水电站水能规划与调度图绘制说明书

1、WORD.PAGE- 70 - / NUMPAGES84摘要白莲崖水库坝址位于漫水河中游，距淠河入口189km，属于年调节水库。水电站以发电为主，兼顾航运、放木(竹)与防洪等综合利用要求。白莲崖水电站挡水建筑物为混凝土重力坝，坝址处于漫水河，坝址处河谷狭窄，两岸地形对称，岩石坚硬完整，为单一的花岗斑岩，地质状况良好。大坝正常蓄水位为208m，对应库容为2.005亿m。坝址处多年月平均流量为19.5m/s。通过计算可知，白莲崖水电站水库为年调节水库。本次设计给定了水库正常蓄水位为211m，由于水库多年平均来水量较少，通过水量调节平衡计算，将正常蓄水位下调至208m。对三个拟定的死水位方案（179

2、m，181m，183m）进行兴利调节与水能计算，经计算比较，选保证出力大的179m死水位为最终方案，对应库容0.55亿m。调洪演算时取防洪限制水位为207m。根据下游防护标准（P=1%），确定水库的防洪高水位208.61m，根据洪水资料设计洪水（P=0.2%），确定水库的设计洪水位211.64m。校核洪水位（P=0.1%）为212.02m。白莲崖水电站重力坝非溢流坝段坝顶高程215m，最大坝高82m，坝底宽68m。溢流坝段堰顶高程202m，溢洪道净宽60m，闸门采用平板闸门10.3（宽）7（高），闸墩长14.5m，厚3m，溢洪道总长78m，坝底宽为85.8m。大坝挡泄水建筑物轴线总长300m。

3、利用电力电能平衡的方法确定水电站装机容量为8.6万kW，两台机组，单机容量4.3万kW。水轮机型号为HL220-LJ-380；厂房为坝后式厂房，主厂房总宽定为20m，总长55m。水轮机安装高程为139.845m。起重机选用电动双钩桥式起重机，最大起重量选2150吨，跨度选用16m。装配场长度取20m。副厂房是为保证水电站正常运行需要，设置在主厂房下游侧。主要布置各种机电辅助设备、房间、生产间和必要生活设施房间。副厂房总宽6.6m。电站建成后主要担任华东电网调峰并供电、将使丽、温两地区通过220千伏输电线路联系，形成浙南电力系统。此外，电站的建设，将带动当地工农业发展，为当地居民创造就业条件，改

4、善当地社会经济，促进当地以与周围地区的发展。关键词：兴利调节；调洪演算；水库调度；挡水建筑物；泄水建筑物；稳定计算；应力计算；水轮机选型；厂房设计。ABSTRACTBailianya Reservoir is located in the midstream of Manshui River which is 189km away from the river mouth of Pea river. It is an annual regulation reservoir. Thishydroelectric power station is mainly designed for gener

5、ating electricity. It gives consideration to shipping, transporting wood and preventing waterflood as well. The water retaining structure of Bailianya hydroelectric station is a concrete gravity dam. The damsite is at Manshui Rver. The vally at that locality is appropriately narrow. The terrain of t

6、wo riversides is symmetrical. The rock is simply composed of granite porphyry which is solid and complete. So the geological condition is good. This dams normal water level is 208m, and its corresponding storage capacity is 0.2 billion cubic metres. The monthly average rate of flow is 19.5 cubic met

7、res per second at the damsite due to long-term statistics.It is an annual regulation reservoir by calculation.In my graduation project the impounded level was originally designed to be 211m. Because this reservoir got little water supplement annually, the normal water level was reduced to be 208m ac

8、cording to the calculation of water equilibrium regulation.By profiting regulation and waterpower calculation, the 179m-dead water level was eventually chosen from three draft dead water level schemes(179m, 181m, 183m)because its ensuring output is the largest one. The corresponding storage capacity

9、 is 55 million cubic metres. The flood control water level was designed to be 207m.On the basis of protection standard of downstream structures(P=1%), the upper water level for flood control was designed to be 208.61m.According to the data of the design flood, the design flood level was designed to

