东风节制闸设计说明书含图纸

1、水闸毕业设计任务书 1东风节制闸设计原始数据 2设计总说明 4第一章水闸枢纽布置 121.1 总体布置121.1.1 水闸位置时应考虑的几个因素 131.2 结构布置131.2.1 闸室的结构布置 131.2.2 两岸连接布置 141.2.3 防渗排水布置 141.2.4 消能防冲布置 15第二章水闸的水力计算 162.1 闸孔设计162.1.1 上下游水位的确定 162.1.2 闸孔尺寸设计 182.1.3 堰型选择 192.1.4 闸墩厚度的选择 202.1.5 水闸泄流能力校核 202.2 消能防冲设计212.2.1 节制闸泄流特点： 212.2.2 消能设计条件 212.2.3 水闸的

2、消能方式 222.2.4 消力池设计 232.2.5 海漫设计 282.2.6 防冲槽设计 302.3 防渗排水设计312.3.1 防渗设施布置 312.3.2 闸基防渗长度校核 342.3.3 排水设施的设计 37第三章 闸室及地基的抗滑稳定计算 383.1 闸室轮廓尺寸的确定383.1.1 闸顶高程与闸门高度 383.1.2 底板形式及尺寸 393.1.3 闸墩 403.1.4 启闭设备 413.1.5 工作桥 423.1.6 交通桥 433.1.7 各部分重量计算 433.1.8 分逢与止水 443.2 闸室稳定计算443.2.1 作用于闸室上的荷载和组合 453.2.2 闸室基底应力、

3、抗倾及抗滑稳定验算 473.2.3 闸基深层滑动及地基沉降量计算 52第四章平面钢闸门设计 534.1 平面钢闸门的结构形式及布置4.1.1 闸门尺寸的确定4.1.2 主梁的形式4.1.3 主梁的布置4.1.4 梁格的布置和形式.4.1.5 联结系的布置和形式4.1.6 边梁与行走支承535454545555554.2 面板设计554.2.1 估算面板厚度 554.2.2 面板与梁格的连接计算 574.3 水平次梁、顶梁和底梁的设计574.3.1 荷载与力计算 574.3.2 截面选择 594.3.3 水平次梁的强度验算 604.3.4 水平次梁的挠度验算 604.3.5 顶梁和底梁 614.

4、4 主梁的设计614.4.1 设计资料 614.4.2 截面选择 614.4.3 截面改变 644.4.4 翼缘焊缝644.4.5 腹板的加劲肋和局部稳定验算 644.4.6 面板局部弯曲与主梁整体弯曲的折算应力验算 644.5 横隔板设计654.5.1 荷载和力计算 654.5.2 横隔板截面选择和强度计算 654.6 纵向联结系设计664.6.1 荷载和力计算 664.6.2 斜杆截面计算 674.7 边梁设计674.7.1 荷载和力计算 684.7.2 边梁的强度验算 684.8 行走支承设计694.8.1 . 胶木滑块尺寸确定 69704.8.2 确定轨道底板的宽度4.8.3 确定轨道

5、底板厚度 704.9 . 闸门启闭力与吊座计算704.9.1 启门力计算 704.10 . 导向装置设计714.10.1 止水 714.11 闸门启闭力与吊座计算724.11.1 吊轴和吊耳板验算 72第五章 翼墙的结构设计 745.1 翼墙的结构设计745.1.1 上游翼墙的结构设计 745.1.2 岸墙的结构设计 775.1.3 下游翼墙的结构设计 785.1.4 上游翼墙的防渗设施及下游翼墙的排水设施设计 795.1.5 翼墙防渗和排水的布置 795.1.6 止水的结构形式和排水设备的构造 80水闸毕业设计任务书1 毕业设计的目的和要求毕业设计是专业教学工作中的重要环节之一，通过设计实践

