某水电站设计课程设计

'《水电站》课程设计第一章原始资料及设计条件1.1概述1.1.1工程概况某水电站位于沅水一级支流巫水下游峡谷河段，下距会同县若水乡镇2，距洪江市15。坝址下游2有洪江～绥宁省级公路从若水乡镇经过，交通较为便利。该工程初拟正常蓄水位191，迥水至高椅坝址，库容0.0708亿m3，装机16，是一座以发电为主，兼有防洪、旅游等综合效益的水电工程，枢纽建筑物由溢流闸坝、重力式挡水坝、右岸引水发电隧洞和引水式厂房组成。1.2工程等别和建筑物级别本工程以发电为主，兼有防洪、旅游等综合效益。水库正常蓄水位191时库容为0.0708亿m3，电站装机容量为16，根据水利水电工程等级划分的规定，工程规模为小（1）型，工程等别为Ⅳ等。永久性建筑物闸坝、电站厂房等属4级建筑物，临时建筑物属5级。1.2水文气象资料1.2.1洪水各频率洪峰流量详见下表表1-1坝址洪峰流量表频率（%）0.10.20.5123.335102050坝址洪峰流量（）9420844071606190522045403990308022201190厂址洪峰流量（）98008790746064605460475041803240234012601.2.2水位～流量关系曲线：表1-2下坝址水位～流量关系曲线表高程系统：85黄海水位Z（）182.44183.00184.00185.00186.00187.00流量Q（）36.518552291213101730水位Z（）188.00189.00190.00191.00192.00193.00流量Q（）21802680324038404440504032 《水电站》课程设计水位Z（）194.00195.00196.00197.00198.00199.00流量Q（）564062406840744080408640表1-3上坝址水位～流量关系曲线表高程系统：85黄海水位Z（）184.23185.00186.00187.00188.00189.00流量Q（）36.5255620106015402060水位Z（）190.00191.00192.00193.00194.00195.00流量Q（）265032703890451051305750水位Z（）196.00197.00197.50198.00199.00199.50流量Q（）637069907300761082308540表1-4厂址水位～流量关系曲线表高程系统：85黄海水位Z（）179.12180.00181.00182.00183.00184.00185.00流量Q（）30263600980138018002250水位Z（）186.00187.00188.00189.00190.00190.5191.00流量Q（）27303270385044805140548058301.2.3泥沙多年平均含沙量：0.089；多年平均输沙量：22.05万；设计淤沙高程：169.0；淤沙内摩擦角：10˚；淤沙浮容重：0.9。1.2.4气象多年平均气温：16.6˚C；极端最高气温：39.1˚C；极端最低气温：-8.6˚C；多年平均水温：18.2˚C；历年最高气温：34.1˚C；历年最低气温：2.1˚C；多年平均风速：1.40；历年最大风速：13.00，风向：NE；水库吹程：3.0；最大积雪厚度：21；基本雪压：0.25。1.3工程地质与水文地质1.3.1工程地质资料(1)该工程区地震基本烈度小于Ⅵ度，不考虑地震荷载。(2)基岩物理力学指标32 《水电站》课程设计上坝址：饱和抗压强度：20～30；抗剪指标：=0.6～0.65；抗剪断指标：=0.8～0.9；=0.7～0.8。下坝址：饱和抗压强度：15～25；抗剪指标：=0.6～0.62；抗剪断指标：=0.7～0.8；=0.70。1.3.2坝址工程地质条件(1)上坝址工程地形、地质条件上坝址位于河流弯曲段下游，流向2790，基本为“U”型横向河谷。河床基岩裸露，高程181～184，河床宽136，水深0.5～3.0。坝轴线上游100～350，河床深槽较发育，一般槽宽20～40，槽深11～14.5。当蓄水位192时，河谷宽161，左岸冲沟较发育，坝轴线上、下游分别分布2#及3#冲沟，边坡具下陡上缓特征，高程227以下坡角450，以上坡角250，山顶高程271；右岸地形较平顺，上游有一小冲沟分布，边坡较陡峻，坡角350～450，山顶高程292。坝址区除两岸均分布有宽度较窄，厚3～4冲积阶地堆积及左岸分布厚1～3残积堆积外，基岩大部分裸露，出露的主要岩性为砂质板岩、绢云母板岩夹长石砂岩、厚层长石砂岩、含砾砂岩、含砾砂质板岩。