10、be 211.64m. According to the data of the check flood, the maximum flood level was designed to be 212.02m.The crestaltitude of the non-overflow dam sectionof Bailianya hydroelectric stationis 215m. Its maximum height is 82 metres. The base of the dam is 68 metres wide. The altitude of the weir crest

11、of the overfall dam section is 202m. The clear widith of the spillway is 60 metres. The sluice gate is 10.3 metres wide and 7 metres high. The gate pier is 14.5 metres long and 3 metres thick. The overall length of the spillway is 78 metres. The base of the overflow dam is 85.8 metres wide. The over

12、all length of the water retaining structure is 300 metres.By calculating the balance of the electric energy balance, the installed capacity of the hydroelectric station was designd to be 86 thounsand kW. It was divided into two units whose unit capacity was 43 thousand kW. The model of the water tur

13、bine is HL220-LJ-380. The factory building was designed to be the dam type. Its main factory was designed to be 20 metres wide and 55 metres long. The installation altitude of the water turbine was 139.845m. The electrical double hook bridge crane was chosen. Its maximum hoisting capacity is 2150t.

14、The span was chosen to be 16 metres. The assembly plant was designed to be 20 metres long. The auxiliary room was designed at the downstream side of the main factory for ensuring that the station was working regularly. It mainly contained various of electromechanical aids, manufacturing shops and so

15、me necessary domestic installation rooms. The auxiliary room was 6.6 metres wide.This electrical station will join the East China Power Grid after the construction work is finished. Furthermore, the construction of the station will drive the local agriculture into further development and create more

16、 employment opportunities for local residents. It willimprove the social economy and promote local area and its surrounding areas further development.Key words：gravity dam; profiting regulation; hydropower computation; energy balance; water retaining structure; sluicingbuildings; stabilization; wate

17、r turbine; factory building目录 TOC o 1-3 h z u HYPERLINK l _Toc358330185摘要 PAGEREF _Toc358330185 h IHYPERLINK l _Toc358330186ABSTRACT PAGEREF _Toc358330186 h IIHYPERLINK l _Toc358330187第一章绪论 PAGEREF _Toc358330187 h 1HYPERLINK l _Toc3583301881.1 基本资料 PAGEREF _Toc358330188 h 1HYPERLINK l _Toc3583301891

18、.1.1 流域概况 PAGEREF _Toc358330189 h 1HYPERLINK l _Toc3583301901.1.2 气象条件 PAGEREF _Toc358330190 h 1HYPERLINK l _Toc3583301911.1.3 水文特性 PAGEREF _Toc358330191 h 1HYPERLINK l _Toc3583301921.1.4 水位库容关系 PAGEREF _Toc358330192 h 3HYPERLINK l _Toc3583301931.1.5 下游水位流量关系 PAGEREF _Toc358330193 h - 1 -HYPERLINK l

19、 _Toc3583301941.1.6 电力系统已有负荷资料 PAGEREF _Toc358330194 h - 1 -HYPERLINK l _Toc3583301951.2 设计任务 PAGEREF _Toc358330195 h - 2 -HYPERLINK l _Toc358330196第二章水能规划 PAGEREF _Toc358330196 h - 1 -HYPERLINK l _Toc3583301972.1 水文资料分析 PAGEREF _Toc358330197 h - 1 -HYPERLINK l _Toc3583301982.1.1 兴利调节计算 PAGEREF _Toc

20、358330198 h - 1 -HYPERLINK l _Toc3583301992.1.2 年径流频率分析 PAGEREF _Toc358330199 h - 1 -HYPERLINK l _Toc3583302002.1.3 年径流与其年分配 PAGEREF _Toc358330200 h - 3 -HYPERLINK l _Toc3583302012.1.4 水库调节性能的判断 PAGEREF _Toc358330201 h - 4 -HYPERLINK l _Toc3583302022.2 死水位选择 PAGEREF _Toc358330202 h - 4 -HYPERLINK l

