水利水電工程畢業(yè)設(shè)計(jì)---水閘設(shè)計(jì)

1、河北工程大學(xué)畢業(yè)設(shè)計(jì)（水利水電工程）第 1 頁 共 70 頁目錄東風(fēng)水閘設(shè)計(jì)原始數(shù)據(jù)東風(fēng)水閘設(shè)計(jì)原始數(shù)據(jù).3設(shè)計(jì)總說明設(shè)計(jì)總說明.5DESIGNDESIGN THETHE LEADERLEADER.7第一章第一章 水閘樞紐布置水閘樞紐布置.121.1 總體布置.121.1.1 水閘位置時(shí)應(yīng)考慮的幾個(gè)因素.121.2 結(jié)構(gòu)布置 .121.2.1 閘室的結(jié)構(gòu)布置.121.2.2 兩岸連接布置.131.2.3 防滲排水布置.141.2.4 消能防沖布置.14第二章第二章 水閘的水力計(jì)算水閘的水力計(jì)算.152.1 閘孔設(shè)計(jì).152.1.1 上下游水位的確定.152.1.2 閘孔尺寸設(shè)計(jì).172.1.3

2、 堰型選擇.182.1.4 閘墩厚度的選擇.182.1.5 水閘泄流能力校核.192.2 消能防沖設(shè)計(jì).192.2.1 節(jié)制閘泄流特點(diǎn)：.192.2.2 消能設(shè)計(jì)條件.202.2.3 水閘的消能方式.202.2.4 消力池設(shè)計(jì).212.2.5海漫設(shè)計(jì).252.2.6 防沖槽設(shè)計(jì).272.3防滲排水設(shè)計(jì).282.3.1防滲設(shè)施布置.292.3.2閘基防滲長度校核.312.3.3 排水設(shè)施的設(shè)計(jì).34第三章第三章 閘室及地基的抗滑穩(wěn)定計(jì)算閘室及地基的抗滑穩(wěn)定計(jì)算.363.1閘室輪廓尺寸的確定.363.1.1閘頂高程與閘門高度.36河北工程大學(xué)畢業(yè)設(shè)計(jì)（水利水電工程）第 2 頁 共 70 頁3.1.

3、2 底板形式及尺寸.373.1.3閘墩.383.1.4 啟閉設(shè)備.383.1.5 工作橋.403.1.6 交通橋.413.1.7 各部分重量計(jì)算.413.1.8 分逢與止水.423.2 閘室穩(wěn)定計(jì)算.423.2.1 作用于閘室上的荷載和組合.423.2.2 閘室基底應(yīng)力、抗傾及抗滑穩(wěn)定驗(yàn)算.443.2.3 閘基深層滑動(dòng)及地基沉降量計(jì)算.48第四章第四章 工作橋結(jié)構(gòu)設(shè)計(jì)工作橋結(jié)構(gòu)設(shè)計(jì).504.1 設(shè)計(jì)題目.504.2 設(shè)計(jì)資料.504.3 結(jié)構(gòu)布置.504.4 上部結(jié)構(gòu)配筋圖計(jì)算.514.4.1 懸臂板.514.4.2 活動(dòng)鋪板.534.4.3 橫梁.544.4.4 縱梁.564.5 支架的計(jì)算

4、與配筋.584.5.1 橫向計(jì)算.594.2.2 縱向計(jì)算.62參考文獻(xiàn)參考文獻(xiàn).66謝辭謝辭.67河北工程大學(xué)畢業(yè)設(shè)計(jì)（水利水電工程）第 3 頁 共 70 頁東風(fēng)水閘設(shè)計(jì)原始數(shù)據(jù)東風(fēng)水閘設(shè)計(jì)原始數(shù)據(jù)一一設(shè)計(jì)概況設(shè)計(jì)概況東風(fēng)水閘位于我國北方 A 河右岸河畔上的一座中型節(jié)制水閘，其功用為攔蓄部分洪水，以補(bǔ)充地下水及解決農(nóng)業(yè)灌溉用水。二二工程簡況工程簡況1閘址位置：A 河為一古老河道，彎彎曲曲，河道呈 S 彎狀；選 S 彎的兩個(gè)凸岸為閘址較為適當(dāng)，優(yōu)點(diǎn)是地域開闊，工程布置在自然土基上，施工導(dǎo)流與主體工程施工無干擾，閘址基本在河道中心線上。其缺陷為上、下游連接段較長，工程量較大。2工程規(guī)模：該水利工

