小型水库初设计算书.docx

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1、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%洪水计算书广东省综合单位线工程名称:径子塘水库*F=1.28(km2)L=1.261(km)J=.077f24=4.724(mm/hr)f72=1.985(mm/hr)T=.3333334(hr)L/J(

2、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ml0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HTCva t72190.46124136,41692.431151.2611/621.221* *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=1.484 Hl=75.68Kl/6=1.403Hl/6=29.46H24-H6=72.21H6-H1=93.5Hl-HT=31.67

3、h72=218.65h24=150.71h72-24=67.94*最大三天雨型及净雨时段H6%H24-6%H72-24%净雨0-611.61.326-121.30.1512-1813.11.4918-248.40.9624-257.20.4825-267.20.4826-273.00.0127-285.30.0128-291.70.0129-302.00.0130-313.00.0131-323.30.0132-336.90.2633-346.60.0534-357.70.8435-3610.83.0836-378.86.1437-3822.122.5438-3924.270.9639-402

4、1.121.3140-4112.210.3341-4211.69.5942-439.72.2943-445.20.0144-455.00.0145-469.92.4346-473.00.0147-482.50.0148-5425.517.3354-6029.920.3260-663.42.3166*-726.84.62*各时段洪水总量WT （万方）：*wtw249.0819.29w7227.99*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

5、 (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-

6、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

7、-15.3333316.116-6.3333340.0115.33333-15.6666736.946.333334-6.6666670.0115.66667-1612.416.666667-70.0116-16.333339.457-7.3333340.0116.33333-16.666678.327.333334-7.6666670.0116.66667-174.867.666667-80.0117-17.333334.138-8.3333340.0117.33333-17.666673.808.333334-8.6666670.0117.66667-183.528.666667-90.0

8、818-18.333333.45，一*3. 359-9.3333340.0918.33333-18.66667Qmax=36.93(m3/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HTCva t*辛72190.46124136.41692.431151.2611

9、/621221P=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=1.887H 1=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0-611.62.446-121.30.2812-1813.12.7518-248.41.7724-257.22.0

10、825-267.22.0826-273.00.0127-28530.2328-291.70.0129-302.00.0130-313.00.0131-323.30.0132-336.91.7933-346.61.5034-357.72.5735-3610.85.5936-378.812.5537-3822.138.9838-3924.291.3139-4021.136.9940-4112.219.3141-4211.618.1242-439.74.5243-445.20.1344-455.00.0145-469.94.7146-473.00.0147-482.50.0148-5425.532.

11、0754-6029.937.6060-663.44.2866-726.88.55*各时段洪水总量WT （万方）*wt11.69w2431.03w7247.12t时段单位线*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-.66666670.029.666667-100.55.6666667-10.6010-10.333330.541-1.33333

12、30.6910.33333-10.666670.551.333333-1.6666670.7210.66667-110.841.666667-20.7311-11.333330.892-2.3333340.7411.33333-11.666670.932.333334-2.6666670.7211.66667-121.772.666667-30.1512-12.333331.903-3.3333340.0612.33333-12.666672.023.333334-3.6666670.0312.66667-133.963.666667-40.0813-13.333334.274-4.33333

13、40.0813.33333-13.666674.634.333334-4.6666670.0813.66667-1411.974.666667-50.0214-14.3333313.115-5.3333340.0114.33333-14.6666713.735.333334-5.6666670.0114.66667-1519.785.666667-60.0115-15.3333321.636-6.3333340.0115.33333-15.6666746.706.333334-6.6666670.0115.66667-1618.626.666667-70.0116-16.3333315.267

14、-7.3333340.0116.33333-16.6666713.947.333334-7.6666670.0116.66667-178.587.66666780.0117-17.333337.538-8.3333340.0117.33333-17.666677.078.333334-8.6666670.0217.66667-186.628.666667-90.5118-18.333336.509-9.3333340.5918.33333-18.666676.33Qmax=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-3 G

15、D (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(10 m )1.0129.0197.211502.0130.0197.5.2348.3853.0131.0198.2586.

16、3854.01329.00000 IE-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)16.014412.61

17、0.0109717.014514.281.0109718.014633.652.0109719.014710.473.010974.010975.010976.010977.010978.010979.0109710.0109711.0109712.0109713.0109714.0109715.0109716.0109717.0109718.0109719.0109720.01097.0121.01097.0122.01097.0123.01097.0124.01097.0125.01097.0126.01097.0127.01097.0128.01097.0129.01097.0130.0

18、1097.0131.01097.01329.00000UE-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.