21、_Toc3583302032.2.1 径流调节 PAGEREF _Toc358330203 h - 4 -HYPERLINK l _Toc3583302042.3 装机容量选择 PAGEREF _Toc358330204 h - 6 -HYPERLINK l _Toc3583302052.3.1最大工作容量的确定 PAGEREF _Toc358330205 h - 6 -HYPERLINK l _Toc3583302062.3.2 必需容量的确定 PAGEREF _Toc358330206 h - 11 -HYPERLINK l _Toc3583302072.3.3 重复容量的确定 PAGER

22、EF _Toc358330207 h - 11 -HYPERLINK l _Toc3583302082.3.4 装机容量的确定 PAGEREF _Toc358330208 h - 11 -HYPERLINK l _Toc3583302092.3.5 电力系统平衡图 PAGEREF _Toc358330209 h - 12 -HYPERLINK l _Toc3583302102.4 防洪设计 PAGEREF _Toc358330210 h - 13 -HYPERLINK l _Toc3583302112.4.1 设计标准 PAGEREF _Toc358330211 h - 13 -HYPERLI

23、NK l _Toc3583302122.4.2 调洪演算 PAGEREF _Toc358330212 h - 1 -HYPERLINK l _Toc3583302132.4.3泄流量的计算 PAGEREF _Toc358330213 h - 1 -HYPERLINK l _Toc3583302142.4.4 调洪计算 PAGEREF _Toc358330214 h - 14 -HYPERLINK l _Toc3583302152.4.5 调洪成果 PAGEREF _Toc358330215 h - 21 -HYPERLINK l _Toc3583302162.5 水库调度图的绘制 PAGERE

24、F _Toc358330216 h - 22 -HYPERLINK l _Toc3583302172.6 小结 PAGEREF _Toc358330217 h - 26 -HYPERLINK l _Toc358330218第三章枢纽布置与挡水、泄水建筑物设计 PAGEREF _Toc358330218 h - 27 -HYPERLINK l _Toc3583302193.1 枢纽布置 PAGEREF _Toc358330219 h - 27 -HYPERLINK l _Toc3583302203.1.1 坝段布置 PAGEREF _Toc358330220 h - 27 -HYPERLINK

25、l _Toc3583302213.2挡水建筑物 PAGEREF _Toc358330221 h - 27 -HYPERLINK l _Toc3583302223.2.1坝高确定 PAGEREF _Toc358330222 h - 27 -HYPERLINK l _Toc3583302233.2.2 基本剖面设计 PAGEREF _Toc358330223 h - 28 -HYPERLINK l _Toc3583302243.2.3实用剖面 PAGEREF _Toc358330224 h - 29 -HYPERLINK l _Toc3583302253.2.4 廊道设置 PAGEREF _Toc

26、358330225 h - 29 -HYPERLINK l _Toc3583302263.2.5 坝体排水 PAGEREF _Toc358330226 h - 30 -HYPERLINK l _Toc3583302273.2.6 非溢流坝稳定与强度校核 PAGEREF _Toc358330227 h - 30 -HYPERLINK l _Toc3583302283.3 泄水建筑物砼溢流坝 PAGEREF _Toc358330228 h - 35 -HYPERLINK l _Toc3583302293.3.1 溢流坝剖面设计 PAGEREF _Toc358330229 h - 35 -HYPER

27、LINK l _Toc3583302303.3.2坝体廊道与排水设置 PAGEREF _Toc358330230 h - 38 -HYPERLINK l _Toc3583302313.3.3坝身泄水孔设置PAGEREF _Toc358330231 h - 38 -HYPERLINK l _Toc3583302323.3.4溢流坝强度与稳定校核 PAGEREF _Toc358330232 h - 39 -HYPERLINK l _Toc3583302333.4 小结 PAGEREF _Toc358330233 h - 42 -HYPERLINK l _Toc358330234第四章水电站厂房设计

28、 PAGEREF _Toc358330234 h - 43 -HYPERLINK l _Toc3583302354.1 水头Hmax、Hmin、Hr选择 PAGEREF _Toc358330235 h - 43 -HYPERLINK l _Toc3583302364.1.1最大水头的确定 PAGEREF _Toc358330236 h - 43 -HYPERLINK l _Toc3583302374.1.2最小水头的确定PAGEREF _Toc358330237 h - 43 -HYPERLINK l _Toc3583302384.2 水轮机选型设计 PAGEREF _Toc358330238

