dhi教學(xué)相關(guān)工具洪水管理

1、FLOOD MITIGATION AND LAND RECTION IN HILLYRIVERSA CASESTUDY OF TOORSA RIVER, BHUTANR.R. Patra, G.N. Paudyal ,H. Enggrob and Ajay Pradhan DHI Water and EnvironmentNew Delhi, IndiaAbstract: The river flowing in hilly terrain are generally flashy in nature and most often achieve supercritical flow. The

2、se rivers after emerging from the foot hills behave completely differently. The flow velocity gets reduced, the meandering sets in and spreading occurs. This reduction in speed reduces the carrying capacity of the flow. Accordingly, the river bed in the immediate proximity of the hilly terrain becom

3、es a fill area, where all the debris carried by the high velocities gets deposited. These deposits alter the flow regime and make the river to meander. Meandering flow makes the river change its course and cause erosion of the banks.Erosion control in such rivers becomes a challenging task for the e

4、ngineers. With the advanced Numerical m ling tools, although, river flow could be accurately replicated, defining a suitable engineering solution still remains a challenge. However, a combination of numerical simulations and sound engineering judgment can be worked out in order to make the solution

5、feasible and applicable to real life conditions.In this regard, a case study of the feasibility of flood mitigation and land rection of River Toorsa inBhutan offers an excellent example. The Toorsa River is the main river of the Amo Chhu River system, which forms the westernmost river basin of Bhuta

6、n. . The Amo Chhu system has its origin in China and flows through the western districts of Ha and Samstse before finally draining into the plains of India. Typical of the majority of the rivers of Bhutan, the Toorsa River profile changes rapidly from a steep slope with a well defined course in the

7、valley, to a flat alluvial plain along the western periphery of the city of Phuentsholing. The city of Phuentsholing is located at a geographically and commercially important point along the IndoBhutan border and is the “gateway” to Bhutan. Due to increasing population and limited area, the city is

8、facing serious shortage of land for development. The uncontrolled river has already eroded vast land in the western part of the city. Over the years, the river has also changed its course several times causing serious problems of erosion. It has been roughly assessed that about 4 square kilometers o

9、f very high value land has been lost on the left bank of the river, placing severe constraints on the development of Phuentsholing.The study area was found to be much more complicated than anticipated due to the fact that, in addition to the sedimentation caused by the main river, the adjoining wate

10、rshed brought in lots of sediments through steep tributaries and deposited in the river bed. Such deposits, elevated the river bed locally, thereby changing the river flow pattern.The key to finding the solution was hinged on proper understanding of the problem. It was recognized that the reduction

11、of the flow momentum is the main cause of reduction of the carrying capacity of the flow and therefore, it was necessary to design a self flushing flow channel, which would prevent sedimentation in the area. In other words, the spreading of the flow was required to be canalized in to a well defined

12、flow path, maintaining the flow momentum good for carrying the bed load down stream. Accordingly, the flow velocitiesunder theum flow (when the carrying capacity isum) was maintained at a value, which wouldnot only allow flushing of the sediment carried from upstream, but also stop eroding the bed,

13、beyondpermissible limits. In this regard, the minimum cross section area in the study was identified and the new section was designed to conform to this cross section. One dimensional and two dimensional flow ming tools were deployed to calculate and illustrate the flow patterns and velocity profile

14、s for a series of alternative design scenarios. Long term simulations were carried out in order to evaluate the flow regime and the phenomenon of meandering. It was concluded that, such solutions of creating an artificial self maintaining flow channel is possible and with suitable engineering design

15、 it is feasible to arrest deposition of the sediments to an appreciable degree. The flows from the other catchments were treated separately.It was noted that, design of such a controlled flow channel would result in reclaiming 4.1 square kilometers of land in addition to protecting the threatened Ph

16、uentsholing City. The land could be utilized by the city for expansion and development of the city. The engineering and construction of such a scheme involves considerable finances which are beyond the scope and capacity of the City authorities. Accordingly, it is necessary to find out a self financ

17、ing scheme, which, not only would take care of the construction cost but also would evolve a mechanism for operation and maintenance. Accordingly, the financial aspects of the project were also analyzed, which indicated that it is financially feasible and sustainable if the proposed river training w

18、orks are implemented.F 1DHI CHINAPreliminary cost estimates and financial evaluation indicated a healthy return on the investments, which was attractive even for the private entrepreneurs to consider investing.This paper presents an application of a numerical m ling system to find a solution to a co