6、力求达到如下目的与要求：巩固、加深、扩大所学的基本理论和专业知识，并使其进一步系统化。1 培养学生运用所学知识解决实际工程技术问题的能力，要求掌握设计原则、设计方法和步骤。2 培养学生独立思考、独立工作的能力。通过毕业设计加强计算、绘图、编写设计文件、使用规等方面的能力。2 毕业设计容1 根据基本数据及水闸枢纽的使用要求，确定水闸的枢纽布置及组成结构的型式与尺寸。2 针对水闸枢纽，进行水力计算、防渗设计和稳定计算。对组成水闸的各构件进行结构计算及配筋设计。3 平面钢闸门设计。3 设计成果完成设计说明书及计算书各一份，工程设计图纸4。1 总体布置平面图， （绘于地形图上）；2 纵向剖面图与平面布

7、置图；3 水闸上、下游立视和主要细部大样图；4 平面钢闸门上、下游立视、侧视及俯视图（包括门槽及埋件、轨道、止水、止水座、护角），材料表（将门叶构件依次编号逐项填入表中，包括名称、形状、规格、数量），说明。东风节制闸设计原始数据1 设计概况东风水闸位于我国北方A河右岸河畔上的一座中型节制水闸，其功用为拦蓄部分洪水，以补充地下水及解决农业灌溉用水。2 工程简况1 闸址位置：A河为一古老河道，弯弯曲曲，河道呈 S弯状；选S弯的两个凸岸为闸址较为适当，优点是地域开阔，工程布置在自然土基上，施工导流与主体工程施工无干扰，闸址基本在河道中心线上。其缺陷为上、下游连接段较长，工程量较大。2 工程规模：该水

8、利工程按5 年一遇洪水设计，20 年一遇洪水校核，引渠边坡m=2纵坡i=1/4000,渠底高程46.8米，设计流量Q设=129.4立方 米/秒。校核流量Q校二237立方米/秒，最高设计蓄水位51.6米，一 次蓄水量50 万立方米，灌溉农田面积3.5 万亩。3 地形情况闸区西部位于丘陵地区，西高东低，地面坡度为1/4001/1000,东部为冲积平原，地势较平坦，地面坡度为 1/25001/4000。4 工程地质情况在闸址围钻孔5 个，孔深20米，总进尺100.9 米，取原状样5个，散状样24 个，标准贯入试验56个，作以上土样的物理力学试验及击实实验各一组。试验表明：闸基处土层为河湖相沉积物，N

9、63. 5=11, 地质自上而下划分为五个工程地质单元。第 I 单元， 表层为耕植壤土，厚1.0 米，可塑。其下为壤土、黏土及砂壤土 , 总厚 3.54.8 米，底板标高在46.947.3 米之间。第 II 单元 , 自上而下为淤泥质壤土、砂壤土、裂隙粘土，总厚度3.44.0米 , 底板高程在43.0643.08 米，分布连续稳定。第 III 单元 , 岩性主要为淤泥质壤土, 总厚 2.54.2 米，底版高程在39.340.3 米 , 土质均匀, 可塑 . 有自然孔洞, 中高压缩性, 顶部有零星分布的砂壤土 , 底部局部分布有黏土。第 IV 单元 , 岩性主要为砂壤土, 夹薄层壤土, 还有零星

10、分布的细砂层, 总厚度3.84.8 米 , 底板高程35.636.8 米。第V单元，岩性主要为裂隙黏土和裂隙壤土 ，顶高程35.636.8米，分布稳定,局部夹薄层粉砂。闸底板高程与河床齐平在46.8 米处 , 相当于第II 工程地质单元顶部, 持力层影响围的第II、III、IV、V单元土的压缩性不均，一般土层为中偏低压缩性， 建筑物主要持力层地基土为软塑的淤泥质壤土及连续分布的裂隙土。勘探围 , 地下水初见水位埋深3.54.3 米， 有微弱承压性, 施工时注意预降地下水位 , 防止 II,III 单元土层破坏。五 . 水文气象由水文分析, 东风闸以上流域面积877.7km2, 其区 471.3

