共查询到17条相似文献，搜索用时 140 毫秒
1.
常规的涵洞消力池设计，需要进行反复试算和迭代，计算量大且精度不理想。将消力池设计中求解消力池池深问题转化为2个非线性问题，进行消力池设计，并利用新型优化算法——基于实数编码的加速遗传算法求解，结果表明该方法计算精度高，为工程设计提供了很高的实用价值。 相似文献
2.
拦河水闸下游消力池尾坎自由出流时，其下游河床水深ht往往小于相应的临界水深hk，消力池水力计算无法满足相关水闸设计规范水力设计的要求。目前，有关自由出流拦河水闸消力池的水力计算方法尚不够完善，给工程设计带来极大的不便。在总结有关水闸下游消力池研究成果的基础上，在假设自由出流的消力池下游河床水深ht等于临界水深hk的条件下，对自由出流的消力池尾坎高度计算进行探讨，提出了相应的计算方法。研究成果得到了水力模型试验研究的验证，具有计算较方便的特点，可供类似工程设计和运行参考。 相似文献
3.
《中国农村水利水电》2016,(12)
传统的低水头水闸消能防冲设计多采用护底消力池进行底流消能。对于某些地质条件良好的低水头水闸,可直接利用开挖后的基岩作为消力池底板而不进行护底。以幸福堰拦河水闸不护底消力池为研究对象,结合水力学计算,选用Flow-3D RNG湍流模型,采用VOF法对消力池流场进行三维数值模拟。结果表明:数值模拟结果与水力学计算基本吻合,消力池内最大流速小于基岩抗冲流速,验证了该水闸采用非护底消力池消能的科学合理性。成果可为同类低水头水闸消能工程提供设计支撑与参考。 相似文献
4.
利用实验数据和计算公式，系统地分析了蘑菇湖水库消力池失事原因。结果表明消力池失事主要由消力池的设计不当引起，不仅与水跃跃长公式的选择有关，还与水库下泄流量的精确计算有关。因此，设计和分析消力池失事应综合考虑流量的准确计算和水跃跃长公式的选择。 相似文献
5.
为了寻求计算消力地深度的简单方法,从底流的消能负荷出发,导出了计算消力池深度的理论公式,并将其拟合成计算简便的实用公式,与传统的计算方法相比,该法无须进行繁琐的试算,计算简捷,精度可达设计要求。 相似文献
6.
拦河闸下游河道河床下切、水位降低之后,其下游消力池需改造或重建,或者在保留现状消力池条件下,在现状消力池下游修建二级消力池,以确保拦河闸泄流的消能及其上、下游水流衔接过渡。通常,可在一级消力池下游陡坡段设置不连续的外凸型阶梯,增大陡坡段泄流消能率,以减小下游二级消力池的规模,节省工程投资。本文结合现有的研究成果,对拦河闸下游两级消力池之间陡坡段的外凸型阶梯布置和水力计算方法进行分析,并给出相应的算例,供类似工程设计参考。 相似文献
7.
合理地选择溢洪道建筑物消能型式,是关系到整个水利工程安全与经济的重要问题.通过溢洪道设计规范进行消能方式水力学计算,结合物理模型试验对传统底流消能与跌坎型底流消能水力特性进行了对比分析,结果表明:传统底流消能在校核洪水下泄流量时,底流消能方水流进入消力池后产生一定程度的远驱式水跃,消力池消能主要位于消力池后部,消力池后部及出口水面壅高较大,且波动剧烈,没有形成相对稳定的消能水体,消力池消能效果不太好,需要增加消力池长度;跌坎型底流消能消力池底板高程降低1 m,但是临底流速较底流消能得到大幅度降低,池内水流扩散充分,剪切明显,消力池后段形成了稳定的水体,消能效果良好,出水渠内水流流态得到改善,不容易对消力池冲刷破坏.跌坎型底流消能空化数增大相对不容易发空蚀,可能避免消力池空蚀破坏,最大水跃位置向前移动7 m,水流不会冲击底板和尾坎,水流垂直溅起,因此消力池内流态稳定,雾化影响较小,具有适应性强,消能效率高、流态稳定等优点. 相似文献
8.
用Excel程序进行水闸消力池的水力学设计 总被引：1，自引：0，他引：1
水闸消力池的水力学设计必须经过不断的试算方可确定，在设计中往往耗费大量的时间，为此，根据强大的数据处理软件Excel对消力池计算公式进行编辑，给出了一个快捷、方便、省时的消力池设计方法。 相似文献
9.
拱型网板（简称拱网）是设置在消力池里的辅助消能工，它具有良好的水力特性和消能效果，模型试验和原型观测结果表明，消力池中设置拱网可大大降低消力池的规模和工程费用。研究了影响拱网水力特性的几个参数和拱网的消能率。基于模型试验和原型观测结果，给出了确定网高和网距的经验公式。经几个工程应用结果表明，经验公式与实际是相符的。 相似文献
10.