29、 h - 43 -HYPERLINK l _Toc3583302394.3 水轮机外形尺寸计算 PAGEREF _Toc358330239 h - 45 -HYPERLINK l _Toc3583302404.3.1 蜗壳尺寸 PAGEREF _Toc358330240 h - 45 -HYPERLINK l _Toc3583302414.3.2 尾水管尺寸 PAGEREF _Toc358330241 h - 46 -HYPERLINK l _Toc3583302424.4 有压式进水口布置 PAGEREF _Toc358330242 h - 47 -HYPERLINK l _Toc35833

30、02434.4.1 进水口轮廓尺寸计算 PAGEREF _Toc358330243 h - 47 -HYPERLINK l _Toc3583302444.4.2进水口高程计算 PAGEREF _Toc358330244 h - 47 -HYPERLINK l _Toc3583302454.4.3拦污栅布置 PAGEREF _Toc358330245 h - 48 -HYPERLINK l _Toc3583302464.5 水轮机发电机外形尺寸计算 PAGEREF _Toc358330246 h - 48 -HYPERLINK l _Toc3583302474.5.1 基本尺寸的计算 PAGER

31、EF _Toc358330247 h - 48 -HYPERLINK l _Toc3583302484.5.2外形尺寸估算 PAGEREF _Toc358330248 h - 49 -HYPERLINK l _Toc3583302494.5.3 水轮发电机总重估算 PAGEREF _Toc358330249 h - 50 -HYPERLINK l _Toc3583302504.6 油压装置与调速器计算 PAGEREF _Toc358330250 h - 53 -HYPERLINK l _Toc3583302514.6.1 调速功的计算 PAGEREF _Toc358330251 h - 53

32、-HYPERLINK l _Toc3583302524.6.2 导叶接力器容积 PAGEREF _Toc358330252 h - 53 -HYPERLINK l _Toc3583302534.6.3 油压装置选择 PAGEREF _Toc358330253 h - 54 -HYPERLINK l _Toc3583302544.7 厂房布置 PAGEREF _Toc358330254 h - 54 -HYPERLINK l _Toc3583302554.7.1 厂房各层高程确定 PAGEREF _Toc358330255 h - 54 -HYPERLINK l _Toc3583302564.7

33、.2 厂房宽度的确定 PAGEREF _Toc358330256 h - 56 -HYPERLINK l _Toc3583302574.7.3 主厂房长度 PAGEREF _Toc358330257 h - 57 -HYPERLINK l _Toc3583302584.8 副厂房以与其他的相关的尺寸见水轮机层发电机层的剖面图。 PAGEREF _Toc358330258 h - 58 -HYPERLINK l _Toc3583302594.9 油系统的布置 PAGEREF _Toc358330259 h - 58 -HYPERLINK l _Toc3583302604.10 供水系统 PAGE

34、REF _Toc358330260 h - 58 -HYPERLINK l _Toc3583302614.11排水系统 PAGEREF _Toc358330261 h - 58 -HYPERLINK l _Toc3583302624.12 厂区布置 PAGEREF _Toc358330262 h - 58 -HYPERLINK l _Toc3583302634.13 小结 PAGEREF _Toc358330263 h - 59 -HYPERLINK l _Toc358330264设计主要成果 PAGEREF _Toc358330264 h - 60 -HYPERLINK l _Toc3583

35、30265参考书目 PAGEREF _Toc358330265 h - 61 -第一章 绪论1.1 基本资料1.1.1流域概况淠河是淮岸主要支流之一，源出省西南部大别山北麓，有东西二条主要源流，即东淠河和西淠河，已分别建有佛子岭和响洪甸二座大型水库。东淠河佛子岭以上又分两支：东支黄尾河上已建有磨子潭水库；西支漫水河上拟建白莲崖水库。东淠河自佛子岭水库以下流经霍山县城北侧至市境的两河口处与西淠河相会，向北流经横排头、市城区西侧至寿县境的关西南注入淮河，全流域面积6000平方公里。东淠河佛子岭水库以上属于大别山深山区，多为高山峻岭，流域呈扇形，主河道长77km，平均坡度6.5。磨子潭、白莲崖水库以