19、mplex real life river control problem. Detailed hydraulic analysis supported by the numerical m s carried out in conjunction with economic analysis enabled in an informed decision making in full consultation with the stakeholders.F 2DHI CHINAMIKE21 張一馳明中國地理科學(xué)與北京 塔里木河流域治理對于實(shí)現(xiàn)和可持續(xù)發(fā)展，恢復(fù)南疆綠色走廊的生機(jī)，具有十分重要

20、的意義。進(jìn)行洪水二維水動力學(xué)模擬是了解塔河洪水演進(jìn)過程的有效途徑，可為制定沿 途用水策略提供依據(jù)。與內(nèi)地其他河流相比，1）夏季河水會漫出常規(guī)河道，在兩側(cè)堤防內(nèi)漫流 而下；2）河流蜿蜒曲折而沿途測站稀少。因此，模型所需的地形和初始水位需要進(jìn)行專門處理獲得。對于地形資料，研究了以實(shí)測河道橫斷面插值為二維地形，并與河灘 DEM 鑲嵌的。對于初始水位問題，由于提供邊界條件的測站相距過遠(yuǎn)和河道彎曲嚴(yán)重，研究了基于河流跟蹤的自動水位設(shè)置。 MIKE21, 地形, 初始水位THE INPUT DATA MANAGEMENT IN FLOOD EVOLUTION SIMULATION OF TARIM RIV

21、ERZhang Yichi, Cheng Weiming, Wu YiInstitute of Geographic Sciences and Natural Resources Research, CASAbstract: The Tarim river basin treatment is very important for the sustainable development of society and economy of the Xinjiang Uygur Autonomous Region and ecology recovery. Two dimension hydrod

22、ynamic simulation is the best way to understand the flood evolution process and can provide reference for water usagearrangement. Comparing with other river, 1) the water of the Tarim river will overflow the wholeregion between dike not only the regular channel; 2) The river wanders so long with few

23、 hydrological stations. For these reasons, the bathymetry and initial water level should be dealt with specially. For the bathymetry, amethod enchasing DEM in floodplain with bathymetry in river channel obtained by interpolating measured cross section data was adopted. For the hydrological stations

24、providing boundary conditions have a long distance and the river wanders severely, the initial water level was automatically set with a based on the current tracing.Keyword: MIKE21, bathymetry, initial, waterlevelF3DHI CHINA GIS 錢靜張 一馳·中國與地理 干旱區(qū)由于特殊的地理環(huán)境，天然河道大多途經(jīng)地廣人稀的地域，美麗珍稀的河谷林與天然調(diào)蓄功能的濕地群落的維持主

25、要依賴天然河道的洪水期漫溢，新建上游的調(diào)節(jié)水庫后，改變了天然來水過程，只有依靠人工放水來模擬洪水期洪水，以達(dá)到維持中下游的河谷林及濕地的 環(huán)境，在少有監(jiān)測體系的條件下，如何確定下泄洪水流量及放水的持續(xù)時間？如何準(zhǔn)確評價人工洪水對植被的影響程度與范圍？傳統(tǒng)水文與水利學(xué)都很難進(jìn)行準(zhǔn)確的評價，本文的洪水期人工洪水淹沒分析采用天然河道的一維水動學(xué)模型與 GIS 分析相結(jié)合的進(jìn)行分析與模擬。利用1：1 萬、1：5 萬 DEM 結(jié)合MIKE 11一維水力學(xué)模型及 GIS 分析軟件進(jìn)行河道和洪水漫溢模影響。擬，較理想定量分析評價了人工洪水的THE MANUAL-FLOOD SIMULATION BASED

26、ON ONE-DIMENSIONAL HYDRODYNAMIC MCOMBINED WITH GISANALYSISQian jing, Chen Xi, Bao an ming, Zhang YichiXinjiang Institute of Ecology and Geography, CAS, Urumqi 830011, ChinaAbstract: For the special geographical environment in arid area, the natural channels commonly flow through the broad areas with

27、 sparse population and the ecological balance maintenance of the rare wood in the river valley and the wetland commu with natural regulation function depends on the overflow in natural channel during flood period. After an upriver regulated reservoir was built, the natural incoming flow process was

28、changed and the manual flood is the only way to sustain the woods in river valley and wetlands at middle and down stream. But with scarce monitoring system, how to determine the capacity and duration of manual flood and how to accurately evaluate the extent and scope of manual floods impact on plant

