重庆交通代理的水力学课程设计书的

1、水力学与桥涵水文课程设计成果专业班级姓名学号指导教师重庆交通大 学水力学与桥涵水文课程设计任务书土木工程专业学院：土木工程学院专业班级：茅以升道路某某：XXX学号：xxxxxxxxxxxx某某交通大学1为测定某阀门的局部阻力系数 ，在阀门上下游装设三个测压管，水管直径 d = 50 mm ll2 = 1 m, 123 = 2 m,实测数据 1 = 150 cm, 2 = 125 m, 3 = 40 cm, =3 m/s , 试计算阀门的值。Z2P22解：对于1 12段z, P 2g150 10202 V 2g125 10 2 0y2hf1 22ghf1 20.25222对于113段P1Z1VZ

2、3P3V(2hf1 2V)2g2g2g2222V150 10 2 0 -40 102 0V(20.25)2g2g2g则阀门2水面线定性分析分析如下:图2-1中,ii过渡，会在i2ik段时，由临界流向ik段、i2 ik段和i3 ik段均为顺坡渠道。水流从段c区以c型曲线过渡到正常水深；缓流过渡，会在i2 ik段a区以a型i1 ik段过渡到i2 ik段时，由急流向临界流 水流从i2 ik段过渡到i3 ik图2-3图2-4曲线过渡到正常水深。图2-2中,ik段均为顺坡渠道。水流从ii ik段过渡到i2 ik段时，由急流向缓段为逆图2-5中,流过渡，会在i1 i k段产生水跃。ii ik段和i3i1

3、i0段为顺坡渠道，i2图2-5为顺坡渠道。会在 h ik段过渡到i20段为逆坡渠道。水f型降水曲线过渡到缓流。缓流流向断口，会愆流从h图2-6渡到i2 0段时，由急流向逆坡过渡，会在i2 0段产生水跃；从i2 0段流向断口时，会产生水跌。图2-6中，ii段、i2段和i3段均为顺坡渠道且iiik、i2ik与i3ik。水流从iiik段过渡到i?ik段时，由急流向缓流过渡，会在ii ik段产生水跃；水流从i? ik段过渡到i3 ik段时，由缓流向急流过渡，会在i? ik段产生水跌，在b区以b型曲线过渡到正常水深。word3流量、断面平均流速计算处理如下表所示:测站编码：50105400施测号数76输

4、沙率：34相应单沙：353-354垂线号起点距水位河底 高程水深平均 水深垂线 间距垂线间 面积部分 面积垂线平 均流速部分 流速部分 流量取样垂线间 部分流量垂线平均 含沙量部分平均 含沙量部分输 沙率测深测速取样(m)(m)(m)(m)(m)(m)(m2)(m2)(m/s)(m/s)(m3/s)(m3/s)(kg/m3)(kg/m3)(kg/s)左水边-92.2165.3165.30111-73161.953.351.67519.232.16105.91.060.74278.60750.3082-56159.975.334.341773.78311.587360.3235100.79932

5、-40158.726.585.9551695.28241.21.190.966232.984-20157.298.017.29520145.95320154.8810.429.21520184.3479.11.651.42680.3790.339627153.8811.4210.9227294.84 17457153.4811.8211.6230348.6649.12.251.951265.751946.12380.33642.221882153.0812.2212.0225300.5953108152.5812.7212.4726324.22 1698.92.412.331628.440.3

6、2110137152.1813.1212.9229374.681628.4370.328534.1271164167151.6813.6213.3730401.1752.62.592.51881.550.33512193151.8813.4213.5226351.521881.550.3425644.4311375217152.8812.4212.9224310.08639.62.472.531618.290.3514245154.1811.1211.7728329.561618.28920.3495565.5921586277155.889.4210.2732328.647002.32.38

7、51669.40.34916306157.168.148.7829254.621669.40460.3295550.06917321157.887.427.7815116.71897341158.386.927.1720143.4376.92.142.22836.6070.3119376158.886.426.6735233.45836.6070.3205268.13320108411159.286.026.2235217.7：432.62.112.125919.3180.33121447159.385.925.9736214.92919.31750.3355308.4312211947715

8、9.286.025.9730179.1332.31.471.79594.7450.3423505160.384.925.4728153.16771.082760.34262.1682412536161.084.224.5731141.67277.31.060.636176.33725567162.882.423.3231102.92右水边594165.3165.301.212732.67 J断面流量11582.4m3/s水面宽686.2m断面输沙率3.876t/s水 位(m开始水位结束水位平均水位断面面积5685.47m2平F均水深8.29m断面平均含沙量0.335kg/m3基本断面水位165

