.571-10.9900.18310.00025.00022.264.9617.3057.900.002.760.007.5710.00-3.307.178.388-9.8190.82910.00025.000106.2123.2882.9359.920.002.850.008.3880.00-14.1434.259.204-7.9050.82410.00025.000114.0924.3289.7763.490.002.980.009.2040.00-12.3536.7510.021-6.0000.82110.00025.000121.4625.1396.3266.770.003.080.0010.0210.00-10.0739.1010.837-4.1010.81910.00025.000128.3225.72102.6069.790.003.150.0010.8370.00-7.3441.2911.654-2.2070.81710.00025.000134.6826.09108.5972.530.003.200.0011.6540.00-4.1843.3112.471-0.3150.81710.00025.000140.5626.24114.3274.740.003.210.0012.4710.00-0.6345.2513.2871.5760.81710.00025.000145.9426.16119.7876.440.003.200.0013.2870.003.2947.0914.1043.4690.81810.00025.000150.8325.87124.9677.860.003.170.0014.1040.007.5648.7314.9205.3660.82010.00025.000155.2225.36129.8779.010.003.100.0014.9200.0012.1450.1515.7377.2690.82310.00025.000159.1124.62134.4979.890.003.010.0015.7370.0017.0251.3516.5549.1800.82710.00025.000162.4923.65138.8480.360.002.900.0016.5540.0022.1552.3617.37011.1010.83210.00025.000165.3722.46142.9180.420.002.750.0017.3700.0027.5253.1818.18713.0350.83810.00025.000167.7221.03146.6980.190.002.580.0018.1870.0033.0853.7519.00314.9840.84510.00025.000169.5319.37150.1679.670.002.370.0019.0030.0038.8354.0419.82016.9520.85410.00025.000170.8017.46153.3478.840.002.140.0019.8200.0044.7154.0620.63718.9400.86310.00025.000171.5015.30156.2077.630.001.870.0020.6370.0050.7053.8221.45320.9520.87410.00025.000171.6112.88158.7376.000.001.580.0021.4530.0056.7653.3122.27022.9910.88710.00025.000171.1210.19160.9374.040.001.250.0022.2700.0062.8652.4923.08625.0620.90210.00025.000169.997.21162.7871.740.000.880.0023.0860.0068.9551.3323.90327.1690.91810.00025.000168.203.94164.2569.070.000.480.0023.9030.0075.0049.8224.39728.8840.56410.00025.000100.570.6899.8966.650.000.140.0024.3970.0048.2529.262439929.5400.00210.00025.0000.360.000.3665.650.000.000.0024.3990.000.180.1025.29530.7501.04410.00025.000180.280.00180.2863.650.000.000.0025.2950.0092.1851.7126.19233.2001.07210.00025.000176.870.00176.8759.380.000.000.0026.1920.0096.8450.0527.08935.7201.10510.00025.000172.450.00172.4554.550.000.000.0027.0890.00100.6848.2327.98638.3221.14310.00025.000166.920.00166.9249.120.000.000.0027.9860.00103.5146.3128.80340.8971.08010.00025.000146.170.00146.1743.260.000.000.000.0095.7040.53