11、 km2, 平原406.4 km2,年径流量95%年份有317 万立方米, 扣除60%沿途水量损失及0.7 的不均匀系数,还有 88.8 万立方米, 满足本闸一年一次蓄水量, 保证灌溉效益。该区平均气温12 度 , 年平均降雨量571 毫米 , 最大降雨量1510 毫米 , 最小降雨量 129.5 毫米,70%集中在7、 8、 9三个月 , 多年平均蒸发量931 毫米 , 该区风速一般在 4m/s, 最大风速13m/s, 吹程 150 m, 无霜期平均220天。六 交通情况闸本身无专门交通要求, 考虑农田耕作及水闸自身施工运行要求设人行便桥。七 设计数据地基土壤物理力学性质及力学指标流限WT=

12、25.6%塑限WP=17.2%塑性系数I P=8地基压缩模量E =90 Kg/cm2含水量W=31.3%孔隙比e=0.73地基承载力（r=15T/mi闸底板与地基土摩擦系数f=0.35上下游引渠糙率n =0.0i5引渠边坡系数（ 上 , 下游 ） m=i钢筋混凝土容重r=i.5T/m3渗透系数KT=1.1x10-6 m/s凝聚力 （ 室值 ） C=iT/mi摩擦角（室值）0 =16 °湿容重 r 湿 =1.75T/m 3饱和容重r饱=1 .90T/m3干容重 r 干 =1.6T/m 3浮容重 r 浮 =1.0T/m3夯实回填土摩擦角0=25°引渠底宽（ 上 , 下游 ） b

13、=i8m混凝土容重r=2.4T/m3设计总说明水闸是灌排工程的主要建筑物之一，它是一种利用闸门进行挡水或泄水的低水头水工建筑物，既可控制流量又可调节水位。关闭闸门时，它可拦洪蓄水，挡潮或抬高闸前水位；开启闸门时，又可泄洪、排涝或对下游河道或渠道供水。 这 次我们主要设计修建在平原河道上的节制闸。节制闸一般跨越河道修建，用于枯水期蓄水，抬高水位以供进水闸取水，洪水期开闸泄洪。在渠系中一般位于支、斗渠分水口稍下游，跨越干、支渠修建，用于抬高干、支渠水位，供支、斗渠取水。本次设计主要分为以下六部分：1、分析资料及水闸枢纽布置已提供的资料是设计的基本依据，为使设计成果安全、适用、经济，首先应熟悉并分析

14、各种资料，如地形、 地质情况，各有关高程，特征水位及相应流量等，然后根据闸址地形、地质、水流等条件以及该枢纽中各建筑物的功能、特点、运用要求，确定枢纽布置，做到紧凑合理，协调美观，组成整体效益最大的有机联合体。2、水力计算主要包括闸孔设计、消能防冲设计、防渗排水设计。闸孔设计首先根据上面拟定的水闸型式及设计流量，确定闸孔净宽及适宜孔数。然后再验算初拟闸孔尺寸的过流量是否满足泄流要求。消能防冲设计为了消除水流过闸后的能量，设计了消力池、海漫和防冲槽。消力池：计算在设计蓄水位下，闸门在各种运行工况和不同开启高度时的泄流量，确定是否设消力池。若需设置则根据消能条件，计算消力池深、 长、底板厚度及所用

