1) inundating the dam by flood
洪水漫坝
1.
Study on the natural height of one landslide-dam and the possibility of inundating the dam by flood;
某滑坡坝天然坝高评价及洪水漫坝可能性分析
2) overbank flood
漫滩洪水
1.
Based on an analysis of field data, it is expounded that the overbank flood is of strong capacity in sediment deposition on the flood plain and scouring in the main channel under the condition of continuous shrinkage of channels on the lower Yellow River.
通过实测资料分析,阐明黄河下游宽河道在持续萎缩的情况下漫滩洪水仍具有较强的淤滩刷槽的行洪特点,指出漫滩洪水造成的滩地淤积主要来自于滩槽水流泥沙的横向交换。
2.
With the model test,this paper researches overbank flood sediment concentration and its gradation change rules from Jahe beach to Gao village river section of lower Yellow River.
通过模型试验,研究了黄河下游夹河滩到高村断面河段漫滩洪水含沙量及颗粒级配的沿程变化规律。
3) Flooded-lake facies
洪水漫湖
4) flood-overlake
洪水-漫湖
1.
It was showed,by cores observation,grain size analysis,logging data and electron microscope observation in Jiyang Paleogene depression,that the sediment of flood-overlake was controlled by ephemeral flood because the lake was shallow and the weather was dry-half dry.
结果表明,济阳坳陷在孔一段到沙四段沉积早期处于湖盆裂陷初期,沉积作用明显受季节性洪水注入影响,在东营、惠民两凹陷形成洪水-漫湖沉积体系。
5) submerged spur
漫水丁坝
1.
By large amounts of hydraulic model test,the paper analyzed the flow structure around submerged spur,and determined its computation formular of erosion depth for reference.
通过大量的水工模型试验对漫水丁坝周围的水流结构进行分析,并确定出漫水丁坝冲刷深度计算公式,经实体工程验证,公式具有良好的精度和可靠性,可作为设计时的参考。
6) dam-break flows
溃坝洪水
1.
In this paper,the ENO scheme and the Runge-Kutta time discertization method were applied to the one-dimensional Saint-Venant water equations for numerical simulation of dam-break flows,and the water depth and the velocity along the distance were obtained.
将ENO(Essentially Non-Oscillatory)格式和Runge-Kutta时间离散的思想应用于一维Saint-Venant方程组的求解,数值模拟溃坝洪水,得出了水位和流速的沿程分布。
补充资料：溃坝洪水计算
溃坝洪水计算
evaluation of dam-breaking flood
kuiba hongshui jisuan溃坝洪水计算(evaluation of dam一brea-king flood)研究由于大坝失事所造成的水库水体突然泄放而形成的洪水过程及其向上下游传播的专门计算。在溃坝初瞬，坝址处同时发生向上游传播的逆流负波和向下游传播的顺流正波。逆流负波形态如无数元波向上游扩展，相应水体下泄，由于波前水深大f波后水深，即波前速度大于波后元波速度，所以波的外形逐渐展平，水库水面成曲面下降;向下游传播的顺流正波，由于波后的水深大于波前的水深，后波要追赶前波，故形成波前立陡的不连续波，经过一段河槽调蓄和阻力作用，涌波才逐渐坦化，最后消失。图1和图2为溃坝洪水流态的示意描述。阁l溃坝洪水波示意图…丫兰，鄂瓜/坑3断4时间 图2溃坝洪水演进示意图 溃坝洪水计算的目的在于估算溃坝对上下游的影响和可能遭受的损失。主要内容包括:分析研究水库失事时坝址上下游水流状态，计算溃坝洪水的最大流向下游的正波和向上游的负波菠额流量(分别以Q东QB表示)公式如(5)(6)式。。、A，。叼B-一万一叼O十 “卜10尝‘几一Po)(几一Ao’除‘p!一几，(Al一A·’(5)。_AR。昭B一一万叼1十 厂飞l(6)联解两式，即当吼。场时，即得最大瞬溃流量Q，-QB式中A、尸、g分别为过水断面面积、静水压力、重力加速度。其下脚注B、1、0分别表示坝址、上游、下游断面。 瞬时局部溃的计算大坝瞬时局部溃决型式如图4所示。分(a)、(b)、(e)三种情况。由于溃坝口门形式及发展过程均难以事前准确预计，故常作简单假定，一般可假定溃口断面流态类似宽顶堰，而下泄水量补给又满足逆流负波规律，即由宽顶堰(溃口处)的堰流公式如(7)式，和负波流量公式(6)。分别绘制溃口处水深与下泄量关系曲线，其交点即为过水能力和补给水量能力相等之点，相应流量即为所求的溃水最大流量Qm，其相应的水深为溃口水深ko Q。=规b召么叠(HI一a)”‘2(7)式中观为宽顶堰系数，H;为溃前水深，b，a见图4。
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参考词条