1828.80329.61943.4501.12510.00025.000139.550.00139.5536.970.000.000.000.0095.9739.1029.61930.43646.1171.17810.00025.000131.760.00131.7629.970.000.000.000.0094.9737.9130.43631.25248.9201.24310.00025.000122.630.00122.6322.160.000.000.000.0092.4437.1631.25232.06951.8911.32310.00025.000111.920.00111.9213.390.000.000.000.0088.0637.1832.06932.74754.7841.17610.00025.00083.470.0083.474.370.000.000.000.0068.2031.8132.74733.39357.5391.20421.70022.60070.140.0070.140.000.000.000.000.0059.1841.7933.39334.15060.7261.54921.70022.60065.900.0065.900.000.000.000.000.0057.4947.0234.15034.90764.5601.76321.70022.60043.060.0043.060.000.000.000.000.0038.8945.9634.90735.66569.0552.11921.70022.60015.350.0015.350.000.000.000.000.0014.3448.26总的下滑力=1425.796(kN)总的抗滑力=1780.079(kN)土体部分下滑力=1425.796(kN)土体部分抗滑力=1780.079(kN)筋带在滑弧切向产生的抗滑力=O.OOO(kN)筋带在滑弧法向产生的抗滑力=O.OOO(kN)******************************加固后工况2：由设计洪水位骤降为正常运用水位的上游坝坡。［［控制参数］：采用规范：碾压式土石坝设计规范(SL274-2001)计算工期：稳定渗流期计算目标：安全系数计算滑裂面形状：圆弧滑动法不考虑地震［坡面信息］坡面线段数2坡面线号水平投影(m)竖直投影(m)超载数133.39313.680025.0000.0000［土层信息］上部土层数1层号层厚重度饱和重度粘聚力内摩擦角水下粘聚水下内摩十字板？强度增十字板羲？强度增长系全孔压(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)(kPa)长系数下值(kPa)数水下值系数113.68020.50020.16021.70022.60010.00025.000下部土层数1层号层厚重度饱和重度粘聚力内摩擦角水下粘聚水下内摩十字板？强度增十字板羲？强度增长系全孔压(m)(kN/m3)(kN/m3)(kPa)(度)力(kPa)擦角(度)

19(kPa)长系数下值(kPa)数水下值110.00025.00022.500系数23.00024.00010.00025.000［水面信息］采用有效应力法孔隙水压力采用近似方法计算不考虑渗透力作用考虑边坡外侧静水压力水面线段数4水面线起始点坐标：(25.003,10.000)坝坡外水位:水面线号10.000(m)水平投影(m)竖直投影(m)11.9140.31323.1140.48633.1141.17143.5590.000［计算条件］圆弧稳定分析方法：瑞典条分法土条重切向分力与滑动方向反向时：当下滑力对待稳定计算目标：自动搜索最危险滑裂面条分法的土条宽度：1.000(m)搜索时的圆心步长：1.000(m)搜索时的半径步长：0.500(m)计算结果:坝坡外水位按10.000(m)计算最不利滑动面：滑动圆心=(13.987,28.160)(m)滑动半径=28.457(m)滑动安全系数=1.597起始x终止x?liCi土条土条计算孔隙水地震力高度Z附加力X附加力Y下滑力抗滑力饱和重Z以下浮条重Wi压力(静水压X)(静水压Y)(m)(m)(度)(m)(kPa)(度)(kN)力(kN)(kN)(kPa)(kN)(m)(kN)(kN)(kN)(kN)3.8404.703-19.9650.91910.00025.0005.812.882.9385.840.008.580.000.00-1.0010.474.7035.567-18.1260.90810.00025.00017.158.518.6488.820.008.880.000.00-2.6912.925.5676.430-16.3060.90010.00025.00027.9713.8714.0991.49

200.009.150.000.00-3.9615.306.4307.293-14.5020.89210.00025.00038.2618.9819.2893.870.009.390.000.00-4.8317.627.2938.157-12.7140.88510.00025.00048.0623.8424.2295.960.009.600.000.00-5.3319.878.1579.020-10.9370.87910.00025.00057.3628.4528.9197.770.009.780.000.00-5.4822.039.0209.884-9.1720.87510.00025.00066.1832.8333.3599.300.009.930.000.00-5.3224.109.88410.795-7.3650.92010.00025.00079.0839.1639.92100.590.0010.060.000.00-5.1227.6610.79511.707-5.5170.91610.00025.00088.0643.5144.55101.620.0010.160.000.00-4.2829.8411.70712.619-3.6750.91410.00025.00096.4347.5948.85102.350.0010.240.000.00-3.1331.8712.61913.531-1.8370.91210.00025.000104.2151.3952.81102.790.0010.280.000.00-1.6933.7413.53114.4430.0000.91210.00025.000111.3754.9356.44102.940.0010.290.000.000.0035.4414.44315.3551.8370.91210.00025.000117.9458.2159.73102.790.0010.280.000.001.9136.9615.35516.2673.6750.91410.00025.000123.9161.2162.69102.350.0010.240.000.004.0238.3116.26717.1795.5170.91610.00025.000129.2763.9565.32101.620.0010.160.000.006.2839.4817.17918.0917.3650.92010.00025.000134.0366.4267.61100.590.0010.060.000.008.6740.4618.09118.9949.2120.91510.00025.000136.9167.9169.0099.270.009.930.000.0011.0540.9118.99419.89611.0590.92010.00025.000140.7169.7970.9197.650.009.770.000.0013.6041.6519.89620.79912.9170.92610.00025.000143.9571.4072.5495.740.009.570.000.0016.2242.2320.79921.70214.7890.93410.00025.000146.6272.7373.8993.510.009.350.000.0018.8642.6521.70222.60516.6780.94210.00025.000148.7373.7774.9590.970.009.100.000.0021.5142.9122.60523.50718.5860.95210.00025.000150.2374.5275.7188.100.008.810.000.0024.1342.9923.50724.41020.5150.96410.00025.000151.1374.9676.1684.890.008.490.000.0026.6942.9024.41025.00322.1300.64010.00025.00099.4748.6150.8681.990.008.200.000.0019.1628.3725.00325.96023.8281.04710.00025.000160.4275.3185.1179.46