坝区岩层走向与河流交角700～800，倾上游偏左岸，坝址区构造较简单，仅上游见F1断层及物探探测的F3断层，破碎带宽0.1～0.6，延伸长度均小于50。主要节理有四组。坝区岩石风化受岩性与地形等因素影响，长石砂岩抗风化能力较强，风化较浅；板岩、绢云母板岩抗风化能力较弱，风化深度较大，两岸山顶受地形切割呈弧立小山包，则强风化深达25～36。据钻孔压水试验和地下水观测资料，坝区岩体透水性较差，地下水位坡降陡达40～50%，埋藏较浅，远高于设计正常蓄水位。坝基岩体透水率小于5lu占96.8%，基本属弱透水岩体；防渗帷幕下限（q<5lu）埋深，左岸5.2～20，河床5～7，右岸2.5～12。(2)下坝址工程地形、地质条件下坝址位于上坝址下游660，基本为“U”型横向谷，河流流向2650，河床大部分为冲积砂砾石覆盖，河床高程182～183.5，河床宽202，右河床为浅滩，水深0.5～1.0m,左河床为人工改造河槽，水深1.5～2.0。当正常蓄水位192时，河谷宽232。两岸地形对称，边坡较陡峻。左岸坡角400～43032 《水电站》课程设计，为崩坡积物所覆盖，山顶高程324.74；右岸坡角420～450，基岩裸露,山顶高程315.25。坝区除少部分为第四系松散堆积物覆盖外，基岩大部分裸露，出露的主要岩性有绢云母板岩夹中薄层长石砂岩。坝区地质构造较简单，断层未见。岩层产状N200～250E,SE＜600～700，其走向与河流交角600～650，倾向上游偏左岸。坝区岩石风化主要受岩性所控制，坝基及坝肩大部分为绢云母板岩，其抗风化能力较弱，两岸肩强风化相对较深。据钻孔地下水位观测资料，左坝肩地下水位埋深9.5～40（高程225以上），右坝肩地下水位埋深3～23（高程226以上），远高于蓄水位。据钻孔压水试验资料表明，基岩的透水性与岩体风化程度密切相关，强风化带及弱风化带上部岩体节理裂隙较发育，岩体完整性较差，透水性较强，为中等透水带，弱风化带中下部和微风化岩体透水性较差，基本为弱透水或微透水带。坝基防渗帷幕下限（q<5lu）埋深，左岸10～28，河床2～10，右岸6～20。(3)坝基岩石物理力学指标表1-5坝基岩石物理力学指标建议值表岩石名称风化程度天然密度()饱和抗压强度()砼与岩石抗剪强度砼与岩石抗剪断强度弹性模量()抗冲流速()临时开挖坡比备注()()长石砂岩含砾砂岩强2.5～2.630～350.5～0.5500.7～0.750.3～0.353～44～51:0.5上坝址弱2.7～2.7545～500.6～0.6500.9～0.950.8～0.98～107～81:0.3砂质板岩强2.54～2.568～100.40～0.4500.55～0.600.10～0.152～2.52～31:0.75上坝址弱2.75～2.7620～250.55～0.600.80～0.850.45～0.506～84～51:0.5绢云母板岩强2.5～2.556～80.38～0.4000.50～0.550.08～0.101～22～2.51:0.75下坝址弱2.72～2.7515～200.5～0.5500.75～0.800.35～0.404～53.5～4.51:0.51.3.3引水发电隧洞及厂房工程地质条件32 《水电站》课程设计(1)引水发电隧洞下坝址引水隧洞进口位于坝线右岸上游，洞段穿越河间地块，出口位于河湾下游9#冲沟口附近。洞轴向N16˚W。进口段（0～40）：地形坡角28˚～60˚，上覆岩体厚6～18，围岩为Zaj2-4岩组灰绿色绢云母板岩，劈理发育，岩层产状N20˚E，SE∠65˚，倾向洞外偏右侧，与洞轴线交角36˚，主要发育产状N70˚W，SE∠78˚，N50˚W，SW∠87˚及N10˚E，SE∠85˚三组节理，面多闭合平直，延伸长0.5～1.0。强风化带下限埋深8～12，岩体因节理裂隙发育较破碎，成洞条件差，建议采取明挖。开挖坡比，。洞脸边坡由于受层面与多组节理组合切割稳定性较差，建议采取加固处理措施。洞身段（40～110）：上覆岩体厚18～66，围岩为Zaj2-3岩组上部灰白色厚层状长石砂岩，围岩呈弱～微风化状态。岩层产状N22˚E，SE∠64˚，与洞轴线交角38˚。主要发育N50˚～60˚W，SW∠85˚～87˚及N10˚E，SE∠80˚～85˚两组节理，面紧密闭合，延伸长0.5～1.0。该段位于地下水位以下，岩体完整性较好，基本稳定，成洞条件较好。