碾压混凝土重力坝设计计算书_.doc

目 录第一章 设计依据11.1 工程等级及建筑物级别11.2 工程洪水标准1第二章 洪水调节计算32.1 工程洪水标准32.2 调洪计算32.2.1 调洪计算基本原理32.2.2 水位与流量关系的确定52.2.3 机算调洪数据52.2.4校核水库防空时间20第三章 水能计算213.1 电站出力的估算213.2 机组台数和单机容量的选择213.3 水轮机型号和参数选择213.4 淤沙高程及电站取水口高程计算223.4.1 淤沙高程223.4.2 电站进水口底板高程23第四章 水电站厂房初步设计244.1 水电站厂房的布置244.2 厂房轮廓的确定244.2.1主厂房长度的确定244.2.2 主厂房宽度的确定244.2.3 尾水平台及尾水闸室的布置25第五章 大坝设计265.1 大坝有关参数的确定265.2 非溢流坝设计275.2.1 非溢流坝基本剖面设计275.2.2 非溢流坝实用剖面设计285.2.3 非溢流坝的荷载组合295.2.4 非溢流坝抗滑稳定验算（坝基处22截面）295.2.5 非溢流坝段应力验算（坝基处22截面）335.2.6 坝基处22截面内部应力验算355.2.7 非溢流坝段折坡处抗滑稳定验算（11截面）395.2.8 非溢流坝段折坡应力验算（11截面）435.3 溢流坝段设计455.3.1 溢流坝段基本数据455.3.2溢流坝段实用剖面设计455.3.3溢流坝段消能设施的结构尺寸确定465.3.4溢流坝抗滑稳定验算（坝基处22截面）485.3.5溢流坝段应力验算（坝基处22截面）525.3.6 溢流挑射距离和冲坑深度计算545.4 厂房坝段设计555.4.1 水电站厂房的型式555.4.2 水电站厂房的布置555.4.3 电站引水管的布置形式555.4.4 厂房坝段坝身剖面设计56第六章 施工组织设计576.1 施工导流标准576.2 施工导流布置和水力计算576.2.1导流方法576.2.2 导流布置576.3 一期导流计算586.3.1 导流水力计算586.3.2 上下游围堰的堰顶高程596.3.3 围堰断面设计596.3.4 围堰工程量计算626.4 二期导流机算636.4.1 坝体缺口和底孔联合泄流水力计算636.4.2 堰顶高程的确定与堰顶宽度的确定636.4.3 围堰断面设计636.4.4 围堰工程量计算646.5 封堵时间及蓄水计划6575毕业设计（论文）原创性声明和使用授权说明原创性声明本人郑重承诺：所呈交的毕业设计（论文），是我个人在指导教师的指导下进行的研究工作及取得的成果。尽我所知，除文中特别加以标注和致谢的地方外，不包含其他人或组织已经发表或公布过的研究成果，也不包含我为获得 及其它教育机构的学位或学历而使用过的材料。对本研究提供过帮助和做出过贡献的个人或集体，均已在文中作了明确的说明并表示了谢意。作 者 签 名： 日 期： 指导教师签名： 日期： 使用授权说明本人完全了解 大学关于收集、保存、使用毕业设计（论文）的规定，即：按照学校要求提交毕业设计（论文）的印刷本和电子版本；学校有权保存毕业设计（论文）的印刷本和电子版，并提供目录检索与阅览服务；学校可以采用影印、缩印、数字化或其它复制手段保存论文；在不以赢利为目的前提下，学校可以公布论文的部分或全部内容。作者签名： 日 期： 学位论文原创性声明本人郑重声明：所呈交的论文是本人在导师的指导下独立进行研究所取得的研究成果。除了文中特别加以标注引用的内容外，本论文不包含任何其他个人或集体已经发表或撰写的成果作品。对本文的研究做出重要贡献的个人和集体，均已在文中以明确方式标明。本人完全意识到本声明的法律后果由本人承担。作者签名： 日期： 年 月 日学位论文版权使用授权书本学位论文作者完全了解学校有关保留、使用学位论文的规定，同意学校保留并向国家有关部门或机构送交论文的复印件和电子版，允许论文被查阅和借阅。本人授权 大学可以将本学位论文的全部或部分内容编入有关数据库进行检索，可以采用影印、缩印或扫描等复制手段保存和汇编本学位论文。涉密论文按学校规定处理。作者签名：日期： 年 月 日导师签名： 日期： 年 月 日第一章 设计依据1.1 工程等级及建筑物级别根据水利水电工程等级划分及洪水标准sl2522000有表1-1 水利水电工程分等指标工程等别工程规模水库总库容(10m）防 洪治 涝灌 溉供 水发 电保护城镇及工矿企业的重要性保护农田(10亩)治涝面积(10亩)灌溉面积(10亩)供水对象重要性装机容量(10kw)大（1）型10特别重要500200150特别重要120大（2）型101.0重要5001002006015050重要12030中型1.00.10中等100306015505中等305小（1）型0.100.01一般30515350.5一般51小（2）型0.010.001530.51注: 水库总库容指水库最高水位以下的静库容；治涝面积和灌溉面积均指设计面积。确定xx水利枢纽工程为等工程，大（1）型规模。表 1-2 水工建筑物级别工程等别永久性建筑物级别临时性建筑物级别主要建筑物次要建筑物133234345455555确定xx水利枢纽的水工建筑物级别为：主要建筑物1级，次要建筑物3级，临时性建筑物级别4级。1.2 工程洪水标准表 1-3 山区、丘陵区水利水电工程永久性水工建筑物的洪水标准重现期（年）项 目水工建筑物级别12345设 计10005005001001005050303020校核土石坝可能最大洪水（pmf）或10000500050002000200010001000300300200混凝土坝、浆砌石坝50002000200010001000500500200200100本工程采用混凝土重力坝，所以永久性水工建筑物的洪水标准：正常运用情况下为1000年一遇（）,非常运用情况下为5000年一遇（）。表1-4 临时性水工建筑物洪水标准重现期（年）临时性建筑物类型临时性水工建筑物级别345土石结构50202010105混凝土、浆砌石结构201010553确定临时性建筑物的洪水标准：20年一遇（）。第二章 洪水调节计算2.1 工程洪水标准由上面工程洪水标准知道，xx水利枢纽工程的设计洪水为1000年一遇（p=0.1%），校核洪水为5000年一遇（p=0.02%）。