江北河宁溪重力坝枢纽及深孔泄水建筑物设计

1目录第一部分设计说明书5第1章基本资料511流域状况512枢纽的设计依据513水文气象资料6131河流特征6132洪峰流量6133洪峰单位过程线7134多年平均降雨天数、中水年月流量7135坝址处水位流量关系7136库水位面积；库水位容积曲线7137气温情况7138其它资料814坝址及地形情况815筑坝材料8151当地材料8152外来材料10153交通情况1016施工动力、机械、劳动力情况10第二章枢纽布置1021枢纽等别和建筑物等别1022根据枢纽任务确定枢纽建筑物组成1123坝型的初步选择1224坝型的进一步步选择1225主要建筑物的型式选择13251泄水建筑物13252电站建筑物13253放空建筑物1326调洪演算14261洪水过程线的确定14262相关曲线图15263设计洪峰流量和校核洪峰流量16264调洪演算的原理16265调洪演算的方案17266调洪演算的结果及分析1827重力坝挡水坝段剖面尺寸初拟19271坝顶高程的确定19272坝顶宽度的确20273上、下游边坡坡度确定20274上、下游折坡点确定20275排水管位置及灌浆廊道位置、尺寸确定2028重力坝溢流坝段剖面尺寸初拟2129重力坝枢纽布置方案21第三章非溢流坝段设计2431非溢流坝段设计24311经济剖面的选择原理24312经济剖面选择电算方法24313成果分析及最终断面选择2432非溢流坝的稳定及边缘应力分析（手算）25321抗滑稳定计算原理25322抗滑稳定计算方法2633坝体应力计算分析26331坝体应力计算目的26332坝体应力计算方法26第四章溢流坝段设计2741溢流坝段剖面形状的确定2742消能设计28421消能方式选择28422鼻坎高程、挑射角及反弧半径确定29423消能验算3043闸门、闸墩及导墙设计31431闸门选择31432闸墩设计32433导墙32第五章电站坝段设计3351引水建筑物33511压力钢管直径33512进口建筑物及主要设备33513闸门选择、拦污栅、通气孔等设施35514压力钢管的布置3552电站厂房建筑物36521水轮机转轮直径的确定36522水轮机安装高程36523尾水管底部高程37524发电机安装高程37525蜗壳38第六章深孔泄水建筑物设计4061深孔的作用4062深孔形式的选择4063基本尺寸初拟41631深孔尺寸、底板高程413632坝段宽度的确定4264深孔体型设计4265闸门、启闭设施设计43第七章细部构造4471重力坝构造4472坝顶构造44721非溢流坝坝顶构造44722溢流坝坝顶构造4573坝体分缝4574坝体排水4775坝内廊道系统4776坝体混凝土分区48第八章重力坝地基处理4981重力坝地基处理要求4982坝基的固结灌浆4983帷幕灌浆5084坝基排水50第九章施工导流设计5091导流目的5092导流方案的选择51第二部分计算说明书53第十章调洪演算53101调洪演算的目的53102调洪演算的基本原理和方法53103调洪基本资料541031流量系数确定55104方案拟定55105计算下泄流量56106调洪演算过程571061泄流量与水位关系曲线571062设计、校核情况下来水曲线571063设计情况调洪计算581064校核情况调洪计算601065调洪结果分析63第十一章非溢流坝段设计64111剖面优化电算结果64112非溢流坝段的稳定分析计算711121设计情况稳定分析计算711122设计情况稳定计算731123校核情况稳定分析计算741124坝体应力电算76第十二章溢流坝段设计85121溢流坝段剖面形状的确定85122消能验算881221设计情况消能验算881222校核情况消能验算89第十三章水面线计算90第十四章蜗壳水力计算93第十五章深孔坝段放空计算95151放空方式选择95152放空计算过程95参考文献98结束语而在水库的运用管理阶段,库容和泄洪建筑物的尺寸是定值,这时的调洪计算是根据某种频率的入库洪水或预报的入库洪水,在不同防洪限制水位时,求出水库的洪水位与最大下泄流量QMAX,为编制防洪调度规程、制订防洪措施提供科学依据,既要尽可能满足下游防洪要求,又要保证水工建筑物的安全102调洪演算的基本原理和方法A根据库容曲线ZV，以及用水力学公式计算QZ关系3/2QBMGH式中Q过堰流量，单位为；3/MSB过水断面宽度，单位为M；M堰的流量系数；局部水头损失系数；53堰顶全水头，单位为M。HB分析确定调洪开始时的起始条件，起调水位337M。C本次调洪计算采用水能规划书中介绍的列表试算法计算，依据书中所给的水库洪水调节原理，采用水量平衡方程式21121VQQQTT式中Q1，Q2分别为计算时段初、末的入库流量（）；3/MS计算时段中的平均入库流量（M3/S），它等于Q1Q2/2；Q1,Q2分别为计算时段初、末的下泻流量（M3/S）；计算时段中的平均下泻流量（M3/S），即Q1Q2/2；QQV1，V2分别为计算时段初、末的水库的蓄水量（M3）；为V2和V1之差；V计算时段，需化为秒数。T采用开敞式溢流时，利用下式计算3/20QNBMGH溢3/S式中溢流流量，单位为；溢3/M为闸孔数；过水断面宽度，单位为M；BM堰的流量系数侧收缩系数，根据闸墩厚度及墩头形状而定，在（09095）中取值，本设计中取092；堰顶全水头，单位为M。0H103调洪基本资料设此堰的堰顶高程为337M。最高限制水位为350M，正常蓄水位H345M，则堰上最大水头为HMAX350M337M13M。设计水头HD取最大水头的（075095）即HD（075095）HMAX，取为HD086131105M1031流量系数确定河底高程为300M，所以上游堰高为H33730037M设计水头为HD1105M，故133，所以此堰为高堰，根据水力学中MF的关系图得各个水深的流量系数。104方案拟定根据所给资料，工程建成后需要对下游起到防洪作用，最大泄流量为Q2800。设最大单宽流量为80，则溢流宽度B根据B得3/MS3/MSBB353/S调洪演算采用坝址洪水，根据水量平衡原理方程用列表法计算，计算式先按不同孔口尺寸拟定两组方案方案一三个表孔三个表孔堰顶高程为337M，堰顶采用“WES”曲线实用堰，堰顶设平板工作闸门，堰顶宽42M闸门尺寸14M85M，用坝顶排架上的固定式启闭机启闭。方案二五个表孔五个表孔堰顶高程为337M，堰顶宽40M，平板闸门尺寸8M6M。