其中平距40～70段属Ⅲ类围岩，=4～5，=35～40；平距70～110段属Ⅱ类围岩，=6～7，=50～55。洞身段（110～350）：上覆岩体厚24～107，围岩为Zaj2-3、Zaj2-2岩组灰绿色绢云母板岩夹中厚层长石砂岩，围岩呈弱～微风化状态，岩层产状N22˚E，SE∠64˚，与洞轴线交角38˚，板岩内产状N15˚E，NW∠75˚劈理较发育。主要发育N50˚～60˚W及N10˚E两组高倾角节理，面平直闭合，延伸长0.5～1.0m。该段位于地下水位以下，岩体完整至较完整，大部分洞段基本稳定，成洞条件较好，但局部洞段（310～350）劈理、节理较发育，稳定性较差。其中平距110～310段属Ⅲ类围岩，=4～5，=30～35；平距310～350段属Ⅳ类围岩，=3～4，=15～20。出口段（350以后）：地形坡角15˚～45˚，上覆岩体厚2～24。围岩为Zaj2-2岩组灰绿色绢云母板岩夹长石砂岩，板岩内劈理发育。岩层产状N15˚E，SE∠65˚～70˚，倾向洞内偏右侧，与洞轴线交角31˚。主要发育N30˚E，NW∠35˚，N85˚W，SW∠86˚，N15˚W，SW∠79˚及N80˚E，32 《水电站》课程设计NW∠36˚四组节理，面多闭合，延伸长1～5。强风化带下限埋深5～16m。该段位于地下水位以下，岩体因节理、劈理发育完整性差，成洞条件差，建议采取明挖，开挖坡比，,。由于N10˚E及N80˚E，倾向洞外的两组缓倾角节理较发育，加上与NWW向、NNW向高倾角节理组合形成不稳定块体，对洞脸边坡与开挖边坡稳定不利，建议采取锚固处理措施。(2)厂房下坝址厂房位于河弯下游9#冲沟出口的冲积堆积Ⅰ级阶地一带，阶地宽10～12，阶面高程183～184，后山坡坡角45˚，基岩裸露。阶地上部为灰褐色粉质粘土，下部为砂砾石，厚1.0～1.8，基岩为Zaj2-3、Zaj2-2岩组灰绿色绢云母板岩夹灰白色长石砂岩。岩层产状，N15˚～20˚E，SE∠65˚～70˚，板岩劈理发育，主要发育NE向、NEE向、NNW向及NWW向四组节理，面多闭合，延伸长1～5。强风化带下限埋深2～5，厂房基础持力层为弱风化岩体，其强度满足建筑物地基应力要求。但NE及NEE向两组缓倾角（35˚～36˚）节理较发育，且倾向坡外，对厂房开挖边坡稳定不利，建议采取加固处理措施。推荐的岩体物理力学指标建议值：弱风化长石砂岩，；弱风化绢云母板岩=15～20，；开挖坡比,。1.3.4天然建筑材料本阶段勘察按普查精度要求进行，除对原规划料场进行复核外，重点对石料进行了勘测，共勘查储量：砂砾料180.85×，土料77.5×，石料988.22×，储量基本能满足要求。(1)土料：共调查了7个料场，总储量77.5×，均分布在团河Ⅱ级阶地，为黄褐色、红棕色粘土、土层较密实，呈可塑～硬塑状，中～低压缩性。料场分布面积大，有用层厚度3～4，无用层厚度仅0.5。除高标、若水两料场有少量农田及柑桔林外，其他产地均为荒地，开采条件好。除若水料场运距为2.5较近外，其他料场运距较远达10～14。各料场距公路较近，运输方便，推荐料场土的物理力学指标：天然含水量26%，最优含水量22%，最大干密度1.56～1.60，压缩系数Va1-2=0.32，内摩擦角180，凝聚力23。(2)砂砾料：共调查26个料场，总储量180.85×，其中砂约46.39×32 《水电站》课程设计，砾134.46×，水上66.56×，水下114.29×，主要分布在团河、巫水、沅水等河流。团河的砂料场，砾石成分板岩较多，磨圆度较差，粗砾含量偏高，砂约占15～20%，砂砾石质量较差。巫水、沅水的砂砾料场，砾石成份主要为砂岩，石英砂岩等，磨园较好，含泥较少，砂约占20～40%。质量较好。团河、巫水河的料场单个储量较小，一般1～3×。水上可采厚度0.5～1.5，水下可采厚度1.5～2.0。无用层厚度0～0.8，最厚2，开采较为方便。沅水的料场单个储量较大，一般10～30×，可采厚度水上：1.0～2.0,水下：1.5～2.0。基本没有无用层，开采条件好。八宋、陈田、若水、胡家湾、上江西团、下江西团、红庙湾、陡滩料场，运距近，仅2～5。其他料场运距较远达9.5～28.5。除三洲、高椅料场不通公路，运输不便外，其他料场距公路均较近，运输较方便。(3)石料：共调查5个料场，总储量988.24×。除独岩滩料场为估算储量外，其他四个料场均实测断面，用平行断面法计算储量。5个料场均位于库内两岸。为Zaj2、Zaj3的厚层砂岩、含砾砂质板岩、含砾砂岩等，弱风化岩石较坚硬，饱和抗压强度。