19、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-01.0129.032.1430.033.1631.034.173

20、2.255.1733.286.1734.317.1735.948.04361.039.02371.110.01381.9611.01392.112.01402.313.01416.8514.01427.5515.01438.0316.014414.3817.014516.1118.014636.9419.014712.4120.01489.4521.01498.3222.01504.8623.01514.1324.01523.825.01533.5226.08543.45279.000001 E-02553.35水位ZH库容VH流量系数Ml(10m97.2115097.5.2348.38598

21、.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).16097.01调洪演算程序TH-3 GD(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=55.0409

22、7.03水库特征值组数J=10时段间隔T=1200.02097.03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.01097.030.0128.62.01097.031.0229.55.01097.032.630.54.01097.033.6931.55.01097.034.7232.84.01097.035.7333.89.01097.036.7434.93.01097.037.72351.77.01097.038.15361.9.01097.039.06372.02.01097.0310.033

23、83.96.01097.0311.08394.27.01097.0312.08404.63.01097.0313.084111.97.08097.0314.024213.119.00000 IE-0215.014313.73097.0316.014419.789.00000 IE-0217.014521.63097.0418.014646.7.03097.0419.014718.62.03097.0420.014815.26.03097.0421.014913.94.25097.0422.01505.58.28097.0523.01517.53.31097.0624.01527.07.9409

24、7.0725.02536.621.03097.126.51546.51.1.197.1227.59556.331.96.197.16001水位ZH库容VH流量系数Ml2.1.297.21(10m )2.3.497.2697.211506.85.897.3697.5.2348.3857.551.697.5199998.2586.3858.032.397.6600198.5.283.38514.383.597.8799.308.38516.115.298.1599.5.3337.38536.948.898.62100.3601.38512.4111.898.97100.5.3873.3859.45

25、11.698.95101.4154.3858.3211.198.89101.5.4443.3854.8610.298.79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Z

26、M=98.97(m)1.02097相应库容 VM=.3065(10%?)2.6097.01最大泄量 QM=11.8(n?/s)3.69097.034.72097.0432.84.297.195.73097.0633.89,297.26.74097.0834.93.397.227.72097.1351.77.397.258.15097.11361.9.597.299.06097.11372.02.697.3210.03097.11383.96.997.3811.08097.11394.271.397.4612.08097.11404.631.797.5413.08.197.114111.972.

27、597.6914.02.197.114213.113.897.9315.01097.114313.735.398.1516.01097.114419.787.198.4100117.01097.114521.639.598.7118.01097.114646.714.399.2419.01097.114718.6218.199.6220.01097.114815.2617.899.621.01097.114913.9417.299.5322.01097.11505.5815.699.3823.01097.1517.5313.899.1924.01097.1527.0712.599.0525.0

28、2097.1536.6211.498.9326.51097.11546.510.598.8227.59.197.12556.339.798.7300128.62.197.14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

29、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

30、.50023.00024.000力(kPa)擦角(度)(kPa)10.00025.000十字板？长系数十字板？长系数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

31、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)0.0

32、000.002-29.5350.00210.00025.0000.000.000.0030.290.000.000.020.06-0.050.020.0020.926-28.3171.04910.00025.0008.732.326.4232.780.000.259.2626.21-23.638.440.9261.849-25.9131.02710.00025.00025.616.6918.9337.510.000.727.8922.72-25.2911.631.8492.773-23.5571.00810.00025.00041.5110.6230.8941.770.001.156.5519

33、.22-26.0316.052.7733.697-21.2430.99110.00025.00056.4714.1442.3345.580.001.535.2615.73-25.9420.273.6974.620-18.9650.97710.00025.00070.5517.2653.2848.960.001.874.0212.23-25.0924.264.6205.544-16.7170.96510.00025.00083.7820.0163.7651.940.002.172.828.74-23.5528.035.5446.468-14.4960.95410.00025.00096.1922.4073.7954.520.002.421.665.24-21.3931.566.4687.391-12.2970.94510.00025.000107.8124.4383.3856.720.002.640.547.3911.75-18.6634.847.571-10.9900.