15、建筑材料。海漫：消力池能消除水流50%的能量，其余能量由海漫消除，根据水闸不同泄量的水力计算，布置海漫，确定长度及建筑材料。防冲槽： 计算海漫末端河床冲刷深度，设计计算防冲槽断面形状、尺寸、确定抛石量及护坡砌置深度。防渗排水设计首先拟定水闸地下轮廓线型式，初步计算所需长度，然后依次确定闸室底板、铺盖长度及材料，设计反滤层及排水孔位置，最后计算闸基渗透压力，绘制渗透压力分布图。3、闸室的布置设计及闸室稳定性计算闸室轮廓尺寸确定由水力条件及水闸功用，确定闸室总宽、闸顶高程、闸墩、闸门、底板的型式与尺寸，闸室上部结构的工作桥、交通桥、启闭设备的型式与尺寸。闸室稳定计算选取计算单元，计算作用于闸室的荷

16、载，并按计算条件进行组合。分别按完建期， 正常蓄水期，正常蓄水加特殊荷载组合三种工况进行闸室抗滑稳定性和地基承载力验算，并对地基应力分布状态及沉降差进行计算分析，判断水闸地基是否满足承载力、抗滑稳定和变形要求。闸基深层滑动及地基沉降量计算根据设计资料给出的土壤物理力学特性指标，验算在荷载作用下基础是否发生带动一部分地基土向下游深层滑动，并确定是否进行地基沉降量计算。4、两岸连接建筑物岸、翼墙的结构型式，布置及稳定性计算由闸室的结构尺寸及地基条件，确定岸、翼墙的平面布置型式，结构型式，断面尺寸。按完建期和正常蓄水期两种工况，对岸、翼墙的地基承载力，基底最大最小应力比值及基底面抗滑稳定进行计算。上

17、游翼墙的防渗设施及下游翼墙的排水设施设计。5、闸室结构计算闸墩应力分析将闸墩视为固接于底板上的悬臂梁，以闸墩和底板的结合面作为计算控制面， 分别按运用期（闸门关闭挡水）和检修期 （一孔检修其它孔过水）两种工况，计算中墩墩底水平截面垂直正应力、剪应力、 门槽应力、墩底水平截面侧向应力，并分析计算结果，进行配筋设计。底板应力分析以闸门为界，将底板分为上下两部分，分别在两部分中央垂直水流方向取单宽板条进行分析。按完建期和运用期两种工况，计算作用于板条上的荷载。包括底板自重，中、边墩及上部结构重，水重，扬压力及不平衡剪力并对其进行分配， 按弹性地基梁郭氏法查表计算，求得地基反力及计算板条各截面的力，分

18、析计算结果进行底板配筋设计。6、平面钢闸门设计门叶结构门叶结构布置：确定门叶结构所需的各种构件，数目及所在位置，梁格及联结系的型式、连接方式，行走支承及边梁的型式。面板设计：在充分发挥面板强度的前提下，设计一经济合理的面板厚度 并在主梁截面确定之后校核面板的局部弯曲与整体弯曲的折算应力强度。水平次梁、顶、底梁设计：均采用型钢。由各构件的力，选择各梁的截 面，并进行强度、刚度验算。主梁设计：确定主梁数目、位置、截面型式，断面尺寸，截面改变，翼 缘焊缝设计及主梁局部稳定验算。竖直次梁及横纵向联结系设计：确定其型式及位置，由力计算选择截面 尺寸及强度验算。边梁设计：由行走支承确定边梁结构型式，按构造

19、要求设计边梁，并对 其危险截面进行强度校核。行走支承设计：确定其结构型式、尺寸，并进行强度验算。导向装置设计：确定反、侧行走支承型式，位置及连接方式。止水、吊耳设计：确定止水型号及布置方式，由启门力设计，吊轴及吊 耳板尺寸并对吊耳板强度进行验算。门槽埋设构件确定门槽各轨道型式，断面尺寸，对主轨进行强度校核。确定止水座及门槽护角构件型式。闸门锁室装置设计。启闭机械选择计算启门力，确定启闭机类型、型号。计算闭门力，校核是否应采取工程措施降门。吊具设计：由启门力设计吊索。关键词：水闸；闸室；平面闸门；防渗排水；主梁Design the leaderThe sluice is irriated and