9、.31165.28165.3死水面积135.59m2最灵大水深13.52m相应单位含沙量0.331kg/m3测流断面水位平均流速2.03719m/s相:目应水位165.3m最大测点流速m/s测线数/测点数12/36说测距方法GPS铅鱼重量310kg流速仪悬吊方式悬索悬吊薛轴中心至铅鱼底距巨离(m)0.5总不确定度明测深方法回声仪测悬索直径7.7mm回零误差0十算流量所用断面施测号数2007-7已定系统误差施测：赵善群计算:|杜明一校：月曰 7 / -二校：月 日施测号数：76寸滩站流量及悬移质输沙率计算表word8 / 174相关分析：某流域1541965年的年径流量与年降雨量，年径流量与年降

10、雨量在成 因上具有联系。试用解析法推求相关直线。解：数据处理如下所示序 号年份年降雨量年径流量KxKyK2 r yKxKyx(mm)y(mm)11954201413621.5381.7312.3652.9982.6632195512117280.9250.9250.8550.8560.85631956172813691.3201.7401.7413.0282.2964195711576950.8830.8830.7810.7810.7815195812577200.9600.9150.9210.8380.8796195910295340.7860.6790.6170.4610.53371960

11、13067780.9970.9890.9950.9780.9868196110293370.7860.4280.6170.1840.3379196213108091.0001.0281.0011.0581.02910196313569291.0351.1811.0721.3951.22311196412667960.9671.0120.9351.0240.97812196510523830.8030.4870.6450.2370.391合计15715.0009440.00012.00012.00012.54513.83612.951相关性曲线 9 / 1712.951-12= U,S5O4Ff

12、 32.6?8x1-P丽= 2.698x1-O.95O3=0.076相关系数r较大，非常接近1，而且卜卜,明确年径流量和年降雨量之间存在直线相关,切相关程度也较为密因此，可用之间相关进展流量的插补和延长。1309.5 93 X斤一112.545 -12291.534796.667Xn-112-1如此可求得y倚x的回归直线方程式为5某站有24年实测径流资料，试绘制其经验频率曲线，并用求矩适线法推求年径流 量频率曲线的三个统计参数。解：数据处理如下序号年份年径流深(mm)经验频率/%mP =X 100H + 1K1- 1)2di11969106541.5970.3570.2132195799881

13、.4980.2480.12331960964121.4480.2000.09041975884161.3270.1070.03551967789201.1850.0340.00661964769241.1550.0240.00471968733281.1000.0100.00181974709321.0650.0040.00091961687361.0320.0010.000101954663400.9960.0000.000111958642440.9630.0010.000121953625480.9380.0040.000131965616520.9240.0060.0001419706

14、07560.9110.008-0.001151955592600.8880.012-0.001161973588640.8820.014-0.002171971587680.8810.014-0.002181972567720.8520.022-0.003191956557760.8370.027-0.004201952538840.8088076623417062680024,341512m59924.012500300%1099595二1962547海森率格纸0.8210.032-0.006220140应*-0.05240019630.0370.0071959-斗-).116C.26519

15、660.238二,，,P9 gg.gCs=2Cv1.991.701.601.461.341.210.980.680.610.49iimaMii频率100-统计参数132611301066972895806652455408327Cs=4Cv2.181.791.661.491.351.200.960.710.660.591450118911069928987986384704372.066 1.733 1.624 1.473 1.346 1.2050.969 0.693 0.631 0.529137611541082896803645462420353经过适线法调试Cs 0.691890年和，实

16、测期内也200年一遇洪1986年，如此调查6某坝址断面有30年的洪峰流量实测值，如下表所示，根据历史调查得知 1912年曾发生过特大洪水，推算得洪峰流量分别为8000nVs和6700nVs发生过一次特大洪水，流量为7360nVs，试用求矩适线法推求该坝址断面 峰流量。解：分析可知，资料中共有3个特大值的不连续系列，即a=3 ;实测期为30年。即n=30；实测期内有一次特大值，即1=1 ;特大值洪水最早出现的年份是1890年，二实测期最后的年份是考证期N=97年，数据处理如下所示。序号年份流量(m3/s)MFM100N 1m l1am l巳313m l100N 1N 1 n I 1n 1 1N

17、1 n I 1I189080001.031n191267002.062川196473603.0932195934400.0330.0326.3233196832000.0670.0659.5534198531000.1000.09712.7845197026200.1330.12916.0146196726000.1670.16219.2447198226000.2000.19422.4748197525200.2330.22625.7049197724000.2670.25828.93510198424000.3000.29132.16511196122000.3330.32335.3951

18、2196321000.3670.35538.62513198621000.4000.38841.85614196218600.4330.42045.08615197618200.4670.45248.31616196918000.5000.48551.54617195717200.5330.51754.77718197417000.5670.54958.00719195815600.6000.58161.23720196615400.6330.61464.46721198114500.6670.64667.69822197314000.7000.67870.92823197213000.7330.71174.15824197911000.7670.74377.3882519789000.8000.77580.6192619658600.8330.80883.8492719808500.8670.84087.0792819716200.9000.