36、上流域均呈叶状，主河道长分别为46km和51km，相应平均坡度分别为10.5和5.6。白莲崖水库坝址位于漫水河中游，距淠河入淮口189km，下游26km为已建的佛子岭水库，流域面积745平方公里，佛子岭水库经东淠河流过霍山县至下游33km的市两河口处与西淠河相会，流域面积1840平方公里。1.1.2气象条件本区地处北亚热带北缘，属于亚季风较湿润气候区，雨量丰沛，降水成因多为东南沿海暖湿气流侵，盆地低压东移以与强台风的边缘影响，降水随地形的抬升而递增的现象较明显，在接近大别山主体处形成一个多雨中心。库区多年平均降水量1480毫升，汛期59月占64.6%，其中6月份降水最大，占全年的15.8%，降

37、水年际间变化也大，最大年降水量2593毫m，发生在1954年，最小年降水量900毫m，发生在1978年。多年平均气温为15.5、月平均最高气温为20.6、月平均最低气温为11.5、极端最高气温43.3，极端最低气温零下17.4，多年平均蒸发量为1197毫m，无霜期220天，最长、最短无霜期分别为270天和193天。大风多出现于冬春夏三季，据县气象站资料统计，风力大于等于8级（风速大于20m/s）平均每年6次，常年主导风向为东北方向。1.1.3水文特性白莲崖水电站测与外延长的19502002年共53年的径流资料，求的多年平均流量为19.5m3/秒。见表1-1表1-1白莲崖历年月平均流量表 位m3

38、/秒月年123456789101112年195011.011.017.025.06.013.053.022.027.025.011.03.518.719517.018.08.015.021.033.058.09.025.04.04.24.217.219526.518.549.030.031.06.026.047.535.020.011.06.023.919536.015.019.013.010.059.532.039.017.09.018.511.020.8195425.024.516.530.558.070.0232.030.512.57.53.06.043.0195510.021.031.

39、530.014.075.025.045.010.03.01.51.322.219563.82.218.533.544.047.720.886.015.88.02.42.223.719575.56.97.821.454.823.952.722.14.51.96.010.718.319584.33.710.451.549.45.02.347.911.227.08.35.019.019596.736.227.840.951.321.018.42.713.12.512.99.120.219606.75.038.828.023.759.624.27.230.76.59.44.920.319614.04.

40、619.510.316.519.524.420.727.76.920.77.015.219624.78.85.718.320.930.145.666.051.212.311.78.323.719633.53.417.457.956.78.262.369.818.15.07.64.626.419647.416.325.376.153.138.916.85.64.814.07.63.722.419652.812.17.528.48.63.85.222.34.57.310.45.09.819665.96.313.126.623.216.631.31.31.41.52.72.311.119673.86

41、.514.217.324.08.726.65.23.53.718.76.111.519684.13.611.413.629.84.834.49.78.13.53.09.811.419698.516.518.243.222.97.6245.010.912.75.64.42.833.519702.65.713.520.040.247.347.014.034.213.45.04.720.719714.55.517.222.433.075.819.57.215.333.06.03.120.219722.98.331.320.422.621.013.630.616.519.525.75.118.1197

42、34.824.525.230.132.639.729.412.132.26.12.82.120.019742.910.18.119.958.420.632.613.53.03.94.03.315.119753.57.85.314.623.947.541.5108.017.131.811.49.517.019764.715.117.316.229.322.19.94.88.03.63.32.311.419772.23.717.239.165.919.836.155.616.913.810.25.024.019786.112.612.49.620.413.32.74.32.71.42.71.97.

