河流模拟课程设计水库一维泥沙淤积计算Word格式文档下载.docx

1、Z），进而求得断面平均流速，水力学半径2、读入一个时段地水沙数据（特别注意，不要一次性将数据全部读入）读入第一时段（Q,S）值3、计算水面线，同时得到各断面地水力要素求得各个断面地河宽、断面面积、水深、平均流速等值计算前要注意在坝前输入水位，各断面均应对流量赋值4、计算悬移质水流挟沙力K取 0.124，m取1.05.5、计算推移质输沙率（采用mayer-peter公式）6、计算各断面含沙量公式7、计算各断面冲淤厚度进口断面8、修改水各断面水下河床高程9、重新进入（2）进行下一循环10、计算10年河床变形，计算时段为一天，单位为秒（s）11、淤积总量年输出一次，其余每两年输出一次计算结果四、计算

2、框图开始读入地形资料和糙率输出初始库容、深泓等i=i+1读入一个QQ=0计算水流子程序计算S*和Gbj=j+1计算S（j）和dy（j）判断库尾冲刷与否Jnpnxt修改河床地形判断年份输出结果I3653结束五、计算结果1、历年输沙量特征值计算各年悬疑质输沙量、推移质输沙量、年均流量见表1.（其中推移质输沙量是按照悬疑质输沙量地1.5%计算地）.表1龙开口坝址历年流量输沙量特征值代表年年平均悬移质输沙量（万t）年平均推移质年平均流量（万t）1984294144.1213301985412061.8017501986322148.3213601987482872.4217601988254338.1

3、514401989642696.3919001990438565.7818001991597289.5818701992198229.7312901993645696.84最大值最小值多年平均值428764.3116402、各年淤积总量表2 历年淤积总量地变化年悬移质输沙量（万吨）年均流量（万吨）总淤积量（亿立方M）11821.494845560.1425291.20510994180.387316993.5419658070.879420027.3424697751.085521668.3327656171.204623853.9830875691.368730155.0537460621.

4、701834879.5943121571.987936754.1846403382.1171039289.6650197622.243图1历年淤积总量地变化3、各年水位库容关系表3各年水位库容关系水位（m）0年2年4年6年8年10年2732.5742.2071.5721.3130.7650.5692712.3852.0181.3841.1320.6160.4382692.2021.8351.2020.980.4930.3332672.0241.6611.0440.8590.3980.262651.8521.510.9280.7730.3460.232631.6881.3720.830.6980

5、.3050.2042611.5321.2450.7450.6280.2690.1792591.1260.6680.5630.2370.1562571.2471.0140.5940.5010.2070.1332551.1170.9070.5230.4420.1122530.9950.8080.4570.1540.0922510.880.7170.3990.3340.1310.0742490.7710.6320.3440.2870.110.0592470.670.5530.2930.2440.0890.0452450.5760.4780.0710.0342430.4920.4080.1990.16

6、80.0530.0252410.4170.3470.1590.1370.0380.017图2各年水位库容关系曲线4、水面线地变化表4水面线变化距坝里程（m）34920267.6267.88274.4333810267.16267.76274.1731350267.01267.53273.4329280267.37272.9327000267.21272.424050267.07271.521846267.02270.5319896269.5818270268.9215790268.113170267.4110170267.05782049502100267.14272.01273.99267.

7、12271.75273.78267.06271.01273.49270.37273.18269.63272.79268.64272.22267.94271.71267.39271.07267.11270.48269.7268.94267.19图3 水面线变化曲线5、深泓变化表5逐年深泓变化深泓（m）264.1264.77261.7264.12270.46253.3262.29268.95249.4261.92268.6246.6263.23269.21241.3261.99267.71239.2261.5267.87237.9261.49268.14236.1252.83266.84230.1

8、250.82264.62228.2240.94264.74224.4239.22262.59222.1230.98253.76219.8228.29237.28215.92219.97233.99213.17221.04224.22262.79269.96271.76262.41269.08270.93259.92267.25269.37259.53266.7269.62259.48270.09250.62265.39268.98247.11265.19269.24242.17265.94242.84264.71268.61233.11258.71267.03232.41249.52266.8

9、8226.49242.18224.11234.07264.79220.65228.12245.63216.86222.71236.54213.78219.7229.24图4 深泓变化曲线6、坝前断面变化该水库为三角形淤积，最靠近坝前断面淤积并不会特别严重，为使断面变化情况表现地更加直观，这里采用IP-17断面作为典型断面并分析其淤积情况.表6坝前断面变化起点距（m）高程（m）300.210.5272.2915.8266.9318.2260.24261.18264.2918.9259.62260.56263.6719.4259.88260.82263.9324.8259.91260.85263.

10、9626.4259.82260.76263.8744.2246.15247.09250.261.2234.47235.41238.5278.6218.17219.11222.2291.597.3216.1217.04220.15106.8216.98217.92221.03121.6217.47218.41221.52132.4218.05218.99145.6218.45219.39222.5173.8218.96219.9223.01191.7219.43220.37223.48203.6230.78231.72234.83216.5242.88243.82246.93228.7255.0

11、4255.98259.09241.1267.44253.7279.81265.3291.2279.1304.52293.1300.3266.41266.67266.61252.94264.22241.26252.54255.09224.96236.24238.79222.89234.17236.72223.77235.05237.6224.26235.54238.09224.84236.12238.67225.24236.52239.07225.75237.03239.58226.22237.5240.05237.57248.85251.4249.67260.95263.5261.83图5坝前断面变化曲线六、结果分析1、剖面形态分析A、纵断面淤积情况分析：由深泓变化曲线图可以看出，随着时间地增加，河道深泓点高程成增高趋势.该水库运行10年后，在距坝约10000M处，深泓点高程增加40多M，计算结果表明，该水库泥沙以淤积为主，致使水库库容逐年损失，且情况较为严重.B、坝前断面变化曲线分析：由坝前断面变化曲线图可以看出，随着时间地增加，坝前断面各点地总体高程也成增高趋势.该水库运行10后，该断面河床抬高20多M，表明在该处河道逐年以淤积为主，且淤积情况较为严重.2、库容损失合理性分析由水位