2.2 调洪计算2.2.1 调洪计算基本原理1.调洪计算基本水文资料 （1）库水位与库容关系曲线库水位z(m)306308310312314316318320库容v(10)12.213.815.317.319.822.425.127.8表21库水位与库容关系曲线（2）洪水流量过程线 图21 洪水流量过程线（3）坝址处流量与水位关系曲线 见说明书附图3。2.调洪计算过程本工程利用列表试算法进行调洪计算。（1）本次设计共拟订了16个方案进行比较：表22 调洪方案 泄水工况泄水方式堰顶高程（m）溢流宽度孔数孔宽（m）设计工况p=0.1%13037149113047149112303911714304911714校核工况p=0.02%13037149113047149112303911714304911714 注： 泄水方式 1 表孔溢流泄洪 （底孔作为安全储备） 2 表孔溢流泄洪+发电辅助泄洪 （底孔作为安全储备） （2）水量平衡公式如下: （3）水库蓄洪曲线当已知水库入库洪水过程线时，均为已知；, 则是计算时段开始时的初始条件。假定暂不计及自水库取水的兴利部门泄向下游的流量，则下泄流量应是泄洪建筑物泄流水头的函数，而当泄洪建筑物的型式、尺寸等已定时式（22）常用泄流水头与下泄流量的关系曲线来表示。根据水利学公式，与的关系曲线不难求出。若是堰流，即为库水位与堰顶高程之差；若是闸孔出流，即为库水位与闸孔中心高程之差。因此，不难根据与的关系曲线求出与的关系曲线。并且，由库水位，又可借助与水库容积特性曲线，求出相应的水库蓄水容积（蓄存水量）。所以，式（22）最终也可以用下泄流量与库容的关系曲线来代替，即上面的式子组成一个方程组，可以解出、。 2.2.2 水位与流量关系的确定本工程泄洪方式采用wes堰流曲线。水位与流量关系曲线公式： 2.2.3 机算调洪数据1. 表孔溢流泄洪（底孔作为安全储备）（1）设计洪水情况（p=0.1%）a.堰顶高程303m，溢流宽度（孔数孔宽）714m 98*303*水库调洪演算p=0.1% (列表试算法)时间 t (h)时段 t (分钟)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3/s)v(万m3)v(万m3)z(m)1234567891011032360119600.0305.763603636.003436.007421.761311.662655.831416.596005.17125605.2306.45123604164.003900.008424.001701.5641506.613254.285169.72130774.9307.1183604891.004527.509779.402121.4521911.514128.865650.54136425.4307.8243606000.005445.5011762.282727.032424.245236.366525.92142951.3308.66303607455.006727.5014531.403492.2223109.636716.797814.61150765.9309.7363609000.008227.5017771.404316.443904.338433.359338.05160104.0310.7142360105459772.5021108.605234.474775.4510314.9810793.62170897.6311.794836011618.0011081.5023936.046135.3985684.9312279.4511656.59182554.2312.765436012509.0012063.5026057.167038.4186586.9114227.7211829.44194383.6313.716036012777.0012643.0027308.887918.17478.2616153.0411155.84205539.5314.586636012182.0012479.5026955.728647.1068282.6017890.429065.30214604.8315.287236010909.0011545.5024938.289105.338876.2219172.635765.65220370.4315.72783608909.009909.0021403.449240.729173.0319813.741589.70221960.1315.84843606545.007727.0016690.328990.7619115.7419690.00-2999.68218960.4315.61903604818.005681.5012272.048459.668725.2118846.45-6574.41212386.0315.1963603255.004036.508718.847761.898110.7817519.28-8800.44203585.6314.43进一步深入计算：98*303*水库调洪演算p=0.1% (列表试算法)时间 t (h)时段 t (分钟)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3/s)v(万m3)v(万m3)z(m)1234567891072109099105.33220370.4315.72736010508.0010708.503855.069146.9999126.163285.42569.64220940.0315.76746010261.0010384.503738.429188.6339167.823300.41438.01221378.0315.875609831.0010046.003616.569209.4819199.063311.66304.90221682.9315.8276609627.009729.003502.449230.309219.893319.16183.28221866.2315.8477609297.009462.003406.329230.2999230.303322.9183.41221949.6315.8478608909.009103.003277.089230.2999230.303322.91-45.83221903.8315.84796083748641.503110.949209.489219.893319.16-208.22221695.6315.82b.