5、程按 5 年一遇洪水設(shè)計(jì)，20 年一遇洪水校核，引渠邊坡 m=2，縱坡 i=1/4000,渠底高程 46.8 米，設(shè)計(jì)流量 Q設(shè)129.4 立方米秒。校核流量 Q校=237 立方米/秒，最高設(shè)計(jì)蓄水位 51.6 米，一次蓄水量 50 萬立方米，灌溉農(nóng)田面積 3.5 萬畝。三三地形情況地形情況閘區(qū)西部位于丘陵地區(qū)，西高東低，地面坡度為 140011000，東部為沖積平原，地勢較平坦，地面坡度為 1250014000。四四工程地質(zhì)情況工程地質(zhì)情況在閘址范圍內(nèi)鉆孔 5 個(gè)，孔深 20 米，總進(jìn)尺 100.9 米，取原狀樣 5 個(gè)，散狀樣 24 個(gè)，標(biāo)準(zhǔn)貫入試驗(yàn) 56 個(gè)，作以上土樣的物理力學(xué)試驗(yàn)及擊

6、實(shí)實(shí)驗(yàn)各一組。試驗(yàn)表明：閘基處土層為河湖相沉積物，N63. 5=11,地質(zhì)自上而下劃分為五個(gè)工程地質(zhì)單元。第 I 單元，表層為耕植壤土，厚 1.0 米，可塑。其下為壤土、黏土及砂壤土,總厚 3.54.8 米，底板標(biāo)高在 46.947.3 米之間。第 II 單元,自上而下為淤泥質(zhì)壤土、砂壤土、裂隙粘土，總厚度 3.44.0 米,底板高程在 43.0643.08 米，分布連續(xù)穩(wěn)定。第 III 單元, 巖性主要為淤泥質(zhì)壤土,總厚 2.54.2 米，底版高程在 39.340.3米,土質(zhì)均勻,可塑.有自然孔洞,中高壓縮性,頂部有零星分布的砂壤土,底部局部分布有黏土。第 IV 單元,巖性主要為砂壤土,夾薄

7、層壤土,還有零星分布的細(xì)砂層,總厚度河北工程大學(xué)畢業(yè)設(shè)計(jì)（水利水電工程）第 4 頁 共 70 頁3.84.8 米,底板高程 35.636.8 米。第 V 單元, 巖性主要為裂隙黏土和裂隙壤土,頂高程 35.636.8 米,分布穩(wěn)定,局部夾薄層粉砂。閘底板高程與河床齊平在 46.8 米處,相當(dāng)于第 II 工程地質(zhì)單元頂部,持力層影響范圍內(nèi)的第 II、III、IV、V 單元土的壓縮性不均,一般土層為中偏低壓縮性,建筑物主要持力層地基土為軟塑的淤泥質(zhì)壤土及連續(xù)分布的裂隙土?？碧椒秶鷥?nèi),地下水初見水位埋深 3.54.3 米，有微弱承壓性,施工時(shí)注意預(yù)降地下水位,防止 II,III 單元土層破壞。五五

8、.水文氣象水文氣象由水文分析,東風(fēng)閘以上流域面積 877.7km2,其中山區(qū) 471.3 km2,平原 406.4 km2,年徑流量 95%年份有 317 萬立方米,扣除 60%沿途水量損失及 0.7 的不均勻系數(shù),還有 88.8 萬立方米,滿足本閘一年一次蓄水量,保證灌溉效益。該區(qū)平均氣溫 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 三個(gè)月,多年平均蒸發(fā)量 931 毫米,該區(qū)風(fēng)速一般在 4m/s,最大風(fēng)速 13m/s,吹程 150 m,無霜期平均 220 天。六六 交通情況交通情況閘本身無專門交通要求,考慮農(nóng)田耕作