210.007.870.000.0034.3846.3925.96026.91725.9531.06510.00025.000159.4971.0688.4376.580.007.420.000.0038.7046.5626.91727.69627.9110.88110.00025.000128.4554.3774.0873.580.006.980.000.0034.6837.8027.69628.47429.7010.89610.00025.000126.7851.0475.7570.510.006.560.000.0037.5337.5828.47429.25331.5220.91310.00025.000124.6147.4577.1667.110.006.100.000.0040.3437.1829.25330.03133.3800.93210.00025.000121.9043.5978.3063.380.005.600.000.0043.0836.6130.03130.81035.2790.95410.00025.000118.5839.4579.1360.130.005.070.000.0045.7035.4630.81031.58837.2230.97810.00025.000114.6335.0179.6257.350.004.500.000.0048.1733.7031.58832.36739.2191.00510.00025.000110.0230.2379.7854.140.003.880.000.0050.4531.7032.36733.14541.2731.03610.00025.000104.6825.1079.5850.480.003.220.000.0052.5029.4433.14533.39342.6550.33710.00025.00032.106.8625.2447.390.002.770.000.0017.108.9333.39334.22844.1661.16410.00025.000100.2518.7781.4842.190.002.250.000.0056.7728.2034.22835.06246.5591.21410.00025.00086.0211.7174.3133.730.001.400.000.0053.9524.8135.06235.89749.0641.27410.00025.00070.504.0266.4924.510.000.480.000.0050.2321.3535.89736.70451.6561.30110.00025.00052.050.0052.0514.600.000.000.000.0040.8319.2136.70437.39054.1461.17210.00025.00030.620.0030.624.750.000.000.000.0024.8217.4937.39037.89256.2330.90221.70022.60013.720.0013.720.000.000.000.000.0011.4122.7537.89238.39358.0960.94921.70022.6005.730.005.730.000.000.000.000.004.8621.8438.39338.48559.2320.18021.70022.6000.150.000.150.000.000.000.000.000.133.95总的下滑力=814.882(kN)总的抗滑力1301.610(kN)土体部分下滑力=814.882(kN)土体部分抗滑力=1301.610(kN)筋带在滑弧切向产生的抗滑力=0.000(kN)筋带在滑弧法向产生的抗滑力=0.000(kN)

224、溢洪道陡坡水面线计算书径子塘水库陡坡水面线计算DP-3(I994.1O)GD起始槽宽B0=4.46(m)糙率N0=.015动能修正系数A=1.1分段数N=5M=4T=2(T=l/2(等宽/不等宽))IJ(I)M(I)DL(m)B(m)L(m).12244915.92.55.922.1224491I5.92.511.843.122449115.92.517.764.1224491I5.92.523.685.122449115.92.529.6计算流量Q=18.07(m/s)临界水深hk=1.225(m)IL(m)H(m)V(m/s)起推水深HC(l,0)=1.225101.2253.305.921.0317.01211.84.9257.81317.76.8558.45423.68.8058.979999529.6.7679.43计算流量Q=11.76(m/s)临界水深hk=0.92(m)IL(m)H(m)V(m/s)起推水深HC(l,0)=.9210.922.875.92.7426.34211.84.6567.17317.76.6027.81423.68.5658.32529.6.5388.74计算流量Q=9.7(m/s)临界水深hk=0.809(m)IL(m)H(m)V(m/s)起推水深HC(1,O)=.8O910.8092.685.92.6396.07211.84.5626.91317.76.5147.54423.68.4838.04529.6.468.439999