43、519791.93.34.417.230.337.127.06.914.02.82.12.512.519806.03.221.717.413.747.987.2121.018.69.43.72.729.619813.311.07.729.83.729.551.832.016.234.120.77.020.619825.010.119.125.012.826.675.444.112.75.412.76.421.419834.13.74.920.624.760.5123.010.934.168.68.24.830.919844.36.97.613.514.664.924.541.631.56.55

44、.512.219.419854.64.721.117.851.511.225.64.819.040.311.05.718.219864.23.111.712.615.248.364.79.614.13.24.73.716.419877.214.122.028.842.516.250.162.016.98.720.64.324.619882.93.219.35.833.223.58.749.427.14.31.91.715.319892.55.717.619.422.170.312.336.717.68.221.13.619.719904.542.316.819.629.07.012.89.76

45、.33.77.63.513.619914.813.839.548.325.784.5262.019.07.02.41.42.242.919922.73.823.69.84.114.53.71.910.32.61.61.86.719938.714.140.512.049.427.415.238.656.96.311.47.624.119943.87.616.317.328.021.223.319.518.34.93.16.214.219959.26.85.219.253.169.011.617.83.96.72.62.317.319963.53.016.58.69.979.3129.015.61

46、2.612.213.44.225.719974.48.325.16.66.73.520.318.28.63.03.47.79.7199812.210.626.443.933.113.420.722.76.13.62.52.816.619992.61.88.222.813.8124.026.027.910.89.57.94.221.520008.288.845.253.124.9913.95.8615.114.617.69.2810.89.8200113.712.59.4513.29.2215.911.811.22.942.673.528.589.5420024.047.5725.117.135

47、.645.721.828.88.014.614.0910.617.75多年平均5.710.317.723.628.534.245.028.016.410.88.15.219.51占年%2.44.47.610.112.214.719.312.07.04.63.52.2100水利水电工程规划设计中，一般按水文年进行设计年径流分析。根据白莲崖水电站实测径流资料，从大多数年份的径流变化特性考虑，可确定水文年自每年3月起，至次年2月止。1.1.4水位库容关系见表1-2表1-2水库库容关系表水位库容135114517516014251703216180588620014814201154362021605

48、92031668120417304205179262061863520719344208200522092076121021470水位库容21122268212230662132386421424662215254602162636021727260218281602192906022029960221309602223196022332960224339602253496022636066水位库容227371722283827822939384230404902314171423242938233441622344538623546610236479502374929023850630239

49、5197024053310图1-1 水库库容特性曲线1.1.5下游水位流量关系见表1-3流量（m/s）水位（m）0133.120133.750134.1100134.5200135500135.81000136.61500137.42000138.225001393000139.63500140.340001415000142.67520146.11.1.6电力系统已有负荷资料已知设计负荷水平年的最大负荷为62万kW，根据典型日负荷最大负荷百分比可得典型日负荷，见表1-4表1-4各月典型日最大负荷变化列表时序1月2月3月4月5月6月7月8月9月10月11月12月144.9644.0443.40

50、42.4841.5540.6241.5442.4643.4044.3245.2545.88243.7542.8542.1641.2640.3739.4040.3041.2042.1643.0643.9544.64342.5341.6640.9240.0539.1838.1939.0639.9340.9241.7942.6643.40441.3240.4739.6838.8437.9936.9837.8238.6639.6840.5241.3742.16543.7542.8540.9240.0539.1838.1939.0639.9340.9241.7942.6644.64644.9644.04

51、43.4042.4841.5540.6241.5442.4643.4044.3245.2545.88748.6147.6245.8844.9043.9343.0444.0245.0045.8846.8647.8349.60853.4752.3848.3647.3346.3045.4746.5047.5348.3649.3950.4254.56958.3357.1453.3252.1951.0549.7150.8451.9753.3254.4555.5959.521055.9054.7652.0850.9749.8648.5049.6050.7052.0853.1954.3057.041153.