9、及水閘自身施工運(yùn)行要求設(shè)人行便橋。七七 設(shè)計(jì)數(shù)據(jù)設(shè)計(jì)數(shù)據(jù)地基土壤物理力學(xué)性質(zhì)及力學(xué)指標(biāo) 流限 WT=25.6% 滲透系數(shù) KT=1.1x10-6 m/s 塑限 WP=17.2% 凝聚力(室內(nèi)值) C=2T/m2 塑性系數(shù) IP=8 內(nèi)摩擦角(室內(nèi)值) =1616 地基壓縮模量 E 90kg/cm2 濕容重 r濕濕=1.75T/m3 含水量 W=31.3% 飽和容重 r飽飽.90T/m3 孔隙比 e=0.73 干容重 r干干=1.6T/m3地基承載力 =15T/m2 浮容重 r浮浮=1.0T/m3閘底板與地基土摩擦系數(shù) f=0.35 夯實(shí)回填土內(nèi)摩擦角=255 上下游引渠糙率 n=0.025 引

10、渠底寬(上,下游) b=28m引渠邊坡系數(shù)(上,下游) m=2 混凝土容重 r=2.4T/m3鋼筋混凝土容重 r=2.5T/m3河北工程大學(xué)畢業(yè)設(shè)計(jì)（水利水電工程）第 5 頁 共 70 頁設(shè)計(jì)總說明設(shè)計(jì)總說明水閘是灌排工程的主要建筑物之一，它是一種利用閘門進(jìn)行擋水或泄水的低水頭水工建筑物，既可控制流量又可調(diào)節(jié)水位。關(guān)閉閘門時(shí)，它可攔洪蓄水，擋潮或抬高閘前水位；開啟閘門時(shí)，又可泄洪排澇或?qū)ο掠魏拥阑蚯拦┧?。這次我們主要設(shè)計(jì)修建在平原河道上的節(jié)制閘。節(jié)制閘一般跨越河道修建，用于枯水期蓄水，抬高水位以供進(jìn)水閘取水，洪水期開閘泄洪。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、

11、支渠水位，供支、斗渠取水。本次設(shè)計(jì)主要分為以下六部分：1、分析資料及水閘樞紐布置已提供的資料是設(shè)計(jì)的基本依據(jù)，為使設(shè)計(jì)成果安全、適用、經(jīng)濟(jì)，首先應(yīng)熟悉并分析各種資料，如地形、地質(zhì)情況，各有關(guān)高程，特征水位及相應(yīng)流量等，然后根據(jù)閘址地形、地質(zhì)、水流等條件以及該樞紐中各建筑物的功能、特點(diǎn)、運(yùn)用要求，確定樞紐布置，做到緊湊合理，協(xié)調(diào)美觀，組成整體效益最大的有機(jī)聯(lián)合體。2、水力計(jì)算 主要包括閘孔設(shè)計(jì)、消能防沖設(shè)計(jì)、防滲排水設(shè)計(jì)。、閘孔設(shè)計(jì)首先根據(jù)上面擬定的水閘型式及設(shè)計(jì)流量，確定閘孔凈寬及適宜孔數(shù)。然后再驗(yàn)算初擬閘孔尺寸的過流量是否滿足泄流要求。、消能防沖設(shè)計(jì) 為了消除水流過閘后的能量，設(shè)計(jì)了消力池、

12、海漫和防沖槽。、消力池：計(jì)算在設(shè)計(jì)蓄水位下，閘門在各種運(yùn)行工況和不同開啟高度時(shí)的泄流量，確定是否設(shè)消力池。若需設(shè)置則根據(jù)消能條件，計(jì)算消力池深、長、底板厚度及所用建筑材料。、海漫：消力池能消除水流 50的能量，其余能量由海漫消除，根據(jù)水閘不同泄量的水力計(jì)算，布置海漫，確定長度及建筑材料。、防沖槽：計(jì)算海漫末端河床沖刷深度，設(shè)計(jì)計(jì)算防沖槽斷面形狀、尺寸、確定拋石量及護(hù)坡砌置深度。、防滲排水設(shè)計(jì)首先擬定水閘地下輪廓線型式，初步計(jì)算所需長度，然后依次確定閘室底板、鋪蓋長度及材料，設(shè)計(jì)反濾層及排水孔位置，最后計(jì)算閘基滲透壓力，繪制滲透壓力分布圖。3、閘室的布置設(shè)計(jì)及閘室穩(wěn)定性計(jì)算、閘室輪廓尺寸確定由水