表部无用层为风化破碎岩石，厚度0～20。靠近河岸边为弱风化岩石，山坡无用层厚度较大，开采条件较差。芦塘等四个料场运距近，小于1，应优先开采。独岩滩料场远距较远，达5.5,可作为备用料场。各料场均无公路相通，需修建简易公路。1.4设计基本数据1.4.1工程开发的任务该水电站工程开发的任务是以发电为主，兼顾防洪、旅游、生态治理等综合利用，它的兴建将促进会同县工农业生产的发展。1.4.2主要技术规范及参考资料《水利水电枢纽工程等级划分及洪水标准》SL252-2000；《混凝土重力坝设计规范》DL5108-1999；《水电站厂房设计规范》SD335-89；《水电站进水口设计规范》SD303-88《水利水电工程可行性研究报告编制规程》DL5020-93；《水工隧洞设计规范》SD134-84；《水电站调压室设计规范》DL/T5058-1996；《水利水电工程设计防火规范》SDJ278-90；《水工设计手册》第七册。1.4.3水库特征水位、下泄流量及下游水位(1)下坝址32 《水电站》课程设计正常蓄水位：191.00；设计洪水位（P=2%）：193.75，下泄流量Q=5220m3/s，相应下游水位193.3；校核洪水位（P=0.2%）：199.4，下泄流量Q=8440m3/s，相应下游水位198.67；死水位：190.50。(2)上坝址正常蓄水位：191.00；设计洪水位（P=2%）：194.78，下泄流量Q=5220m3/s，相应下游水位194.15；校核洪水位（P=0.2%）：200.24，下泄流量Q=8440m3/s，相应下游水位199.34；死水位：190.50。1.4.4水文气象资料见前。1.4.5工程地质资料见前。1.5设计控制标准1.5.1稳定控制标准大坝基本组合（设计情况）：≥1.05，≥3.0特殊组合（校核情况）：≥1.00,≥2.5厂房抗浮安全系数：≥1.101.5.2应力控制标准基础面不出现垂直拉应力最大垂直压应力小于地基允许承载力（地基承载力安全系数取2）1.5.3防渗设计标准相对隔水层控制线：3～5lu坝基设帷幕、排水，，。32 《水电站》课程设计第二章机电设备选择2.1轮机的选型2.1.1水轮机选择的基本资料装机容量,2.1.2水轮机型号的选择根据设计水头，从水轮机系列型谱参数表中查出合适的机型有型和型水轮机两种。本设计中选用型水轮机，不再作机型方案的比较。2.1.3单机容量的选择水电站的装机容量等于机组台数和单机容量的乘积。根据已确定的装机容量，就可以拟定可能的机组台数方案。综合考虑机组台数与机电设备制造、水电站投资、水电站运行效率、水电站运行维护工作等的关系，采用两台机组，单机容量为。式中——水轮机的额定出力——发电机的额定出力——发电机效率，大中型发电机取96%~98%，中小型发电机取95%~96%2.1.4水轮机方案的主要参数选择1．转轮直径的计算式中：；=11.532 《水电站》课程设计由教材查得该型水轮机在限制工况下的，=82.6%。由此可初步假定原型水轮机在该工况下的单位流量,效率85%。将以上各值代入公式得：选用与之接近而偏大的标准直径=4.5。2．转速的计算查得该型水轮机在最优工况下单位转速=88.3，初步假定，将相应数据代入，可得=68.8，选用与之接近而偏大的同步转速。3．效率及单位参数修正查得型水轮机在最优工况下模型的最高效率=89.6%,模型转轮的直径=0.39，则原型水轮机的最高效率考虑到制造工艺质量上的差异，取,则效率修正值为：由此可得原型水轮机在最优工况和限制工况下的效率应为：=89.6%+3%=92.6%=82.6%+3%=85.6%(与原来假定的数值相近)单位转速的修正值按下式计算按规定单位转速可不加修正，同时，单位流量也可不加修正。由上可见，原假定的，，是正确的，32 《水电站》课程设计那么上述计算及选用的结果，也是正确的。4．工作范围的检验在选定的=4.5，的情况下，水轮机在最大的和各特征水头下相应的值即可计算。在设计水头=11.5以额定出力工作时，其即为，故=1.215﹤1.4则水轮机的最大引用流量为：==83.44与特征水头、、相应的单位转速为在型水轮机的模型综合特性曲线图上分别绘出=1215，，的直线，由图可见，由这三根直线所围成的水轮机工作范围基本上包含了该特性曲线的高效率区，所以对于型水轮机方案，所选定参数=4.5,=94.7是合理的。5．吸出高的计算可知，对于转轮，其吸出高可按下式计算：式中为电站装置气蚀系数，查得。