堰顶高程303m，溢流宽度（孔数孔宽）911m99*303*水库调洪演算p=0.1% (列表试算法)时间 t (h)时段 t (分钟)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3/s)v(万m3)v(万m3)z(m)12345678910032360119600.0305.763603636.003436.007421.761325.009662.501431.015990.75125590.8306.45123604164.003900.008424.001712.8141518.913280.855143.15130733.9307.09183604891.004527.509779.402143.0411927.934164.325615.08136349.0307.8243606000.005445.5011762.282739.932441.485273.606488.68142837.7308.64303607455.006727.5014531.403512.8783126.406753.037778.37150616.0309.68363609000.008227.5017771.404343.1973928.048484.569286.84159902.9310.694236010545.009772.5021108.605261.974802.5810373.5810735.02170637.9311.764836011618.0011081.5023936.046178.6045720.2912355.8211580.22182218.1312.745436012509.0012063.5026057.167081.2286629.9214320.6211736.54193954.6313.686036012777.0012643.0027308.887956.6097518.9216240.8611068.02205022.7314.546636012182.0012479.5026955.728693.0048324.8117981.588974.14213996.8315.237236010909.0011545.5024938.289145.408919.2019265.475672.81219669.6315.67783608909.009909.0021403.449261.109203.2519879.021524.42221194.0315.78843606545.007727.0016690.329019.1289140.1219742.65-3052.33218141.7315.55903604818.005681.5012272.048482.628750.8718901.89-6629.85211511.9315.04963603255.004036.508718.847767.228124.9217549.83-8830.99202680.9314.36进一步深入计算：99*303*水库调洪演算p=0.1% (列表试算法)时间 t (h)时段 t (分钟)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3/s)v(万m3)v(万m3)z(m)1234567891072109099145.40219669.6315.67736010508.0010708.503855.069187.4559166.433299.91555.15220224.8315.71746010261.0010384.503738.429219.0159203.243313.16425.26220650.0315.7475609831.0010046.003616.569250.5739234.793324.53292.03220942.0315.7776609627.009729.003502.449261.109255.843332.10170.34221112.4315.7877609297.009462.003406.329261.1049261.103334.0072.32221184.7315.7878608909.009103.003277.089261.1049261.103334.00-56.92221127.8315.78796083748641.503110.949240.089250.593330.21-219.27220908.5315.76c.堰顶高程304m，溢流宽度（孔数孔宽）714m98*304*水库调洪演算p=0.1% (列表试算法)时间 t (h)时段 t (分钟)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3/s)v(万m3)v(万m3)z(m)12345678910032360119600.0305.763603636.003436.007421.76836.6023418.30903.536518.23126118.2306.52123604164.003900.008424.001235.781036.192238.176185.83132304.1307.29183604891.004527.509779.401691.1121463.453161.046618.36138922.4308005445.5011762.282348.972020.044363.297398.99146321.4309.11303607455.006727.5014531.403105.442727.215890.778640.63154962.0310.2363609000.008227.5017771.403916.283510.867583.4610187.94165150.0311.224236010545.009772.5021