13、力條件及水閘功用，確定閘室總寬、閘頂高程、閘墩、閘門、底板的型式與尺寸，閘室上部結(jié)構(gòu)的工作橋、交通橋、啟閉設(shè)備的型式與尺寸。河北工程大學(xué)畢業(yè)設(shè)計(jì)（水利水電工程）第 6 頁 共 70 頁、閘室穩(wěn)定計(jì)算選取計(jì)算單元，計(jì)算作用于閘室的荷載，并按計(jì)算條件進(jìn)行組合。分別按完建期，正常蓄水期，正常蓄水加特殊荷載組合三種工況進(jìn)行閘室抗滑穩(wěn)定性和地基承載力驗(yàn)算，并對(duì)地基應(yīng)力分布狀態(tài)及沉降差進(jìn)行計(jì)算分析，判斷水閘地基是否滿足承載力、抗滑穩(wěn)定和變形要求。、閘基深層滑動(dòng)及地基沉降量計(jì)算根據(jù)設(shè)計(jì)資料給出的土壤物理力學(xué)特性指標(biāo)，驗(yàn)算在荷載作用下基礎(chǔ)是否發(fā)生帶動(dòng)一部分地基土向下游深層滑動(dòng)，并確定是否進(jìn)行地基沉降量計(jì)算。4

14、、兩岸連接建筑物岸、翼墻的結(jié)構(gòu)型式，布置及穩(wěn)定性計(jì)算、由閘室的結(jié)構(gòu)尺寸及地基條件，確定岸、翼墻的平面布置型式，結(jié)構(gòu)型式，斷面尺寸。、按完建期和正常蓄水期兩種工況，對(duì)岸、翼墻的地基承載力，基底最大最小應(yīng)力比值及基底面抗滑穩(wěn)定進(jìn)行計(jì)算。 、上游翼墻的防滲設(shè)施及下游翼墻的排水設(shè)施設(shè)計(jì)。5、閘室結(jié)構(gòu)計(jì)算、閘墩應(yīng)力分析將閘墩視為固接于底板上的懸臂梁，以閘墩和底板的結(jié)合面作為計(jì)算控制面，分別按運(yùn)用期（閘門關(guān)閉擋水）和檢修期（一孔檢修其它孔過水）兩種工況，計(jì)算中墩墩底水平截面垂直正應(yīng)力、剪應(yīng)力、門槽應(yīng)力、墩底水平截面?zhèn)认驊?yīng)力，并分析計(jì)算結(jié)果，進(jìn)行配筋設(shè)計(jì)。、底板應(yīng)力分析以閘門為界，將底板分為上下兩部分，分別

15、在兩部分中央垂直水流方向取單寬板條進(jìn)行分析。按完建期和運(yùn)用期兩種工況，計(jì)算作用于板條上的荷載。包括底板自重，中、邊墩及上部結(jié)構(gòu)重，水重 ，揚(yáng)壓力及不平衡剪力并對(duì)其進(jìn)行分配，按彈性地基梁郭氏法查表計(jì)算，求得地基反力及計(jì)算板條各截面的內(nèi)力，分析計(jì)算結(jié)果進(jìn)行底板配筋設(shè)計(jì)。6、工作橋結(jié)構(gòu)設(shè)計(jì) 東風(fēng)節(jié)制閘上裝配式鋼筋混凝土工作橋，分別對(duì)懸臂板、活動(dòng)鋪板、橫梁、縱梁進(jìn)行配筋計(jì)算，最后對(duì)支架進(jìn)行配筋計(jì)算河北工程大學(xué)畢業(yè)設(shè)計(jì)（水利水電工程）第 7 頁 共 70 頁DesignDesign thethe leaderleader The sluice is irriated and arranged one o

16、f 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, it can block the big conservation storage, the tide of the shelf or improvi

17、ng 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 build, used

18、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 level of branch

19、 canal, for propping up, the lateral canal fetch waterThis design is divided into six following parts mainly:1.It 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 achievement safe, su

20、itable, 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, etc, terms and

21、 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, 河北工程大學(xué)畢業(yè)設(shè)計(jì)（水利水電

22、工程）第 8 頁 共 70 頁prevention 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