20、 arranged one of the main buildings among the project,it is a kind of low flood peak water conservancy project builing utilizing the gate to block water or sluice, can control the adjustable water level of the flow. While closing the gate, itcan blockthe big conservation storage, the tide of the she

21、lf or improving the water level in front of the floodgate, can release floodwater, drain flooded fields or supple water of the downstream river or the channel while opening the gate. We design the check gate built on plain and river mainly this time.The check gate generally crosses over the river to

22、 build, used in dry season conservation storage, redound water level for sluice fetch water, turn on floodgate release floodwater flood period. In canal is it prop up to lie in generally among the department, lateral canal divide into water mouth low reaches slightly, use for redounding the water le

23、vel of branch canal, for propping up, the lateral canal fetch waterThis design is divided into six following parts mainly:1.1 t is analysed that the materials and sluice pivot are fixed up.The materials that have already been offered are basic bases designed, in order to edable designing the achieve

24、ment safe, suitable, economy, should be familiar with and analyse various kinds of materials at first, for instance topographical, geological situation, each about high Cheng, characteristic water level and corresponding flow, ect, then according to floodgate location, topography, geology, rivers, e

25、tc, terms and every building of function, characteristic, use demanding to confirm the pivot is decorateds of the pivot this, accomplish the structure compactness, rational, coordinates, beautiful.2.Water conservancy is calculated:Including floodgate hole design, is it can is it wash the design, pre

26、vention of seepage drain off water and design to defend to disappear mainly. The hole is designed in the floodgate give design flow definitely confirm according to sluice form and materials that draft above floodgate hole clear width and suitable floodgate hole count at first, then checking computat

27、ions plan floodgate hole size pass flow satisfied with the requirement of releasing floodwater for the first time. Disappear and can defend and print designing for dispel water flow through energy of floodgate,is it disappear strength pool, sea overflow and defend and wash the trough to design. Disa

28、ppear in the strength pool calculate in design water storage level under the terms, gate turn on in various kinds of form, operating mode of operation and hole of floodgate, one pair of holes is turned on symmetrically, three holes open and different flow of letting out whileopening the height at th

29、e sametime,confirm whether to need to set up and subdueing the strength pool or not. If is it design to need, want according to condition of can disappearing,is it disappear depth, strength of pool to calculate, thickness of the length baseplate and construction material used. The sea overflowing di

30、sappear strength pool can dispel rivers 50% energy,other energy all over the place to dispel from sea,according to different letting out amount of the sluice,confirm long degree and construction material of sea. Defend and wash the trough calculate sea overflow end wash hole depth, is it wash trough

31、 section form and size to defend to design. The prevention of seepage drains off water and designs:Draft the underground outline line at first, confirm the length tentatively, then confirm the floodgate room baseplate, length of the bedding and material sequentially, design and strain layer and drai

32、n off water in the hole position instead, calculate the base osmotic pressureof the floodgate finally, draw the distribution map of the osmotic pressure.3 .The floodgate room is decorated and floodgate room stability is calculated: Confirm the size of the outline line of floodgate room confirmed the

33、 floodgate room is always wide by the water conservancy condition, floodgate high Cheng, floodgate mound, gate, pattern, size and floodgate room top structure job bridge, traffic bridge, open and close pattern andsize of the equipment of baseplate very. The floodgate room is calculated steadily choo

34、sing the unit of calculating, build one according to finishing, normal conservation storage one, normal conservation storage issue add special to is it make up three opeerating mode checking computations floodgate room resistslippery stability and ground bear the weight of strength checking computat

35、ions to load, distribute state and subside to ground stressdifference carry on computational analysis, judge sluice ground meet strength of bearing the weight of, is it slip steady and out of shape requirement to resist. The deep layer of floodgate room is slipped and the subsidingamount of ground i

36、s calculated according to design soilphysicscharacteristic index that materials provide, checking computations foundation is it drive someground soil slip to the low reaches to happen under loading function, confirm whether to carry on the subsiding amount of the ground to calculate or not.pattern,