105计算下泄流量55根据计算，其中092，Z3373/20QNBMGH溢S水位水深M流量系数下泄流量Q堰宽42M下泄流量Q堰宽40M3370004200337505005042254624253381009042725369083385150140431345112810339201804320902199073395250230442941528014340302704439022371643405350320444962247259341403604561173582603415450410457348569985342504504586831826963425550504610105996247343605404611590311038334356505904713182212554534470630471485881415133445750680471658441579463458072048184250175476345585077048203486193796346908104822308821246534659508604924393823232234710090492656112529633475105095050288107274388348111050310802296002348511510405033490031895334912109051359822342687349512511305138481136648735013118051411337391749106调洪演算过程1061泄流量与水位关系曲线由15图表可得，B42M时DB40M时1062设计、校核情况下来水曲线P1时来水过程线（由五天洪峰单位先同倍比放大得到，具体见设计书）57P01时来水过程线1063设计情况调洪计算方案一B42M。由列表试算法得出来水泄水具体过程见下表，时段T4H，以345M起调。时段T（天）入库流量Q（M3/S）Q1Q2/2（M3/S）出库流量Q（M3/S）（Q1Q2/2（M3/S）水库容积V（亿M3）水位ZM）0405405715345004910657591065757153450081470119014701190715345001219951732517325160125715345001625062250518741803257213451120305027781952191373434533243604533272521082030753345662838703737252272219077534605323540370523982335795346403632053372525322465808346634028853045257125515815346764425702727525692570817346804823085243925255225605815346775220902199252520252781134668561900199524832437804346576017301815239423987963464264168017052331236257863462668145015652241228677634607721316251383125218022105764345867612001258125198720835752345658010951147519001943574134500841000104751842518712572934479绘制设计洪水过程线以及泄水过程线（B42M）查表可知，最大泄流量发生在约为T44小时。即QT，QT交线，查图知此时Z3468M。方案二B40M。由列表试算法得出来水泄水具体过程见下表，时段T4H，以345M起调。时段T（天）入库流量Q（M3/S）Q1Q2/2（M3/S）出库流量Q（M3/S）（Q1Q2/2（M3/S）水库容积V（亿M3）水位ZM）04054057153450049106575910657571534500814701190147011907153450012199517325173251601257173450316250622505181217722572434515203050277819061859737345392436045332725197819427573457428387037372521762077781346163235403705233922575802346533632053372524132376816346784028853045251924668243469344257027275253725288273470048230852439252512261282534696522090219925251625148203468856190019952441247858133467560173018152367240480534660596416801705233623515795346446814501565225122935785346267213162513831252163220777334605761200125812520952129761345838010951147518951995748345618410001047517547618248873734500绘制设计洪水过程线以及泄水过程线（B40M）查表可知，最大泄流量发生在约为T48小时。即QT，QT交线，查图知此时Z34696M。1064校核情况调洪计算方案一B42M。由列表试算法得出来水泄水具体过程见下表，时段T4H，以337M起调。