23、 checking computations 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 trou

24、gh to design. Disappear 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 while openi

25、ng the height at the same time,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. Th

26、e sea overflowing disappear 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 dept

27、h, is it wash trough 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

28、strain layer and drain off water in the hole position instead, calculate the base osmotic pressure of the floodgate finally, draw the distribution map of the osmotic pressure.3.The floodgate room is decorated and floodgate room stability is 河北工程大學(xué)畢業(yè)設(shè)計(jì)（水利水電工程）第 9 頁 共 70 頁calculated: Confirm the size

29、of the outline line of floodgate room confirmed the 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 and size of the equipment of baseplate

30、very. The floodgate room is calculated steadily choosing 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 resist slippery stability and

31、 ground bear the weight of strength checking computations to load, distribute state and subside to ground stress difference 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 floodga

32、te room is slipped and the subsiding amount of ground is calculated according to design soil physics characteristic index that materials provide, checking computations foundation is it drive some ground soil slip to the low reaches to happen under loading function, confirm whether to carry on the su

33、bsiding amount of the ground to calculate or not.4.Tow sides join building-bank,structure pattern, wing of wall, assign and the stability is calculated: By physical dimension and ground terms, floodgate of room, confirm bank, level, wing of wall assign the pattern and size of section.Building an two

34、 kinks of operating modes of one and normal conservation storage according to finishing, the ground on other bank, wing wall bears the weight of strength, basis heavy minimum stress ratio count bottom surface of the base is it calculate to go on steadily to slip to resist most.Facilities of preventi

35、on of seepage in the wing wall of the upper reaches and pumping equipment on the downstream wing wall are designed.河北工程大學(xué)畢業(yè)設(shè)計(jì)（水利水電工程）第 10 頁 共 70 頁5.The structure of floodgate room is calculated: Mound stress analysis of the floodgate: Regard as floodgate firm to connect cantilever beam at baseplate

36、by mound, regard the combination surfaces of the mound of the floodgate and baseplate as and 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 horizontal section, s

37、hearing stress, trough stress of the door, mound bottom level sectional side direction stress 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 fo

38、ot, fetch single wide lath analyse in two part central vertical rivers direction separately. Accord to finishing and building one and using the operating mode of an improved variety, calculate the load on function and lath. Including the baseplate conducts oneself with dignity,china, mound and top s

39、tructure are heavy, raise pressure and uneven to cut strength and is it assign to go to it, France 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 t

40、o analyse.6.The level gate is designed: Leaf structure of the door. The layout of the structure of leaf of the door:Confirm door leaf various kinds of component structure need, figure and position , Ge Liang and pattern, way of connecting, connection of department, pattern of walking and supporting

41、and roof beam. The panel is designed :On the premise of giving full play to the intensity of the 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 bea

42、m once, carrying, the botttom roof beam is designed: Adopt the section steel.By the internal force of every 河北工程大學(xué)畢業(yè)設(shè)計(jì)（水利水電工程）第 11 頁 共 70 頁component, choose the section of every roof beam, carry on intensity, rigidity checking computation. The girder is designed: Confirm girder figure, position, sec

43、tional form, the size of section, the section changes, wing reason welding seam design and some steady checking computations of girder. Vertical roof beam once and horizontal vertical connection department design:Confirm its pattern and position , is calculated and chosen sectional size and intensit

44、y checking computations by the internal force. The roof beam is designed:Is it confirm to support to walk roof beam structure patern 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

45、 pattern, size carry on intensity checking compitation. Lead the device to design: Confirm the inside out, side and walk and support 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 str

46、ength to design, hang the axle and board measurement of the lifting lug and carry on checking computations to the intensity of the 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 ch

47、eck to the main rail . Confirm stagnant water seat and door trough protect the horn component pattern.Lock the room device to design 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

48、strength of the door, should take the project measure to lower the door to check. The hoist is designed: Opened door strength and designed the sling.河北工程大學(xué)畢業(yè)設(shè)計(jì)（水利水電工程）第 12 頁 共 70 頁Key word: sluice; floodgate room; level gate; prevention of seepage drain off water and design to defend to disappear; g