水电站的海拔高度可由表1-4中的厂址水位与流量关系采用内插法得出，即32 《水电站》课程设计得=179.32因此：，取最大值。根据实际工程经验，需将计算的吸出高度减1作为采用的吸出高度，汽蚀较轻微，故取为-6.7。2.1.5水轮机安装高程的确定对立轴混流式水轮机，安装高程式：式中查表知，，取，故机组安装高程为173.5。2.2水轮机结构与外型尺寸估算混流式水轮机主要由以下几部分组成：埋入部分，包括蜗壳、座环、尾水管等；导水机构，包括顶盖、底环、导叶和导叶操作机构等；转动部分，包括转轮、主轴等；导轴承、密封装置及其他附属装置。2.2.1蜗壳1.断面形式由﹤40知，应选择混凝土蜗壳。它的断面为梯形，便于施工和减小其径向尺寸。32 《水电站》课程设计图2-1蜗壳断面图其中，，，,=3.45,=3.00。蜗壳顶角点和底角点的变化形式有直线和抛物线两种，直线变化规律对设计及施工比较方便，而抛物线变化规律水利条件较好。为便于设计与施工，选用直线变化规律。(2)蜗壳的水力计算根据水轮机设计水头在蜗壳进口断面平均流速经验曲线上查得进口断面流速=2.9/s，取包角=180˚，故所需的进口断面面积为：。根据选定的进口断面形状，通过试算即可求出蜗壳进口断面的具体尺寸如下图示：(单位：米)32 《水电站》课程设计图2-2蜗壳进口尺寸图中间断面的尺寸此处不做详细计算，根据以上值近似画出蜗壳平面单线如图示：图2-3蜗壳平面单线图2.2.2尾水管(1)确定尾水管的基本尺寸根据本电站的总装机容量(16)为中型水电站，为了减少尾水管的开挖深度，采用弯肘型尾水管。弯肘形尾水管是由进口直锥段、肘管和出口扩散段三部分组成，其大致形状如图示：由推荐的尾水管尺寸表查得，水轮机各尺寸如下：表2-1尾水管标准型式与实际计算表32 《水电站》课程设计参数标准1.02.64.52.7201.351.350.6751.821.22实际4.511.720.2512.246.0756.0753.03758.195.49尾水管高度，指从水轮底环平面到尾水管底板的高度，是决定尾水管性能的主要参数。对低水头混流式水轮机，，最低不得小于，此处为11.7。可近似取为转轮出口直径，此处取为=4.8.进口锥管单边扩散角的最优值,对混流式水轮机,取。此处取为9º。尾水管的水平长度是指机组中心线至尾水管出口断面的距离，此处取20.25。(2)尾水管其他细部尺寸不做设计。2.2.3水轮机重量估算(1)水轮机总重量估算水轮机总重量指不包括调速器、油压装置和其他辅助设备的水轮机整体重量。查《水电站机电设计手册》可知，(2)转轮重量估算查《水电站机电设计手册》可知，2.3调速系统的选择水轮机调速系统的基本任务是：使水轮发电机组稳定地以额定转速运行，在机组负荷变化工其他外扰作用下，保证机组的转速变化不超过一定的范围，并能迅速地稳定于新的工况，从而保证发电机输出的交流电频率满足用电设备的要求。水轮机调节是通过调速系统根据机组转速的变化不断地改变水轮机过流量来实现的。调速系统的主要设备有：调速器、油压装置和漏油装置。2.3.1调速器的型式及工作容量的选择综合考虑调速器型式及工作容量的合理性，在反击式水轮机调速器系列型谱表中本水电站可选择DT-100。可知其基本资料下所示：表2-2DT-100基本资料表型号制造厂机械柜尺寸基础柜尺寸电气柜尺寸重量参考价格DT-100杭州发电设备厂700×800×13001200×1500440×800×236012007万元32 《水电站》课程设计2.3.2油压装置的选择油压装置是向水轮发电机制调速系统供给压力油的能源设备，是调速系统的重要组成部分。同时也可作为进水阀、调压阀以及液压操作元件的压力油源。油压装置有分离式和组合式两种。分离式油压装置的压力油罐与回油箱分开；组合式油压装置的压力油罐装在回油箱上面的框架上。前者容量范围较大，适用于大中型水轮机。后者结构紧凑，但容量较小，仅适用于中小型水轮机。本电站采用组合式油压装置。为了满足机组调节和安全运行的要求，通常每台水轮机装设一台油压装置。油压装置的工作能力是以压力油箱的总容积和额定油压为表征的。压力油箱的总容积可按下列经验公式估算；取查油压装置系型谱表，本水电站可选，查知其基本尺寸如下所示：表2-3油压装置基本尺寸表油压装置型号油罐长度油罐宽度总高油罐高油罐外径2400170032702370图2-5油压装置简图（单位：mm）2.4发电机的选择2.4.1水轮发电机的型式选择32 《水电站》课程设计本设计为中型电站,故选用大中型机组,采用立式布置SF10-42/940,已知发电机主要参数如示：表2-4发电机主要参数表额定功率功率因素转速额定电压U额定容量80000.871.46.3100002.4.2水轮发电机的通风冷却方式及其选择大中型水轮发电机常采用密闭式空气循环冷却和水内冷两种冷却方式。