29、s? For traditional hydrology and hydraulics can not provide exact evaluation, this paper proposes a methodology to analyze and simulate manual flood, which integrates Geographic Information Systems (GIS) and one dimensional hydrodynamic m . With MIKE 11 m , the Digital Terrain M (DEM) data of 1:10,0

30、00 and 1:50,000 and GIS software, a better quantitative evaluation of manual floods impact on ecology is obtained based on flood overflow simulation.F 4DHI CHINA 孫浙江省水利河口，中國杭州 港是錢塘江南源上游的一條山溪性河流，從南向北貫穿市城區(qū)，為市境內(nèi)的主要河流。隨著市的進(jìn)一步發(fā)展，市將開拓位港的新城區(qū)，由此提出新城區(qū)防洪的要求。本文首次利用一維非恒定流水動力模擬系統(tǒng) MIKE11 建立了港這類山溪性河流的水動力模型，模型率定結(jié)果表

31、明：模擬洪水位及整個洪水過程結(jié)果吻合較好，所建立的模型可以反映港遭遇洪水時，沿岸洪水位變化的過程。利用所建立的水動力模型，在港遭遇 50 年一遇的洪水條件下，采取水庫調(diào)洪、河道切灘、河道疏浚措施，計(jì)算新城區(qū)洪水位。為市新城區(qū)防洪中的防洪工程設(shè)計(jì)提供科學(xué)依據(jù)。 防洪, 洪水位Abstract: Jiangshan River is a mountain river, being upstream along south source of Qiantang River. It is an important river of Jiangshan city through which it run

32、s from south to north. With the development of economy in Jiangshan city, the new zone will be exploited in the future so that the flood control planning of new zone meets the demand. With Mike11, the 1 D unsteady hydrodynamic m ing of Jiangshan River is built in this paper. It is the first time tha

33、t hydrodynamic m ing of the mountain river is built by Mike11.The calibrated results show that the flood water level and the process of flood make good agreement with field data. The m ing can reflect the change of flood level along Jiangshan River when flood happens. In the condition of flood encou

34、ntering once in fifty years, it figures out the flood lever by the m ing in the new zone when water reservoir regulation, flood plain cut, river dredging are carried out. It provides scientific reference for the design of flood control engineering in the flood control planning in the new zone of Jia

35、ngshan City.Keywords: flood, control, flood level1 市雙溪口鄉(xiāng)的蘇州嶺（海拔 1171m），從南向港是錢塘江南源上游的一條支流，發(fā)源港為典型的雨源型山溪性河流，流域面積 1970km2，其中市境內(nèi)流北貫穿市城區(qū)。域面積 1704 km2，主流長 105km；市新城區(qū)（上余組團(tuán)）位市老城區(qū)東余鎮(zhèn)，路橋之間，毗鄰衢江區(qū)（如圖 1）。其所在的港干流長度在港、雙塔底以下至約 11.16km，面積約 42.51km2。在歷史上港洪災(zāi)頻繁，造成市新城區(qū)內(nèi)澇災(zāi)害與損失的主要有：港源短流急，上游山高坡陡、峰巒疊嶂；所在流域是浙江省降水量、年徑流量高值區(qū)；新城區(qū)

36、所在的洪能力差。港河道狹窄，阻水嚴(yán)重，多急彎，深泓線交替頻繁，物的過2 市新城區(qū)，城市防洪標(biāo)準(zhǔn)宜與老城區(qū)一致，確定防洪標(biāo)準(zhǔn)為 50 年一遇，城區(qū)排澇標(biāo)準(zhǔn)為20年一遇最大 24 小時暴雨 24 小時排出，不受淹?，F(xiàn)狀水平年為 2003 年，近期水平年為 2010 年， 遠(yuǎn)期水平年為 2020 年。3 流域研究范圍內(nèi)水文測站有、峽口、雙塔底、衢州水文站；流域內(nèi)有雙溪口、嶺頭、巖坑口、 量站。、東坑、峽口、雙塔底、保安、長臺、塘源口、壇石、前河、招賢、衢縣、黃壇口雨 采用的水文基本資料均摘自水文總站頒布的水文年鑒及有關(guān)水文站實(shí)測數(shù)據(jù)，可靠性與精度能滿足設(shè)計(jì)要求。各水文站 50 年一遇的洪水成果如表