时段T（天）入库流量Q（M3/S）Q1Q2/2（M3/S）出库流量Q（M3/S）（Q1Q2/2（M3/S）水库容积V（亿M3）水位ZM）07003035933700416151157547385375337468252620705119834043382912341729715286202544433944164347388249639149434044205263480575862755434163246230574651157957562334300286683645651619138869634445326127640520761847576234560365557584224392257581334651404879521827432591851347184444404659529272835877347644839904215309830125895347955236193804531393118590534812563285345232033171909348196029873136319732009083481764272928583158317759033480968250126153098312889634796722275238830273062588634779762065217029212974874347598018691967280628635861347368417241796526972751584834712881583165352617265783334686921445151424762546581834660961330138752359241758043463410012191274522452302789346081041125117221372191774345821081052108852078210757593455611298410181931200457453453111691695018531892732345081208408789561404572434494绘制校核洪水过程线以及泄水过程线（B42M）查表可知，最大泄流量发生在约为T58小时。即QT，QT交线，查图知此时Z3483M。61方案二B40M。由列表试算法得出来水泄水具体过程见下表，时段T4H，以337M起调。时段T（天）入库流量Q（M3/S）Q1Q2/2（M3/S）出库流量Q（M3/S）（Q1Q2/2（M3/S）水库容积V（亿M3）水位ZM）070030359337004161511575423637533747825262070598704043383012341729715241169544433946164347388243833954953404720526348057365875563416824623057465112693162534305286683645651572134969934451326127640520261799765345683655575842237522005818346604048795218266725218573472944444046595287627715884347774839904215301929475902348095236193804530763047591334828563285345231293102591834837602987313631353132918348376427292858307831065914348316825012615304130595908348197222752388296730048993480476206521702923294588834784801869196727862854587534762841724179652664272586234738881583165352559261158483471492144515142432249558343468996133013875236924005819346631001219127452278232358043463710411251172214622127893461010810521088520812113577434584112984101819782029576034559116916950186919235746345341208408781821184573234509绘制校核洪水过程线以及泄水过程线（B40M）查表可知，最大泄流量发生在约为T58小时。即QT，QT交线，查图知此时Z3484M。1065调洪结果分析方案项目设计情况校核情况堰顶宽为42M最高水位3468M3482M堰顶宽为40M最高水位3469M3484M综合比较后选择方案一，充分利用下游防洪能力的同时使投资最省，则调洪演算最终确定的水能资料为项目上游水位M下游水位M设计工况34683146校核工况34823159第十一章非溢流坝段设计111剖面优化电算结果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KN451805981397305KN100781390598168711KN2329314扬压力扬压力包括渗透力和浮托力两部分，渗透力是由上下游水位差产生的渗流在坝内或坝基上形成的水压力，浮托力力是由下游水面淹没设计截面而产生的向上的水压力。由剖面优化结果知扬压力点距上游坝面的距离为D8058M。排水处扬压力折减系数。250U3HB981139385181642KNU2D981025（34823159）80586383205KNU4（BD）2371878U11914962（5）浪压力根据水库的地理位置知，本水库的按官厅公式进行计算1/21/302076GHGDVV1/251/3750203ML式中H为浪高（M）平均波长（M）计算风速，由资料给出取16M/S0VD吹程，由资料给出取10000M代入数据可求得1155MML水深浪压力计算公式如下，由前面的设计资料知H1114M,H0018M则有6沙压力式中SB泥沙浮容重（KN/M3），取125KN/M3坝前泥沙淤积高度（M，本设计淤沙高程为320MSHS淤沙内摩擦角，取18。代入数据又以上各结果可得P1287762KN95487KN则抗剪安全系数755273954860217HACUVFK则设计校核情况抗滑稳定系数均满足规范要求。1124坝体应力电算重力坝应力分析目的是为了判定坝体在运用期和施工期是否满足强度和稳定的要求，同时也为研究与设计、施工有关的其他问题如确定坝体混凝土的标号分区以及在某些部位配置钢筋等提供依据。采用武汉大学熊文林主编的重力坝稳定和应力计算程序（SAOGD1），进行电算。计算工况正常洪水位扬压力设计洪水位扬压力校核洪水位扬压力应力电算选取的截面及其基本数据如下截面坝基面基础廊道底面上游折坡点断面下游折坡点断面高程（M）30230732034132电算结果如下坝基面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