密闭式空气循环冷却的冷却方式是借助转子风扇或轮副的风扇作用合空气在发电机内部循环流通，热空气通过冷却器用水冷却。本电站采用密闭式空气循环冷却。2.4.3水轮发电机外形尺寸估算(1)主要尺寸估算①极距：式中所以②定子内径③定子铁芯长度式中—额定转速；C—系数,此处取为。，故采用伞式发电机。④定子铁芯外径(机座号)﹤166.7,(2)外形尺寸估算①平面尺寸估算32 《水电站》课程设计定子机座外径(﹤136.4)风罩内径()转子外径下机座最大跨度()—水轮机机坑直径(6300)=6.3+0.6=6.9推力轴承外径和励磁机外径查得=2000~2600,取为2000；=1400~1600,取为1400②轴向尺寸计算定子机座高度(﹤88.2)上机架高度（伞式非承载机架）推力轴承高度,励磁机高度,副励磁机高度和永磁机高度查表3-8,当时,=1000；=1500~1800,此处取为1500,其中机架高500~700,此处取为500；=600；=500下机架高度(伞式承载机架)定子支座支承面至下机座支承面或下挡风板之间的距离=0.25=0.25×7060=1765（伞式承载机架）下机座支承面至主轴法兰底面之间的距离转子磁轭轴向高度(无风扇)发电机主轴高度—发电机总高度,即由主轴法兰盘底面至发电机顶部的高度32 《水电站》课程设计定子铁芯水平中心线至主轴法兰盘底面至发电机顶部的高度2.4.4水轮发电机重量估算(1)发电机总重量—发电机总重量();—系数,对悬式发电机取8~10,此处取为8。(2)发电机转子重量一般可按发电机总重量的1/2估算发电机外形尺寸如下所示：图2-6发电机外表尺寸示意图（单位：米）2.5起重设备32 《水电站》课程设计水电站起重设备一般采用桥式起重机或门式起重机。桥式起重机有单小车和双小车两种。双小车桥式起重机与单小车起重机不同之处是在桥架上设有两台可以单独或联合运行的小车，每台小车只有一个起重吊钩，藉手动变速作主钩或副钩使用，当吊运最重件（如发电机转子）时，两台小车借助平衡梁联合起吊。2.5.1吊车形式的选择最重吊运件的重量为105吨，且机组台数小于4台，故可选用一台单小车桥式起重机。2.5.2主要工作参数的选择(1)起重量查得额定起重量为110吨。(2)跨度起重机大车轨道中心线之间的垂直距离（或起重机大车两端车轮中心线之间的垂直距离）称为跨度，以米表示。根据厂房宽度起重机跨度定为22米。(3)起升高度双小车起重机每台小车只有一套起重机构，其吊钩的下极限位置应保证发电机转子或水轮机转轮从机坑吊出，同时还应满足吊运进水阀及水轮机埋设部件及安装的要求。(4)主要附属装置①吊钩主厂房每台单小车桥式起重机一般都设置主、副钩各一个。主钩一般应满足起吊额定起重量的要求，副钩则按产品标准配置。表2-5吊钩装置尺寸吊钩起重量吊钩形式吊钩尺寸重量250双钩7702407507506507102003505.488图2-7吊钩装置图②平衡梁32 《水电站》课程设计平衡梁基本尺寸如下所示：表2-6单小车桥式起重机配用的平衡梁外形尺寸单位：主钩起重量121001050026005006861203000续表2-6单小车桥式起重机配用的平衡梁外形尺寸单位：主钩起重量平衡梁重600403203601300130046图2-8平衡梁外形尺寸图书馆（单位：cm）其它主要尺寸：表2-7其它主要尺寸表起重量跨度起升高度起升速度运行速度主钩副钩主钩副钩主钩副钩小车大车4001002226350.815.75.120.6起重量极限尺寸大车最大轮压重量吊钩至轨面距离吊钩至轨道中心距离小车重起重机总重主钩副钩主钩主钩副钩400100900320048005650235060113208起重量主要外形尺寸两台桥机并车尺寸主钩副钩小车轨距小车长度32 《水电站》课程设计起重机最大宽度轨面至起重机顶端距离轨面至缓冲器距离并车后起重机最大宽度两主钩之间距离轨道面至平衡梁挂钩的距离挂钩中心至上下环底距离4001005500103808400645012002088010500900114第三章水电站厂房布置厂房布置的基本要求是：应适应地质、地形、水文、气象等自然条件，并根据电站枢纽布置的具体情况、不同类型厂房的特点，全面考虑，合理布置；应满足设备安全运行，便于安装检修及操作管理，厂内各种设备布置协调，并考虑水工结构上的要求；应充分考虑设备进厂以及厂内吊装、运输的要求；应考虑电站初期运行要求，尽可能不设或少设临时设施，对于分期建设的电站，应考虑远、近期结合；应考虑防火、防淹、防潮及劳动保护等方面的要求，力求布置整齐美观；在满足电波运行及安装检修要求的前提下，尽量减少土建工程量，节省投资。