49、irder第一章第一章 水閘樞紐布置水閘樞紐布置1.11.1 總體布置總體布置本設(shè)計(jì)為節(jié)制閘，一般跨越河道修建，故又稱為攔河閘。它是一種利用閘門進(jìn)行擋水或泄水的低水頭建筑物，既可控制流量又可調(diào)節(jié)水位。關(guān)閉閘門時(shí)，它可攔洪蓄水，擋潮或抬高閘前水位；開啟閘門時(shí)，又可泄洪，排澇或?qū)ο掠魏拥阑蚯拦┧＿@次我們主要設(shè)計(jì)修建在平原道上的節(jié)制閘。節(jié)制閘一般跨越河道修建，用于枯水期蓄水，抬高水位以及供進(jìn)水閘取水，洪水期開閘泄洪。在渠系中一般位于支、斗渠分水口稍下游，跨越干、支渠修建也稱節(jié)制閘。用于抬高干、支渠水位，供支、斗渠取水。閘址一般應(yīng)設(shè)置在河道直線段上。閘址處于上下游河道直線段長度均不短于 510 倍

50、水面寬度，且不宜小于 300m。壩址選擇是水閘規(guī)范設(shè)計(jì)中的一項(xiàng)重要工作，閘址合適與否，不僅涉及到水閘建設(shè)的成敗，并且關(guān)系到整個(gè)地區(qū)的經(jīng)濟(jì)發(fā)展，因此對(duì)閘址選擇的工作應(yīng)十分重視。1.1.1 水閘位置時(shí)應(yīng)考慮的幾個(gè)因素地基條件 是影響水閘總體布置的主要因素之一應(yīng)盡可能選擇土質(zhì)密實(shí)、均勻。壓縮性較小和承載能力較大的良好地基。此外，由于閘基土質(zhì)的抗沖能力直接影響單寬流量的選擇和閘后消能防沖設(shè)備的設(shè)計(jì)，而地下水位的高低及承壓水的有無對(duì)地基的穩(wěn)定性和施工期的排水措施也有所影響，故在選擇閘址時(shí)應(yīng)考慮這些條件。水流條件 是另一主要因素閘的位置應(yīng)使進(jìn)閘和出閘水流平順，防止上、下游 產(chǎn)生有害的沖刷和淤積。河北工程大

51、學(xué)畢業(yè)設(shè)計(jì)（水利水電工程）第 13 頁 共 70 頁施工、管理?xiàng)l件 也是閘址選擇時(shí)要考慮的一個(gè)因素要求有足夠?qū)拸V的施工場地，并且盡可能使土方工程量最小。當(dāng)水閘是整個(gè)樞紐的一個(gè)組成部分時(shí)，應(yīng)就樞紐工程總體布置做方案比較，得出水閘最優(yōu)位置，以達(dá)到技術(shù)上先進(jìn)與經(jīng)濟(jì)上合理的要求。1.21.2 結(jié)構(gòu)布置結(jié)構(gòu)布置1.2.1 閘室的結(jié)構(gòu)布置水閘一般由上游連接段，閘室，下游連接段三部分組成。水閘的主體是閘室，其結(jié)構(gòu)型式是多種多樣的，主要取決于泄放水流的方式以及閘門的構(gòu)造和操作方式。按照閘室的泄流特點(diǎn)分類，可以分為以下幾種型式：1.堰流式閘室當(dāng)閘門全開時(shí)過閘水流具有自由水面的水閘成為溢流式閘室，也稱開敞式閘室。

52、一般堰檻高程較高，擋水高度較小的水閘都采用這種型式，依靠閘門擋水。當(dāng)閘門全部打開時(shí)，水閘的過水面積和泄流量都隨水位的抬高而增大，對(duì)于需要泄放洪水的攔河閘和分洪閘來說，這是一個(gè)很大的優(yōu)點(diǎn)。2.孔流式閘室當(dāng)閘門全開時(shí)，自由水面仍受阻擋，水流只能通過固定洞孔泄入下游，稱為孔流式閘室，也成為封閉式閘室。當(dāng)閘檻高程較低，閘室高度較大，需要泄放或取用底層水流時(shí)，常采用這種型式。一般把閘室頂部封閉。例如設(shè)置胸墻擋水，底部設(shè)置孔口泄水，這樣可以減少閘門尺寸。這種泄流方式最適合于沖沙閘的工作條件，有其突出的優(yōu)點(diǎn)。3.混合泄流式閘室這是一種既具有面流溢流能力，又具有底孔泄流能力的閘室結(jié)構(gòu)。構(gòu)造上分為上下兩層，分別