108.604815.864366.079430.7111677.89176827.9312.314836011618.0011081.5023936.045717.5585266.7111376.0912559.95189387.8313.315436012509.0012063.5026057.166648.8096183.1813355.6812701.48202089.3314.316036012777.0012643.0027308.887566.0947107.4515352.1011956.78214046.1315.236636012182.0012479.5026955.728323.8197944.9617161.119794.61223840.7315.997236010909.0011545.5024938.288832.438578.1218528.746409.54230250.2316.46783608909.009909.0021403.449005.878919.1519265.362138.08232388.3316.62843606545.007727.0016690.328799.9078902.8919230.24-2539.92229848.4316.43903604818.005681.5012272.048303.898551.9018472.10-6200.06223648.3315.97963603255.004036.508718.847655.827979.8617236.49-8517.65215130.7315.32进一步深入计算：98*304*水库调洪演算p=0.1% (列表试算法)时间 t (h)时段 t (分钟)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3/s)v(万m3)v(万m3)z(m)1234567891072109098832.43230250.2316.46736010508.0010708.503855.068922.3028877.363195.85659.21230909.4316.52746010261.0010384.503738.428929.9818926.143213.41525.01231434.4316.5575609831.0010046.003616.568962.58946.243220.65395.91231830.3316.5876609627.009729.003502.448995.028978.763232.35270.09232100.4316.6177609297.009462.003406.328995.0188995.023238.21168.11232268.5316.6178608909.009103.003277.089005.8689000.443240.1636.92232305.5316.62796083748641.503110.948984.208995.033238.21-127.27232178.2316.6d.堰顶高程304m，溢流宽度（孔数孔宽）911m99*304*水库调洪演算p=0.1% (列表试算法)时间 t (h)时段 t (分钟)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3/s)v(万m3)v(万m3)z(m)12345678910032360119600.0305.763603636.003436.007421.76845.1152422.56912.726509.04126109.0306.52123604164.003900.008424.001243.1131044.112255.296168.71132277.7307.28183604891.004527.509779.401694.7441468.933172.896606.51138884.3308.11243606000.005445.5011762.282366.112030.434385.727376.56146260.8309.1303607455.006727.5014531.4031292747.555934.728596.68154857.5310.19363609000.008227.5017771.403940.0783534.547634.6010136.80164994.3311.24236010545.009772.5021108.604846.664393.379489.6811618.92176613.2312.294836011618.0011081.5023936.045757.535302.1011452.5312483.51189096.7313.295436012509.0012063.5026057.166696.3316226.9313450.1712606.99201703.7314.296036012777.0012643.0027308.887612.8687154.6015453.9311854.95213558.7315.26636012182.0012479.5026955.728358.1717985.5217248.729707.00223265.7315.947236010909.0011545.5024938.288867.568612.8718603.796334.49229600.2316.41783608909.009909.0021403.449042.778955.1719343.162060.28231660.4316.57843606545.007727.0016690.328823.7548933.2619295.85-2605.53229054.9316.37903604818.005681.5012272.048327.968575.8618523.85-6251.81222803.1315.91963603255.004036.508718.847663.227995.5917270.47-8551.63214251.5315.25进一步深入计算：99*304*水库调洪演算p=0.1% (列表试算法)时间 