3.1立轴反击式机组的布置主厂房由机组段（包括端机组段）和安装场组成，所以主厂房布置和尺寸的确定，主要就是机组段和安装场的布置和尺寸的确定。而机组段尺寸主要取决于水轮机蜗壳、尾水管、发电机等设备的外形尺寸。3.1.1尾水管层的布置反击式水轮机的泄水设备——尾水管的顶部与基础底板之间的空间是尾水管层，布置有：1、尾水管为减少开挖量，采用弯肘形尾水管。它由直锥段、肘管段和扩散段几个部分组成。水轮机采用标准型尾水管。尾水管底板高程为160.92，厚1.5，基础开挖高程为159.42。为减小扩散段结构跨度，通常设有2个隔墩。厂内设有通往尾水管的通道和进人孔，进人孔的尺寸为600×80032 《水电站》课程设计。进人孔的位置布置在尾水管的圆锥段。当停机放空尾水管的水，检修人员从水轮机沿进水阀坑的爬梯下去，然后水平进入廊道，打开设在尾水管直锥段的金属盖，利用梯绳爬进尾水管内。2、集水井、集水廊道和水泵室主厂房内常在下部结构部分的基础块体最低部位设置集水井或集水廊道，并在上方设水泵室，以便及时利用水泵排除基础渗水。一般蜗壳有不管通到尾水管，尾水管将水引入集水井或集水廊道，然后由水泵抽水向下游排出。出口高程一般设在下游水位以上。3.1.2蜗壳层的布置蜗壳层是反击式水轮机的引水设备蜗壳及其周围的钢筋混凝土结构块体和空间部分。本电站采用单元供水，厂内不设蝴蝶阀，而在调压井处设控制闸门。此为引水隧洞设计部分，故在本设计中不做进一步探讨。机组转轮直径4.5，蜗壳为混凝土蜗壳，蜗壳的包角为180˚。蜗壳内设进人孔，进人孔的布置在进口的上部。进人孔的大小为650。3.1.3水轮机层的布置1、圆筒式发电机机墩圆筒式机墩抗扭、抗震及抗压性能好，刚度大，一般为少筋混凝土，用钢量省，故采用圆筒式机墩。机墩内部是空的便于水轮机安装时吊进、检修时吊出。机墩内布置接力器，预埋各种油、气、水管道和布置电缆、电线。运行人员经常要进入内腔进行巡视和检修工作，机墩要留有进人孔，机墩高度不能太矮。机墩内径要按大于水轮机转轮直径、小于发电机转子直径，并考虑下机架支承等要求而定。根据经验，圆筒式机墩内径（伞式水轮发电机）根据前面发电机的计算，。2、水轮机机坑的布置水轮机机坑应按下列要求进行布置：应便于在水轮机机坑内检修、安装、维护导轴承和伞式机组的推力轴承；当机组采用不吊发电机转子而拆出水轮机转轮进行检修时，此时机墩结构及布置尺寸应考虑转轮运出的通道，并设置必要的吊运装置以满足转轮拆装的要求。在决定机坑进人孔的位置时，应注意水轮机接力器和推拉杆对进入机坑通道的影响。进入水轮机机坑的门为一个，门宽为1.5米，门的高度为2米。3.1.4发电机层的布置1、水轮发电机32 《水电站》课程设计一般有定子外露、定子埋入和上机架埋入三种布置形式。定子埋入式和上机架埋入式使发电机层宽敞，同时由于提高了发电机层高程而增加了水轮机层高度，可增设一层作为出线层。这两种布置形式被广泛采用。本电站采用定子埋入式。2、机旁盘它包括机组自动操作盘、机组继电保护盘、机组测温盘、机组动力盘等，每台机组的机旁盘为3块，每块尺寸为。布置在发电机层并尽桶靠近调速器操作柜且在同一侧，以便运行人员在机组启动时能观察到盘上的仪表。此外，还要考虑到节省电缆和布线方便，机旁盘通常靠近副厂房。3、励磁机和励磁盘励磁机布置随发电机容量而异，有直接布置在同步发电机转子轴顶，也有发与发电机转子轴相联接的单独布置方式。励磁盘最好布置在发电机层，如果太拥挤，也要布置在水轮机层，但需用通风设备以保证该层不致太潮湿。励磁室尺寸为。4、楼梯为运行人员经常从发电机层到水轮机检查巡视提供方便，在每两台机组之间设钢筋混凝土楼梯一座。楼梯净宽1.2米，坡度以34度到38度之间为宜。5、交通道在水轮发电机的上、下游侧应留有2-2.5米的交通道，各种设备间也必须保持运行巡视和检修需要而留的1.5-2.0米的距离。3.2主厂房主要尺寸的确定主厂房的尺寸的确定，即主厂房总长、总高和宽度的确定。3.2.1主厂房的总长度主厂房的总长度包括机组段的长度（机组中心间距），端机组段的长度和安装场的长度，并考虑必要的水工结构分缝要求的尺寸。