53、裝設(shè)閘門。開啟上層閘門，利用面層溢流泄放洪水和漂流物。開啟下層閘門，則利用底孔沖刷閘前淤泥的泥沙。這種類型的閘室多用于攔河節(jié)制閘或引水系統(tǒng)的進(jìn)水閘上。有時(shí)在特別軟弱的淤泥質(zhì)地基上建閘，為了加強(qiáng)閘室的橫向剛度，借以減小地基的不均勻沉降和閘室的結(jié)構(gòu)變形，在閘室的過水?dāng)嗝嬷性O(shè)一層水平橫隔板，型式上亦構(gòu)成了上下兩層泄水通道，但常常共用一個(gè)閘門，在運(yùn)用要求上與混合泄流式閘室不盡相同。本水閘設(shè)計(jì)閘門全開時(shí)具有自由水面，擋水高度較小，且依靠閘門擋水，故可采用開敞式閘室。根據(jù)已知資料，初步采用開敞式閘室。（1） 底板 是整個(gè)閘室結(jié)構(gòu)的基礎(chǔ)，承受水閘上部結(jié)構(gòu)的重量及荷載并向地基傳遞的結(jié)構(gòu)，同時(shí)兼有防滲及防沖作用

54、，防止地基由于受滲透水流作用可能產(chǎn)生的滲透變形并保護(hù)地基免受水流沖刷。本設(shè)計(jì)初步采用平底板。（2） 閘墩 是閘門和各種上部結(jié)構(gòu)的支撐體，由閘門傳來的水壓力和上部結(jié)構(gòu)的重量和荷載通過閘墩傳布于底板。閘墩通常采用實(shí)體式，其外形輪廓設(shè)計(jì)應(yīng)能滿足過閘水流平河北工程大學(xué)畢業(yè)設(shè)計(jì)（水利水電工程）第 14 頁 共 70 頁順，側(cè)向收縮小，過流能力大的要求。本設(shè)計(jì)初步采用上游墩頭半圓形，下游墩頭流線形的型式。（3） 閘門 其結(jié)構(gòu)的選型布置應(yīng)根據(jù)其受力情況控制運(yùn)用要求、制作、運(yùn)輸、安裝維修條件等，結(jié)合閘室結(jié)構(gòu)布置合理選定。本設(shè)計(jì)初步采用平面鋼閘門。（4） 啟閉機(jī) 其型式可根據(jù)門型尺寸及其運(yùn)用條件等因素選定。本設(shè)

55、計(jì)初步采用卷揚(yáng)式平面閘門啟閉機(jī)。（5） 閘室上部的工作橋、交通橋 根據(jù)閘孔孔徑，閘門啟閉機(jī)型式及容等分別選用板式、梁板式、板拱式，其與閘墩的連接型式應(yīng)與底板分縫及胸墻支撐型式統(tǒng)一考慮。本設(shè)計(jì)初步選用梁板式。1.2.2 兩岸連接布置 水閘兩岸連接應(yīng)能保證岸坡穩(wěn)定改善水閘進(jìn)出水流條件提高泄流能力和消能防沖效果，滿足側(cè)向防滲需要，減輕閘室底板邊荷載影響，且有利于環(huán)境綠化等。上下游翼墻宜與閘室及兩岸岸坡平順連接。1.2.3 防滲排水布置 當(dāng)閘基為中壤土，輕壤土或重壤土?xí)r閘室上游宜設(shè)置鋼筋混凝土或黏土鋪蓋或土工膜防滲鋪蓋，閘室下游護(hù)坦底部應(yīng)設(shè)反濾層。本設(shè)計(jì)初步采用鋼筋混凝土鋪蓋。1.2.4 消能防沖布置