37、1 所示。50 年一遇設(shè)計(jì)洪水的地區(qū)組成采用同頻率組成法，經(jīng)組合分析采用最不利的洪水組合。分析結(jié)果表明，對新城區(qū)防洪不利的洪水組合為：與碗窯水庫發(fā)生相應(yīng)洪水，其他區(qū)間與城區(qū)發(fā)生同頻率洪水。峽口、雙塔底、衢州站斷面的設(shè)計(jì)洪水由相關(guān)的得到，其它斷面區(qū)域的設(shè)計(jì)洪水由地區(qū)綜合法求得，區(qū)間相應(yīng)洪水的洪量由上下斷面同頻率洪量相減求得，成果如 表 2 所示。F 5DHI CHINA 1 注：本表為天然洪水成果 2 1 F 6DHI CHINA衢州市常山縣縣衢州市衢山常州市江市西遂昌省縣省 福建分區(qū)號斷面名面積洪峰流量(m3/s)一日洪量(萬m3)三日洪量(萬m3)1峽口399.517816110103632

38、693.423679597173753清湖11763138桑淤1453.73514雙塔底15613645雙港口1970413322033451667衢州542410300141000項(xiàng)目峽口雙塔底衢州洪 峰流量一 日洪量三 日洪量洪 峰流量一 日洪量三 日洪量洪 峰流量一 日洪量三 日洪量洪 峰流量一 日洪量三 日洪量平均587222139037362680498216208412169984370/610002%15795.75889917816110103633645183383654610300/141004. 4.1 本計(jì)算使用 Mike11 計(jì)算軟件建立了港水流模型，一維非恒定方程組

39、如下：（1）¶Z + 1 ¶Q = q¶tB ¶x¶Q + 2m ¶Q + Ag ¶Z = m 2 ¶A - g+ qi (m - m0 )（2）¶xC 2 R¶x¶x¶x式中: Z（x,t） 斷面平均水位(m)；Q（x,t） 斷面流量（m3/s）；A（x，t）斷面面積（m2）；u(x，t) Cqi斷面平均流速(m/s)； 系數(shù)；河長上的支流流量。定解條件水流的初值與邊界值。水流初始條件：t=0，Z(x,t)=Z(x,0)；Q(x,t)=Q(x,0)。邊界條件：當(dāng) x=0 時

40、，Z(x,t)=Z(0,t)；當(dāng) x=L 時，Z(x,t)=Z(L,t)。Mike11 計(jì)算軟件具有算法可靠、計(jì)算穩(wěn)定、界面友好、前后處理方便、水工物調(diào)節(jié)功能強(qiáng)大等突出優(yōu)點(diǎn)。對河道溢流區(qū)由于流速減少沿河淤積形成的自然堤在洪水作用下破堤，導(dǎo)致洪水漫灘形成了平原，起到調(diào)蓄洪作用，這種情況也可在其中實(shí)現(xiàn)。計(jì)算中考慮港的堰壩等阻水物；邊界考慮流域暴雨徑流的影響。4.2 為了能更準(zhǔn)確地研究港城市段河段的洪水位,充分利用現(xiàn)有的實(shí)測資料,河道洪水計(jì)算范圍為峽口水庫峽口航運(yùn)站到衢州水文站的港干流和部分衢江河段。計(jì)算的上邊界條件取峽口水庫港上下邊界之間全長 86.187km,計(jì)峽口流量過程線，下邊界由衢州水文站

41、洪水過程線確定。算斷面 133 個,斷面平均間距 648m，有蓄洪區(qū)的河段斷面在模型中實(shí)現(xiàn)，其中、三十二都溪、棠坂溪、洋橋溪、橫渡溪、長臺溪、達(dá)河溪、豐足溪、青陽殿溪、常山港以旁側(cè)入流的形式確定,以及其形成的區(qū)間匯流流入港,共十九個邊界。計(jì)算中涉及到的堰壩按照寬頂堰處理,計(jì)算時根據(jù)河床高程確定其堰底高程,堰長,堰高,考慮合適的淹沒系數(shù)、側(cè)收縮系 數(shù)、流量系數(shù)用于計(jì)算。4.3 為了使洪水演進(jìn)計(jì)算能較好地模擬流域的洪水，使計(jì)算模型符合流域?qū)嶋H，采用實(shí)況洪水進(jìn)行驗(yàn) 證。通過驗(yàn)證計(jì)算，檢查水文分析成果是否符合實(shí)際，河道概化是否切實(shí)反映流域特性，檢查采1997年發(fā)生的“970709”洪水是港流用的計(jì)算斷