235、溢洪道挡墙稳定与应力计算书重力式挡土墙验算［执行标准：水利］计算项目：重力式挡土墙原始条件:墙身尺寸：墙身高：4.280(m)墙顶宽：0.500(m)面坡倾斜坡度：1:0.000背坡倾斜坡度：1:0.500采用1个扩展墙址台阶：墙趾台阶bl:0.300(m)墙趾台阶hl:0.400(m)墙趾台阶与墙面坡坡度相同墙踵台阶b3:0.500(m)墙踵台阶h3:0.500(m)墙底倾斜坡率:0.000:1物理参数：坛工砌体容重：23.000(kN/m3)培工之间摩擦系数：0.400地基土摩擦系数：0.500墙身砌体容许压应力：1500.000(kPa)墙身砌体容许剪应力：180.000(kPa)墙身砌体容许拉应力：150.000(kPa)墙身砌体容许弯曲拉应力：160.000(kPa)挡土墙类型：一般挡土墙墙后填土内摩擦角：20.000(度)墙后填土粘聚力：0.000(kPa)墙后填土容重：18.000(kN/m3)墙背与墙后填土摩擦角：12.500(度)地基土容重：18.000(kN/m3)修正后地基土容许承载力：300.000(kPa)地基土容许承载力提高系数：墙趾值提高系数：1.200墙踵值提高系数：1.300平均值提高系数：1.000墙底摩擦系数：0.400地基土类型：土质地基地基土内摩擦角：30.000(度)土压力计算方法：库仑坡线土柱：坡面线段数：1折线序号水平投影长(m)竖向投影长(m)换算土柱数110.0000.0000坡面起始距离：0.000(m)地面横坡角度：45.000(度)墙顶标高：0.000(in)第1种情况：一般情况［土压力计算］计算高度为4.280(m)处的库仑主动土压力按实际墙背计算得到：第1破裂角：31.095(度)

24Ea=114.218Ex=88.683Ey=71.981(kN)作用点高度Zy=1.427(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面不存在墙身截面积=7.027(m2)重量=161.623kN(-)滑动稳定性验算基底摩擦系数=0.400滑移力=88.683(kN)抗滑力=93.442(kN)滑移验算满足：Kc=1.054>1.000(二)倾覆稳定性验算相对于墙趾点，墙身重力的力臂Zw=1.236(m)相对于墙趾点，Ey的力臂Zx=2.227(m)相对于墙趾点，Ex的力臂Zy=1.427(m)验算挡土墙绕墙趾的倾覆稳定性倾覆力矩=126.520(kN-m)抗倾覆力矩=360.081(kN-m)倾覆验算满足：K0=2.846>1.500(三)地基应力及偏心距验算基础为天然地基，验算墙底偏心距及压应力作用于基础底的总竖向力=233.604(kN)作用于墙趾下点的总弯矩=233.560(kN-m)基础底面宽度B=3.190(m)偏心距e=0.595(m)基础底面合力作用点距离基础趾点的距离Zn=1.000(m)基底压应力：趾部=155.765踵部=O.OOO(kPa)作用于基底的合力偏心距验算满足：e=0.595<=0.250*3.190=0.798(m)墙趾处地基承载力验算满足：压应力=155.765<=360.000(kPa)墙踵处地基承载力验算满足：压应力=0.000<=390.000(kPa)地基平均承载力验算满足：压应力=73.230<=300.000(kPa)(四)基础强度验算基础为天然地基，不作强度验算(五)墙底截而强度验算验算截面以上，墙身截面积=7.027(m2)重量=161.623kN相对于验算截面外边缘，墙身重力的力臂Zw=1.236(m)相对于验算截面外边缘，Ey的力臂Zx=2.227(m)相对于验算截面外边缘，Ex的力臂Zy=1.427(m)［容许应力法］：法向应力检算：作用于验算截面的总竖向力=233.604(kN)作用于墙趾下点的总弯矩=233.560(kN-m)相对于验算截面外边缘，合力作用力臂Zn=1.000(m)截面宽度B=3.190(m)偏心距el=0.595(m)截面上偏心距验算满足:el=0.595<=0.300*3.190=0.957(m)截面上压应力：面坡=155.209背坡=-8.749(kPa)压应力验算满足:计算值=155.209<=1500.000(kPa)拉应力验算满足：计算值=8.749<=150.000(kPa)切向应力检算：剪应力验算满足：计算值=-1.492<=180.000(kPa)