56、 水閘消能防沖布置應(yīng)根據(jù)閘基地質(zhì)情況，水力條件以及閘門控制運(yùn)用方式等因素進(jìn)行綜合分析確定。本設(shè)計(jì)初步采用底流消能方式。：4防沖槽海漫消力池閘室底板閘門鋪蓋圖1.1 水閘整體布置圖(單位:mm)第 15 頁 共 70 頁第二章第二章 水閘的水力計(jì)算水閘的水力計(jì)算水力計(jì)算包括：設(shè)計(jì)水閘的閘孔，出流以滿足進(jìn)流、出流、控制水位要求。設(shè)計(jì)水閘的消能防沖設(shè)施，使水閘避免沖刷。設(shè)計(jì)水閘的防滲排水設(shè)施，使水閘避免滲透變形。2.12.1 閘孔設(shè)計(jì)閘孔設(shè)計(jì)閘孔型式：包括閘底板的型式（堰型） 、閘門、閘門頂部胸墻。閘孔尺寸：包括閘底板的頂面高程，閘孔凈寬和孔數(shù)。2.1.1 上下游水位的確定上游水位：在河道上建閘后，

57、上下游將形成一定水頭差，上游水位是由規(guī)劃決定。由設(shè)計(jì)資料給出，該節(jié)制閘的最高設(shè)計(jì)蓄水位為51.6m。下游水位：因水閘上下游為人工開挖渠道，其表面糙率沿程不變，設(shè)渠道中無任何阻礙水流運(yùn)動(dòng)的建筑物，故下游可按明渠均勻流計(jì)算。作出渠道下游 h下Q 關(guān)系曲線 ，以備在不同流量下，直接由該曲線查得下游水位。閘孔凈寬的控制情況通常是宣泄設(shè)計(jì)或校核流量時(shí)，此時(shí)閘門全部開啟，多為淹沒流態(tài)。由于閘孔寬度一般小于河道寬度，水流過閘時(shí)側(cè)向收縮，并使上游水面雍高而形成閘上下游水位差 H。該水位差的大小關(guān)系到閘室工程量和上游淹沒損失。水閘的過閘水位差應(yīng)根據(jù)上游淹沒影響，允許的過閘單寬流量和水閘工程造價(jià)等因素綜合比較選定

58、。根據(jù)水閘設(shè)計(jì)規(guī)范 ，一般情況下，平原水閘的過閘水位差可采用 0.1m0.3m。在水閘設(shè)計(jì)中，如采用較大的過閘水位差，可縮減閘孔總凈寬，降低水閘工程造價(jià)但抬高了水閘的上游水位，不僅要加高上游堤頂高程而且可能增加上游淹沒損失，因此為了減輕上游堤防負(fù)擔(dān)也不允許過分抬高水閘的上游水位，因此采用較小的過閘水位差選用 H=0.2m。 （一般情況下，平原區(qū)水閘的過閘水位差可采用 0.1-0.3 m）下面先假設(shè) ht根據(jù)水力學(xué)公式 QAC Ri 式(2.1)式中： A明渠斷面積 R水力半徑()Abmh hC謝齊系數(shù) i縱坡，求得流量 Q，列表如下第 16 頁 共 70 頁表表 2.12.1 水頭水頭- -流

59、量計(jì)算表流量計(jì)算表H (m)A (m2)X (m)R (m)C (m0.5/s)Q (m3/s)1.03032.470.92439.47718.0001.546.534.711.34042.00035.7462.06436.941.73343.83958.4002.582.539.182.10645.28785.7213.010241.412.46346.484117.6543.5122.543.652.80647.505154.1314.014445.893.13848.399195.2074.5166.548.123.46049.193240.170根據(jù)上表，繪制 htQ 曲線。見圖 2-

60、1由 htQ 曲線查的 Q設(shè)=129.4m3/s 時(shí), ht=3.2 m 即下游水位為 h t=3.2 m。由設(shè)計(jì)資料可知，渠底高程為 46.8m，則下游水位高程為下= 3.2 m+46.8m=50.00m。第 17 頁 共 70 頁上下游水位差為 H=0.2m。上游水位上=下+H=50.00m+0.2m=50.2 m0.90 查水閘設(shè)計(jì)規(guī)范知此水閘處于高淹沒，閘孔總凈寬可按(A.0.2-1)(A.0.2-2)計(jì)算(/-0.65)00.877sh0H2 =0.951/0BQ002 ()sshg Hh =129.4/（0.9513.2）2 9.81 (3.463.2) =21.2 m 式中：閘孔