《中国农村水利水电》2020,(8)
低佛氏数水流在下挖式消力池的消能不充分,一般采用在消力池尾坎处增设消力坎形成综合式消力池,从而增加消力池内的消能率。针对新集水利枢纽工程综合式消力池的消力坎体型设计对消力池消能率的影响,基于Flow3D对不同形式的消力坎进行了数值计算,给出了Fr2.0时的综合式消力池的体型设计形式,提出一种新型消能尾坎,这种齿形消力坎对增加消力池消能率具有重要作用。 相似文献
11.
增大跌扩型底流消力池的突扩宽度和跌坎深度，可以有效降低消力池内临底流速和改善出池水流流态，一定程度上减小消力池长度。基于试验研究结果，应用BP神经网络理论，以突扩宽度、跌坎深度及测点距离作为模型输入参数，临底流速作为输出参数，建立BP神经网络预测模型。结果表明，所预测的临底流速模型参数试验值与预测值之间的平均相对误差＜10%，决定系数R2达到0.977 6，亦即基于智能算法的预测模型能够对水工模型试验研究形成很好补充。在此基础上，进一步给出了突扩宽度、跌坎深度变化和不同跌扩组合变化对消力池池长的影响。相对而言，增加突扩宽度对消力池长度减小的影响小于增加跌坎深度；同时增加突扩宽度和跌坎深度，能够更有效地降低消力池所需要的长度。 相似文献
12.
This paper reports on model studies on energy dissipatorswhich were performed with a view towards developing a shorterand more efficient type of stilling basin for circular pipeoutlets at low Froude numbers. The stilling basin models weretested for two pipe outlet diameters. The outlet Froude numberfor testing ranged from 1.70 to 5.50. The studies reported inthis paper expand on the improvement suggested by Goel andVerma (1999). In all, 133 test runs were made on 19 newmodels. Various configurations of stilling basin models withdifferent sizes, shapes and locations of appurtenances andbasin lengths were tested. The use of a wedge-shaped splitterblock, an impact wall, and the use of wedge-shaped blocks asbaffle blocks resulted in efficient energy dissipation inshorter lengths of stilling basin. A non-dimensional numbertermed as scour index has been used to compare theperformances of various stilling basin models. It was foundthat the length of stilling basin could be reducedconsiderably without affecting the performance by choosing asuitable configuration of the stilling basin. Of theconfigurations tested, the stilling basin model M-24 with tworows of wedge-shaped baffle blocks in a basin length of sixtimes the diameter of pipe outlet (6d) performed better incomparison to USBR impact type VI stilling basin. 相似文献
13.
An experimental work leading to the development of economical and improved stilling basin designs for circular pipe outlet
in comparison to Garde's stilling basin [Garde, R.J. & Saraf, P.D., Journal of Irrigation and Power 1986, 145–154], is reported
in this paper. In the present study, attempts are made to develop efficient and shorter stilling basin models keeping the
basin floor at the invert level of the pipe outlet for inflow Froude number Fr = 5.50. The new designs are arrived at by conducting
a systematic experiments on the stilling basin models having appurtenances like a wedge-shaped splitter block, a modified
grid, an intermediate sill and a rounded step. Scour index, a non-dimensional number has been defined to compare the performance
of the stilling basin models using the same erodible material and time of experimental run. The performance of the newly developed
stilling basin models has been compared with that of Garde's stilling basin model G-D∗. The proposed model M is also compared with the earlier stilling basin model M-12, as suggested by Goel & Verma [Journal
of Irrigation and Drainage Systems 15(1), 2001, 81–91]. 相似文献
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15.
Muhammad F. Bari 《Irrigation and Drainage Systems》1993,7(2):131-150
Flow conditions, which could not be explained, occurred in the stilling basin and outfall channel of the Feni Regulator sited at the western end of the Feni River closure dam. This regulator controls outflows from the upstream reservoir which supplies irrigation water to Muhuri Project in Bangladesh. Analysis of flood discharge data revealed that the design discharge for the structure was not exceeded; yet abnormal scour occurred in the outfall channel and the brick block rip-rap placed thereon was damaged. A model study was conducted to understand the causes of such unusual local erosion downstream of the stilling basin and to provide answers to two main questions: -Is potential scour serious in terms of the stability of the structure? -What protection measures could be taken to stabilize the scour at a safe level? Using a 1:30 scale model, the probable maximum scour was simulated, and the performance of alternative rip-rap designs including that of the existing one were examined. The results of this study supplemented by field scour data collected during subsequent flood seasons indicated that even if the flow rate through the regulator approaches the design flood discharge, the downstream scour is not likely to extend up to an elevation of ? 10.7 m, a scour level observed in the previous year at a lower discharge. It also showed that the existing rip-rap blocks were marginally undersized and consequently the rip-rap was prone to failure if flow conditions departed from uniform. A suitable method of scour protection downstream of the stilling basin at the regulator exit also evolved from the study. 相似文献
16.
针对某大型水电站采用组合挑流消能方式时其消力池下游河道转弯、水流归槽难等问题,对2种泄洪消能建筑物体型布置方案的水力特性开展对比试验,获得挑流水舌及入水形态、消力池内流态及出池水流衔接等水力参数;通过体型优化,获得了满足设计要求的推荐方案,消除原设计方案中消力池底部冲刷严重,出池水流偏离主河槽且与下游河道衔接不佳,河道水位波动较大等不利水力学条件. 相似文献