37、wing of wall,terms, floodgate of room, pattern and size of section.modes of one and normal4 .Tow sides join building-bank,structure assign and the stability is calculated: By physical dimension and ground confirm bank, level, wing of wall assign the Building an two kinks of operating conservation st

38、orage according to finishing, the ground on other bank, wing wall bears the weight of strength, basis heavy minimumstress ratio count bottom surface of the base is it calculate to go on steadily to slip to resist most. Facilities of prevention of seepage in the wing wall of the upper reaches and pum

39、ping equipment on the downstream wing wall are designed.5 .The structure of floodgate room is calculated: Mound stress analysis of the floodgate:Regard as floodgate firm to connect cantilever beam at baseplate by mound, regard the combination surfaces of the mound of the floodgate and baseplate as a

40、nd calculate the chain of command,separately according to use issue (gate is it block water to shut off ) and overhaul issue two kinds of operating modes , mound vertical direct stress of horizontalsection, shearing stress, trough stress of the door, mound bottom level sectional side direction stres

41、s of mound bottom while calculating, analyse result of calculation, is it mix muscle design to go on. Stress analysis of the baseplate:Make gate as the boundry, divide baseplate into two part from head to foot, fetch single wide lath analyse in two part central vertical rivers direction separately.

42、Accord to finishing and building one and using the operating modeof an improved variety, calculate the load on function and lath. Including the baseplate conducts oneself with dignity,china, mound and top structure are heavy, raise pressure and uneven to cut strength and is it assign to go to it, Fr

43、ance check the watch calculates according to elastic ground roof beam guo, try to get ground and calculation lath each sectional internal force against strength, is it carry on baseplate mix muscle design to analyse.6 .The level gate is designed: Leaf structure of the door. The layout of the structu

44、re of leaf of the door:Confirm door leaf various kinds of component structure need, figure and position , GeLiang and pattern, way of connecting, connection of department, pattern of walking and supporting and roof beam. The panel is designed :On the premise of giving full play to the intensity of t

45、he panel, design one thickness of panel with rational economy. And check some and crooked intensity of conversion stress with crooked whole of the panel after the girder section is confirmed. Level roof beamonce, carrying, the botttom roof beamis designed: Adopt the section steel.By the internal for

46、ce of every component, choose the section of every roof beam, carry on intensity, rigidity checking computation. The girder is designed: Confirm girder figure, position, sectional form, the size of section, the section changes, wing reason welding seam design and some steady checking computations of

47、 girder. Vertical roof beam once and horizontal vertical connection department design:Confirm its pattern and position , is calculated andchosen sectional size and intensity checking computations by the internal force. The roof beamis designed:Is it confirm to support to walk roof beam structure pat

48、ern is according to construct requirement design roof beam, and carry on the intensity to check to its dangerous section. Walk and support designing: Confirm its structure pattern, size carry on intensity checking compitation. Lead the device to design: Confirm the inside out, side and walk and supp

49、ort the pattern, the position and way of connecting. Stagnant water, lifting lug are designed:Confirm the type of the stagnant water and assign the way, is opened door strength to design, hang the axle and board measurement of the lifting lug and carry on checking computations to the intensity of th

50、e lifting lug board. The door trough is buried the component underground. Confirm every track pattern of the door trough, the size of section, carry on the intensity to check to the main rail . Confirm stagnant water seat and door trough protect the horn component pattern. Lock the room device to de

51、sign in the gate. Open and room device to design in the gate. Calculate and open the strength of the door, comfirm the type of headstok gear, type. Calculate and close the strength of the door, should take the project measure to lower the door to check. The hoist is designed: Opened door strength an