t (h)时段 t (分钟)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3/s)v(万m3)v(万m3)z(m)1234567891072109098867.56229600.2316.41736010508.0010708.503855.068922.3028894.933202.18652.88230253.1316.46746010261.0010384.503738.428966.1128944.213219.91518.51230771.6316.575609831.0010046.003616.568998.9628982.543233.71382.85231154.4316.5376609627.009729.003502.449020.859009.913243.57258.87231413.3316.5577609297.009462.003406.329031.8129026.333249.48156.84231570.2316.5678608909.009103.003277.089031.8129031.813251.4525.63231595.8316.56796083748641.503110.949020.859026.333249.48-138.54231457.2316.55（2）校核洪水情况（p=0.02%）a.堰顶高程303m，溢流宽度（孔数孔宽）714m98*303*水库调洪演算p=0.02% (列表试算法)时间 t (h)时段 t (分钟)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3/s)v(万m3)v(万m3)z(m)12345678910034810119600.0305.763603998.003739.508077.321359.642679.821468.416608.91126208.9306.53123604537.004267.509217.801791.5391575.593403.285814.52132023.4307.25183605296.004916.5010619.642263.5022027.524379.446240.20138263.6308.03243606463.005879.5012699.722962.482612.995644.067055.66145319.3308.98303608056.007259.5015680.523772.4473367.467273.728406.80153726.1310.07363609759.008907.5019240.204639.4484205.959084.8510155.35163881.4311.08423601133310546.0022779.365612.575126.0111072.1811707.18175588.6312.214836012556.0011944.5025800.126572.656092.6113160.0412640.08188228.7313.225436013519.0013037.5028161.007564.0217068.3415267.6012893.40201122.1314.246036013852.0013685.5029560.688542.9588053.4917395.5412165.14213287.2315.186636013296.0013574.0029319.849334.4478938.7019307.6010012.24223299.5315.947236011759.0012527.5027059.409869.439601.9420740.186319.22229618.7316.42783609574.0010666.5023039.649993.159931.2921451.591588.05231206.8316.53843607019.008296.5017920.449711.9169852.5421281.48-3361.04227845.7316.28903605204.006111.5013200.849136.579424.2520356.37-7155.53220690.2315.75963603481.004342.509379.808365.948751.2518902.71-9522.91211167.3315.01进一步深入计算：98*303*水库调洪演算p=0.02% (列表试算法)时间 t (h)时段 t (分钟)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3)q (m3/s)(q1+q2)/2 (m3/s)(q1+q2)/2*t (万m3/s)v(万m3)v(万m3)z(m)1234567891072117599869.43229618.7316.42736011463.0011611.004179.969914.3999891.913561.09618.87230237.6316.46746011074.0011268.504056.669959.4079936.903577.29479.37230716.9316.5756010667.0010870.503913.389981.8949970.653589.43323.95231040.9316.52766010278.0010472.503770.1010004.429993.163597.54172.56231213.5316.54776010000.0010139.003650.0410004.4210004.423601.5948.45231261.9316.5478609574.009787.003523.329993.1549998.793599.56-76.24231185.7316.53796089819277.503339.909970.679981.913593.49-253.59230932.1316.51b.堰顶高程303m，溢流宽