42、面是否具有代表性，計(jì)算參數(shù)是否合理。因域近幾年中較大的洪水，所以選擇 1997 年發(fā)生的“970709”洪水作為洪水計(jì)算模型的驗(yàn)證洪水。該場洪水在雙塔底有實(shí)測的水位，流量資料。驗(yàn)證成果如表 3 和圖 3、圖 4。 3 “ 19970709” 從洪水驗(yàn)證的成果表來看，雙塔底的洪峰流量計(jì)算值比實(shí)測值小 15m3/s,水位低 0.09m。計(jì)算值與實(shí)測值吻合較好，而且流量，水位過程線基本吻合。因此所建立的計(jì)算模型符合流域洪水演進(jìn)的特性，所選用的計(jì)算斷面具有代表性，可用于本次防洪各方案的洪水演進(jìn)計(jì)算。F 7DHI CHINA地點(diǎn)計(jì)算實(shí)測差值水位(m)流量(m3/s)水位(m)流量(m3/s)水位(m)流

43、量(m3/s)雙塔底87.17216587.2621800.0915 2 87.58786.58685.58584.5841997-7-8 12:001997-7-9 12:001997-7-10 12:00 1997-7-11 12:00 1997-7-12 12:00 3“ 19970709” 250020001500100050001997-7-8 12:001997-7-9 12:001997-7-10 12:00 1997-7-11 12:00 1997-7-12 12:00 4“ 19970709” 5.5.1根據(jù) 港流域洪水特性及洪災(zāi)成因，防洪工程措施以“上蓄、下泄”為主?！吧闲?/p>

44、”指增設(shè)碗窯水水庫，“下泄”指堤防建設(shè)以及河道清淤疏浚。庫的防洪庫容及新建F 8DHI CHINA計(jì)算實(shí)測實(shí)測計(jì)算衢州常 山 港0510km雙港口 江雙塔底山清湖 桑淤港峽口旁側(cè)入流控制斷面水庫 50 年一遇防洪庫容 4140 萬 m3，碗窯水庫 50 年一遇防洪庫容增上游防洪水庫的至 3030 萬 m3。河道切灘疏浚在清湖大橋大橋河道左側(cè)切灘 10110m，切灘深度 1.56.5m，右岸桑淤段切灘 1036m 建護(hù)坡，河床疏浚大橋人工湖堰河段右岸切灘；城北大切灘 070m：范圍港現(xiàn)狀河道寬度 56210m，根據(jù)港流域規(guī)堤距不得小于 200m，河道必須切灘拓寬。在河道現(xiàn)狀驗(yàn)證的基礎(chǔ)上，對規(guī)橋雙

45、塔底河道劃要求，港劃方案的工程效果進(jìn)行設(shè)置如表 4。和技術(shù)比較，確定工程方案與工程規(guī)模，以提高城市防洪能力。方案 4 5.2 5 各方案洪水位計(jì)算結(jié)果908886848280787674斷面編號 5 F9DHI CHINA洪水位(m)J60 J59 J57 J55 J53 J52-1 J50 J49 J47 J46 J44 J42 J40 J38 J37天然狀況方案一方案二方案三方案四斷面地點(diǎn)天然狀況方案一方案二方案三J60雙塔底88.6988.0087.5887.56J59石88.2287.5886.8886.83J5787.1086.5385.3985.23J55埠85.9885.5384

46、.6584.35J53橋上85.4284.6084.1483.69J52 1大溪灘大橋85.1584.5783.9483.50J50起點(diǎn)84.4183.9383.3282.91J49上堂屋83.5882.9482.6182.21J47渡船頭上游 350m82.5581.9581.4681.12J46路橋82.1981.6580.4080.15J44和平堰81.3681.0479.9579.79J42現(xiàn)鐵路橋81.2880.8479.7679.66J40路頭溪出口80.2479.6679.4579.43J38溪頭山79.7079.1179.0479.04J37后溪79.3278.9378.947