52、d designed the sling.Key word: Sluice; floodgate room; level gate; prevention of seepage drainoff water and design to defend to disappear; girder第一章水闸枢纽布置1.1 总体布置本设计为节制闸，一般跨越河道修建，故又称为拦河闸。它是一种利用闸门进行挡水或泄水的低水头建筑物，既可控制流量又可调节水位。关闭闸门时，它可拦洪蓄水，挡潮或抬高闸前水位；开启闸门时，又可泄洪，排涝或对下游河道或渠道供水。这次我们主要设计修建在平原道上的节制闸。节制闸一般跨越河道

53、修建。用于枯水期蓄水，抬高水位以及供进水闸取水，洪水期开闸泄洪。在渠系中一般位于支、斗渠分水口稍下游，跨越干、支渠修建也称节制闸。用于抬高干、支渠水位，供支、斗渠取水。闸址一般应设置在河道直线段上。闸址处于上下游河道直线段长度均不短于5 10 倍水面宽度，且不宜小于300m。坝址选择是水闸规设计中的一项重要工作，闸址合适与否，不仅涉及到水闸建设的成败，并且关系到整个地区的经济发展，因此对闸址选择的工作应十分重视。水闸的类型较多，按其任务不同，可分为以下几类;<1> 进水闸 : 为了农田灌溉或其他水利事业的需要，进水闸往往建在河道，水库或湖泊的岸边，用于引水灌溉，发电或其他进水需要而

54、控制流量。<2>节制闸：由于农田灌溉，发电引水或改善航运要求，常需横快河道或渠道修建水闸，以控制闸前水位和过闸流量，这类水闸成为节制闸。河道上的节制闸也也称为拦河闸。在洪水时期，拦河闸还起排泄洪水作用。<3>挡潮闸：滨海地区的河流都受潮水影响，为了防止海水倒灌而抬高河水位，常在入海处河口附近修建水闸，即为挡潮闸。涨潮时关闸，防止海水倒灌；当河水位过高落潮期间开闸排水。挡潮闸的特点，是承受双渣向水头，而且闸门启闭频繁。<4>排水闸：为使低洼地区大的渍水通过排水渠排入江河或湖泊，常需在排水渠末端设置水闸，这当河道类水闸称为排水闸。排水闸除开闸排水外，在枯水季还可

55、向引水灌溉；洪水时可关闸挡水，防止外水倒灌，也可蓄水灌溉。特点是：是承受双向水头。<5>分洪闸：当河道遭遇洪水而对下游可能造成洪灾时，可将部分洪水泄入湖泊或洼地以消减洪峰。在分洪道首部需设置水闸，即为分洪闸。分洪闸常建于河道的一侧，用来将超过下游河道安全泄量的洪水泄入分洪区或分洪道。<6>冲沙闸（排沙闸）：冲沙闸（排沙闸）建在多泥沙的河流上。用于排除进水闸，节制闸或渠系中沉积的泥沙。此外，还有为排除冰块，漂浮物等而设置的排冰闸，排污闸等。1.1.1 水闸位置时应考虑的几个因素 地基条件是影响水闸总体布置的主要因素之一应尽可能选择土质密实，均匀。压缩性较小和承载能力较大的

56、良好地基。此外，由于闸基土质的抗冲能力直接影响单宽流量的选择和闸后消能防冲设备的设计，而地下水位的高低及承压水的有无对地基的稳定性和施工期的排水措施也有所影响，故在选择闸址时应考虑这些条件。 水流条件是另一主要因素闸的位置应使进闸和出闸水流平顺，防止上，下游产生有害的冲刷和淤积。 施工、管理条件也是闸址选择时要考虑的一个因素要求有足够宽广的施工场地， 并且尽可能使土方工程量最小。当水闸是整个枢纽的一个组成部分时，应就枢纽工程总体布置做方案比较，得出水闸最优位置，以达到技术上先进与经济上合理的要求。1.2 结构布置1.2.1 闸室的结构布置水闸一般由上有连接段，闸室， 下有连接段三部分组成。水闸的主体是闸室，