1、机组段长度的确定装有立轴反击式机组的厂房机组段长度，主要由蜗壳、尾水管、发电机等到设备在轴方向的尺寸确定，同时还应考虑机组附属设备及主要通道、吊物孔的布置及其所需尺寸。机组段长度可按下式计算：式中——机组段方向的最大长度32 《水电站》课程设计——机组段方向的最大长度和可按尾水管层、蜗壳层和发电机层分别计算，取其中的最大值。1）蜗壳层如图4-1所示：2）尾水管层图4-23）发电机层32 《水电站》课程设计图4-3式中：——蜗壳方向最大平面尺寸；；；，，；，，；，；，，；故机组段长度，取2、端机组段长度的确定3、主厂房总长度32 《水电站》课程设计主厂房总长度其中，装配厂长度，此处。3.2.2厂房宽度的确定以机组中心线为界，厂房宽度可分为上游侧宽度和下游侧宽度两部分。下游侧宽度通常取尾水管长度即20.25，上游侧宽度。式中，——系数，随转轮直径而异，当。因此可得下式：，得，即所以3.3.3厂房各层高程的确定厂房各层的高程，主要有尾水管底板高程、机组安装高程、水轮机层地面高程、发电机层地面高程、吊车轨道顶的高程、厂房顶的高程等。1、水轮机的安装高程2、尾水管底板高程尾水管底板高程；——尾水管高度。3、主厂房基础开挖高程主厂房基础开挖高程；，。=160.92-1.5=159.424、水轮机层地面高程水轮机层地面高程式中，；，。32 《水电站》课程设计5、发电机装置高程发电机装置高程式中，取2；，取1.23。=177.77+2+1.23=1816、发电机层楼板高程7、起重机的安装高程起重机的安装高程式中，；；；，；8、天花板底缘高程——起重机轨顶至小车顶面的净空尺寸，取为6.45。——小车顶与屋面大梁或屋架下弦底面的净距，9、屋顶高程=+=198.707+1.5=200.207；10、厂房总高度32 《水电站》课程设计确定厂房各程的高程后，即可绘出厂房的横剖面图和厂房的纵剖面图。图4-4厂房横剖面图32 《水电站》课程设计图4-5厂房纵剖面图电度表原始值记录表#1主变主表#1主变副表正向有功正向无功反向有功反向无功正向有功正向无功反向有功反向无功0.0490.0710.0360.0370.0360.0370.0640.032正向有功峰值正向有功平值正向有功谷值有功功率正向有功峰值正向有功平值正向有功谷值有功功率0.04900000.03600反向有功峰值反向有功平值反向有功谷值无功功率反向有功峰值反向有功平值反向有功谷值无功功率0.03600000.06400#2主变主表#2主变副表正向有功正向无功反向有功反向无功正向有功正向无功反向有功反向无功0.0490.0710.0360.0370.0490.0710.0360.037正向有功峰值正向有功平值正向有功谷值有功功率正向有功峰值正向有功平值正向有功谷值有功功率0.0490000.049000反向有功峰值反向有功平值反向有功谷值无功功率反向有功峰值反向有功平值反向有功谷值无功功率0.0360000.036000#1主变主、副表数值不同，#2主变主、副表数值相同，有功单位：Kwh，无功单位：Kvarh。9JWKffwvG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^G89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz84!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@E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《水电站》课程设计正向有功正向无功反向有功反向无功正向有功正向无功反向有功反向无功0.0320.0220.0150.0150.0320.0220.0150.015正向有功峰值正向有功平值正向有功谷值正向有功峰值正向有功平值正向有功谷值00.032000.0320反向有功峰值反向有功平值反向有功谷值反向有功峰值反向有功平值反向有功谷值00.015000.0150线路主表线路副表正向有功正向无功反向有功反向无功正向有功正向无功反向有功反向无功0.0320.0220.0150.0150.0930.1230.0180.023正向有功峰值正向有功平值正向有功谷值正向有功峰值正向有功平值正向有功谷值00.03200.0360.057032 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