47、8.94方案工況方案一、碗窯水庫調(diào)洪方案二在方案一的基礎(chǔ)上切灘，共切灘 5 處方案三在方案二的基礎(chǔ)上疏浚：斷面J52J42 河道之間疏浚 0.5m方案四在方案二的基礎(chǔ)上疏浚斷面J52J42 河道之間疏浚 1.0m表 5 為各方案的計(jì)算結(jié)果。兩座水庫同時調(diào)洪，雙塔底以上老城區(qū)按城市防洪完成標(biāo)準(zhǔn)堤防建設(shè)和河道整治，是新城區(qū)（上余組團(tuán)）防洪的基本前提條件。經(jīng)計(jì)算，方案一計(jì)算結(jié)果表明：水庫調(diào)，新城區(qū)段 50 年一遇設(shè)計(jì)洪水位下降 0.330.83m，效果顯著。切灘實(shí)施后，規(guī)劃城區(qū)段設(shè)計(jì)洪水位降低效果非常明顯，水位下降了 0.071.14m。疏浚河道后中方案三和方案四，雖然疏浚深度不同，結(jié)果表明：疏浚

48、0.5m，沿程下降的水位在 0.030.45m，疏浚 1m 后， 沿程下降的水位在 0.030.89m，雖然疏浚深度不同，但效果還是比較明顯的。圖 5 表明各方案實(shí)施后新城區(qū)沿程斷面水位變化情況，很明顯，效果最好的是方案四，其次是方案三，然后是方 案二、最后是方案一。6. 本文利用一維非恒定流水動力模擬系統(tǒng) MIKE11 建立了港這類山溪性河流的水動力模型，重50點(diǎn)模擬港在遭遇年一遇洪水時，分析市新城區(qū)所在港干流沿程洪水位的變化，通過各種方案的對比，表明新城區(qū)在港上游水庫調(diào)節(jié)、河道切灘及疏浚工程措施下，新城區(qū)沿程洪水位降低效果最為明顯，可以為市新城區(qū)防洪堤的建設(shè)提供依據(jù)。 1., 盧士強(qiáng), 林

49、衛(wèi)青, 蘇州干流防洪水位的數(shù)值計(jì)算J 河海大學(xué)學(xué)報(bào)( 自然科學(xué)版),Vol.134,No.2,2006（3）:148-151.2.3.,楊廣豐,遼中城市防洪設(shè)計(jì)中的洪水計(jì)算J,東北水利水電,Vol.24, No, 2006(2),7-8.以,沂洪水特性及防洪對策J,防汛與抗旱,2006(3),16-17.F 10DHI CHINA 1 121. 交通部水運(yùn)工程科學(xué)大學(xué)水與水電工程科學(xué) 采用一般曲線坐標(biāo)系下的平面二維數(shù)學(xué)模型對涉河輸電線塔工程的防洪影響進(jìn)行模擬研 究。與正交曲線變換相比，一般曲線變換不受計(jì)算網(wǎng)格必須嚴(yán)格正交的限制，網(wǎng)格生成較靈活。工程概化采用局部地形和局部糙率相結(jié)合的，真實(shí)地反映

50、了工程對河道水流的影響。通過對工程修建前后流態(tài)、流速、水位等數(shù)值模擬結(jié)果的比較，系統(tǒng)分析工程對沮漳河河 勢、行洪安全、堤防安全、防洪通道的暢通等方面的影響，為工程的設(shè)計(jì)施工提供技術(shù)支持。 輸電線塔, 防洪, 一般曲線坐標(biāo), 平面二維FLOOD-CONTROL ANALYSIS ON PILLAR BASE OF TRANSMISSION LINES AND COMPARISON RESEAR CH ON ITS NUMERICAL SIMULATIONFENG Xiao-xiang1 LI Jian-bing1 ZHANG Xiao-feng21 Tianjin Research Instit

51、ute of Water Transport Engineering; Tianjin; China2 State Key Laboratory of Water Resources and Hydropower Engineering Science; Wuhan UniversityAbstract: Using the plane 2 D mathematical min generalized curvilinear coordinate, influence on floodcontrol of pillar base of transmission lines is studied

52、. Compared with orthogonal curvilinear transformation,teralized curve grid is not limited to orthogonal and its generation is very convenient. And topicallandform and roughness modification is adopted for project generalization. By comparing the flow pattern,velocity and water level with and without

53、 the project, it is analyzed systematically on river regime of the Juzhang River, safety of discharging flood and embankment, and straightness of flood control road. The simulation results can have a good referrence for design and construction of the project.Key words: pillar base of transmission lines, flood control