52、4752.3849.6048.5447.4946.6847.7448.8049.6050.6651.7154.561251.0450.0048.3647.3346.3045.4746.5047.5348.3649.3950.4252.081348.6147.6247.1246.1245.1144.2545.2646.2747.1248.1249.1349.601449.8248.8149.6048.5447.4946.6847.7448.8049.6050.6651.7150.841551.0450.0050.8449.7648.6847.8948.9850.0750.8451.9253.00

53、52.081652.2551.1952.0850.9749.8648.5049.6050.7052.0853.1954.3053.321754.6853.5753.3252.1951.0549.7150.8451.9753.3254.4555.5955.801857.1155.9555.8054.6153.4352.1453.3254.5055.8056.9958.1758.281960.7659.5258.2857.0455.8054.5655.8057.0458.2859.5260.7662.002059.5458.3357.0455.8354.6153.3554.5655.7757.04

54、58.2559.4760.762157.1155.9554.5653.4052.2450.9252.0853.2454.5655.7256.8858.282254.6853.5753.3252.1951.0549.7150.8451.9753.3254.4555.5955.802349.8248.8149.6048.5447.4946.6847.7448.8049.6050.6651.7150.842447.3946.4345.8844.9043.9342.4443.4044.3645.8846.8647.8348.361.2设计任务1 在给定正常蓄水位的条件下，通过方案比较确定死水位。采用电

55、力电能平衡法确定装机容量。通过防洪设计确定水库特征水位以与水库调度图的绘制。2 枢纽组成建筑物,工程等级,拟定挡水、泄水建筑物形式和尺寸，进行枢纽布置，绘制枢纽布置图和挡水、泄水建筑物的典型横剖面图。3 选择机组机型、台数,拟定厂房轮廓尺寸,绘制厂房的横剖面图、水轮机层和发电机层的平面图。4 编写说明书和计算书。第二章 水能规划2.1 水文资料分析2.1.1 兴利调节计算兴利调节就是根据国民经济各有关部门的要求，利用水库控制径流和重新分配径流所进行的计算。对单一水库，计算任务是求出各种水利水能要素的时间过程以与调节流量、兴利库容和设计保证率三者间的关系，作为确定工程规模、工程效益和运行方式的依

56、据。按照对原始径流资料描述和处理方式的差异，兴利调节计算方法主要分为时历法和和概率法两大类，其中时历法又可分为时历列表法和时历图解法。本设计采用时历列表法计算。2.1.2年径流频率分析白莲崖水电站水库1951年1月至2002年12月期间历年逐月平均流量见表2-1由于要按水文年度进行设计年径流分析,根据资料,从大多数年份的径流变化特性考虑,确定水文年自每年3月起至次年2月止,得到52个水文年的逐月径流系列。通过频率分析,选配得到较满意的紧水滩水电站断面年平均流量频率曲线,其参数为=19.5m/s,cV=0.39,cS=0.78。表2-1 各水文年频率计算表年份年均流量序号经验频率P=M/(N+1

57、)模比系数KiKi-1（Ki-1）1991-199241.51.00.022.13291.13291.28351954-195541.52.00.042.12871.12871.27391969-197031.83.00.061.63280.63280.40041983-198431.04.00.081.58950.58950.34761980-198129.85.00.091.53010.53010.28101963-196427.66.00.111.41750.41750.17431975-197627.57.00.131.41370.41370.17111996-199726.28.00

58、.151.34350.34350.11801977-197824.99.00.171.27630.27630.07641956-195724.310.00.191.24640.24640.06071952-195323.511.00.211.20870.20870.04361987-198823.212.00.231.19030.19030.03621953-195423.113.00.251.18730.18730.03511962-196323.114.00.261.18520.18520.03431993-199423.115.00.281.18390.18390.03381989-19

59、9023.016.00.301.17960.17960.03231999-200022.717.00.321.16470.16470.02711958-195921.718.00.341.11630.11630.01351964-196521.719.00.361.11590.11590.01341970-197120.820.00.381.06670.06670.00441982-198320.721.00.401.06110.06110.00371981-198220.622.00.421.05940.05940.00351971-197220.323.00.431.04270.04270

60、.00181955-195620.224.00.451.03670.03670.00131960-196120.125.00.471.03370.03370.00111972-197319.626.00.491.00810.00810.00011984-198519.327.00.510.9914-0.00860.00011950-195119.028.00.530.9734-0.02660.00071973-197418.829.00.550.9640-0.03600.00131985-198617.930.00.570.9212-0.07880.00621957-195817.831.00