25(六)台顶截面强度验算［土压力计算］计算高度为3.880(m)处的库仑主动土压力按实际墙背计算得到：第1破裂角：31.068(度)Ea=93.867Ex=72.881Ey=59.155(kN)作用点高度Zy=l.293(m)因为俯斜墙背，需判断第二破裂面是否存在，计算后发现第二破裂面不存在墙身截面积=5.891(m2)重量=135.495kN［强度验算］验算截面以上，墙身截面积=5.751(m2)重量=132.275kN相对于验算截面外边缘，墙身重力的力臂Zw=0.857(m)相对于验算截面外边缘，Ey的力臂Zx=1.793(m)相对于验算截面外边缘，Ex的力臂Zy=1.293(m)［容许应力法］:法向应力检算：作用于验算截面的总竖向力=191.430(kN)作用于墙趾下点的总弯矩=125.136(kN-m)相对于验算截面外边缘，合力作用力臂Zn=0.654(m)截面宽度B=2.890(m)偏心距el=0.791(m)截面上偏心距验算满足：el=0.791<=0.300*2.890=0.867(m)截面上压应力：面坡=175.060背坡=-42.582(kPa)压应力验算满足：计算值=175.060<=1500.000(kPa)拉应力验算满足：计算值=42.582<=150.000(kPa)切向应力检算：剪应力验算满足：计算值=-1.277<=180.000(kPa)各组合最不利结果(一)滑移验算安全系数最不利为：组合1(一般情况)抗滑力=93.442(kN),滑移力=88.683(kN).滑移验算满足：Kc=1.054>1.000（二）倾覆验算安全系数最不利为：组合1（一般情况）抗倾覆力矩=360.081（kN-M）,倾覆力矩=126.520（kN-m）.倾覆验算满足：K0=2.846>1.500（三）地基验算作用于基底的合力偏心距验算最不利为：组合1（一般情况）作用于基底的合力偏心距验算满足：e=0.595〈=0.250*3.190=0.798（m）墙趾处地基承载力验算最不利为：组合1（一般情况）墙趾处地基承载力验算满足：压应力=155.765<=360.000（kPa）墙踵处地基承载力验算最不利为：组合1（一般情况）墙踵处地基承载力验算满足：压应力=0.000<=390.000（kPa）地基平均承载力验算最不利为：组合1（一般情况）

26地基平均承载力验算满足：压应力=73.230<=300.000（kPa）（四）基础验算不做强度计算。（五）墙底截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0,595<=0.300*3.190=0.957（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=155.209<=1500.000（kPa）拉应力验算最不利为：组合1（一般情况）拉应力验算满足：计算值=8.749<=150.000（kPa）剪应力验算最不利为：组合1（一般情况）剪应力验算满足：计算值=-1.492<=180.000（kPa）（六）台顶截面强度验算［容许应力法］:截面上偏心距验算最不利为：组合1（一般情况）截面上偏心距验算满足：el=0.791<=0.300*2.890=0.867（m）压应力验算最不利为：组合1（一般情况）压应力验算满足：计算值=175.060<=1500.000（kPa）拉应力验算最不利为：组合1（一般情况）拉应力验算满足：计算值=42.582<=150.000（kPa）剪应力验算最不利为：组合1（一般情况）剪应力验算满足：计算值=-1.277<=180.000（kPa）