旋渦隧道溢洪道及液壓操作條件外文翻譯-液壓系統(tǒng)-免費(fèi)閱讀
【正文】 在 運(yùn)行可靠性的基礎(chǔ)上，渦溢洪道消能在水洞中 的設(shè)計(jì) ，在目前的文章 中得到了 證實(shí)， 而具有 壓力波動(dòng)和強(qiáng)度的湍流耗散 能量的過(guò)程也得到認(rèn)證。一旦達(dá)到平等，水沿隧道頂“ 洞穴中， “ 混合容易與空氣中的流動(dòng)的核心。整個(gè)圓柱段長(zhǎng)度的管道 ，氣體氣芯具有一個(gè)波浪狀彎 與 曲軸線相吻合 并 與隧道軸線甚至接近 10dx 從軸的軸。渦旋式流創(chuàng)建整個(gè)長(zhǎng)度的尾段。液壓操作條件的渦旋式溢洪道不同于相應(yīng)條件構(gòu)造配置傳統(tǒng)的溢洪道。 從上述討論如下，在這些案件中沒(méi)有空氣壓 迫，渦旋式溢洪道可能是模仿方面的所有要求的標(biāo)準(zhǔn)。消能段多用挑流消能或水躍消能。洪水流過(guò)環(huán)形溢流堰，經(jīng)豎井和隧洞泄入下游。按其所在位置，分為河床式溢洪道和岸邊溢洪道。例如， tupolangskii 渦旋式溢洪道， Areq=；為 tel39。 渦的流動(dòng) 是 最簡(jiǎn)單設(shè)計(jì)中 的是一個(gè)節(jié)點(diǎn)，包括在建設(shè)一個(gè)渦流發(fā)生器（平面或平行船中體；）。選擇一個(gè)特定的溢洪道類型取決于很多因素，如有效的水頭 ，巨大的 escapage 放電，這 是 配置的液壓項(xiàng)目（例如，在運(yùn)營(yíng)期間或的水管道水力發(fā)電廠在施工期間使用一個(gè)河引水隧道）， 而 入口的設(shè)計(jì)是根據(jù) 設(shè)計(jì)規(guī)范制定的。液壓系統(tǒng)用于鏈接的流量的尾管可能涉及 可以 使用overflowtype 或自由落體式結(jié)構(gòu)。一方面，這些類型的溢洪道可能大規(guī)模的耗散的動(dòng)能的流動(dòng)的尾段 。 and for the Rogunskii spillway, Ar:q = second parameter which characterizes the degree of rotation of the flow on individual legs of the tailrace segment is the integral flow rotation parameter II. The prerotation 17 0 behind the vortex generating device at a distance from the axis of the shaft may be determined on the basis of graphical dependences thus: 17_o = f(A) (Fig. 4).Tailrace tmmd. The overall widths of the tunnel are determined by the type of spillway design which is selected and the method decided on for dissipation of the excess energy (either by means of smooth or increasingly more intensive dissipation). Energy Dissipation Chamber. The choice of design and dimensions depends on the rate of rotation of the flow at the inlet to the chamber and on the length of the tailrace tunnel following the chamber. For a tailrace tunnel with LT/d T _ 60, it is best to use a converging tube (or cylindrical) segment as the conjugating element between the tangential vortex generator and the energy dissipation chamber. The segment will be responsible for the following functions: reduction of the rate of rotation of the flow at the inlet to the energy dissipation chamber, equalization of flow rates acpanied by a shift in the maximum axial ponent of the flow rate into the central portion, and reduction of the dynamic loads at the rotation node of the flow. From the foregoing discussion it follows that in those cases in which there is no entrapment of air, vortex spillways may be modeled with respect to all the required criteria. The situation is different in the case of aerated flow, which is also difficult to model. In hydraulic models with external atmospheric pressure, the volumetric content of air varies slightly as the flow is transported down the shaft to the critical section, whereas in the physical structure, the entrapped air, moving downwards, is pressed by the increasing pressure of the liquid. Thus, in the case of the spillway at the Teri hydraulic works (Fig. 1), the percent pression in the physical structure is as much as 15fold, whereas in the open model constructed on a 1:60 scale, the percent pression is in the range , ., onetenth that of the values found in the field. Moreover, in the experiments using the models, there was an increase noted in the angles of rotation of the flow in the initial segment of the tailrace tunnel as the escapage discharge was decreased and the content of air in the mixture was increased. Inasmuch as in the physical object the air content in the critical section is always insignificant, the increase in the angles of rotation as the volume of escapage discharge was decreased was unexpected. To create a 4 reliable model of vortextype flow when there is a free level in the stem of the shaft and abundant air entrapment by the flow, it is necessary to isolate the region of air in the upper and lower ponds from the external atmosphere and to reduce the air pressure in these regions through creation of a vacuum in accordance with the geometric scale of the model. Hydraulic Conditions throughout the Spillway Segment. The hydraulic conditions of operation of vortex spillways differ substantially from the corresponding conditions for spillways constructed in the traditional configuration. Let us consider these differences on the basis of the results of laboratory studies of the operational spillways of the Rogunskii hydroelectric plant (which includes an energy dissipation
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