白莲崖水电站水能规划及调度图绘制本科毕业设计说明书.doc

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1、水利水电工程专业毕业设计摘 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)及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（179m，181m，183m）进行兴

2、利调节及水能计算，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。利用电力电能平衡的方法确定水电

3、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丽水、温州将使丽、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，改善当地社会经济，促进当

4、地以及周围地区的发展。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. This hydroelectric power station is mainly designed for generating elec

5、tricity. 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 two riversi

6、des 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 metres per se

7、cond 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 according t

8、o 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 is 55

9、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 be 21

10、1.64m. According to the data of the check flood, the maximum flood level was designed to be 212.02m.The crest altitude of the non-overflow dam section of Bailianya hydroelectric station is 215m. Its maximum height is 82 metres. The base of the dam is 68 metres wide. The altitude of the weir crest of

11、 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 overal

12、l 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 turbi

13、ne 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. Th

14、e 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 some

15、 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 e

16、mployment 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; sluicing buildings; stabilization; water

17、 turbine; factory building目 录摘 要IABSTRACTII第一章 绪论11.1 基本资料11.1.1 流域概况11.1.2 气象条件11.1.3 水文特性11.1.4 水位库容关系31.1.5 下游水位流量关系- 1 -1.1.6 电力系统已有负荷资料- 1 -1.2 设计任务- 2 -第二章 水能规划- 1 -2.1 水文资料分析- 1 -2.1.1 兴利调节计算- 1 -2.1.2 年径流频率分析- 1 -2.1.3 年径流及其年内分配- 3 -2.1.4 水库调节性能的判断- 4 -2.2 死水位选择- 4 -2.2.1 径流调节- 4 -2.3 装机容量选择

18、 6 -2.3.1 最大工作容量的确定- 6 -2.3.2 必需容量的确定- 11 -2.3.3 重复容量的确定- 11 -2.3.4 装机容量的确定- 11 -2.3.5 电力系统平衡图- 12 -2.4 防洪设计- 13 -2.4.1 设计标准- 13 -2.4.2 调洪演算- 1 -2.4.3泄流量的计算- 1 -2.4.4 调洪计算- 14 -2.4.5 调洪成果- 21 -2.5 水库调度图的绘制- 22 -2.6 小结- 26 -第三章 枢纽布置及挡水、泄水建筑物设计- 27 -3.1 枢纽布置- 27 -3.1.1 坝段布置- 27 -3.2挡水建筑物- 27 -3.2.1坝高

19、确定- 27 -3.2.2 基本剖面设计- 28 -3.2.3实用剖面- 29 -3.2.4 廊道设置- 29 -3.2.5 坝体排水- 30 -3.2.6 非溢流坝稳定与强度校核- 30 -3.3 泄水建筑物砼溢流坝- 35 -3.3.1 溢流坝剖面设计- 35 -3.3.2坝体廊道及排水设置- 38 -3.3.3坝身泄水孔设置- 38 -3.3.4溢流坝强度与稳定校核- 39 -3.4 小结- 42 -第四章 水电站厂房设计- 43 -4.1 水头Hmax、Hmin、Hr选择- 43 -4.1.1最大水头的确定- 43 -4.1.2最小水头的确定- 43 -4.2 水轮机选型设计- 43

20、4.3 水轮机外形尺寸计算- 45 -4.3.1 蜗壳尺寸- 45 -4.3.2 尾水管尺寸- 46 -4.4 有压式进水口布置- 47 -4.4.1 进水口轮廓尺寸计算- 47 -4.4.2进水口高程计算- 47 -4.4.3拦污栅布置- 48 -4.5 水轮机发电机外形尺寸计算- 48 -4.5.1 基本尺寸的计算- 48 -4.5.2外形尺寸估算- 49 -4.5.3 水轮发电机总重估算- 50 -4.6 油压装置与调速器计算- 53 -4.6.1 调速功的计算- 53 -4.6.2 导叶接力器容积- 53 -4.6.3 油压装置选择- 54 -4.7 厂房布置- 54 -4.7.1

21、厂房各层高程确定- 54 -4.7.2 厂房宽度的确定- 56 -4.7.3 主厂房长度- 57 -4.8 副厂房以及其他的相关的尺寸见水轮机层发电机层的剖面图。- 58 -4.9 油系统的布置- 58 -4.10 供水系统- 58 -4.11排水系统- 58 -4.12 厂区布置- 58 -4.13 小结- 59 -设计主要成果- 60 -参考书目- 61 - 5 -第一章 绪论1.1 基本资料1.1.1 流域概况淠河是淮河南岸主要支流之一，源出安徽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

22、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六安市境内的两河口处与西淠河相会，向北流经横排头、六安市城区西侧至寿县境内的正阳关西南注入淮河，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的六安市两河口处与西淠河相会，流域面积184

23、0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内侵，四川盆地低压东移以及强台风的边缘影响，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

24、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及外延长的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/秒月年123456789101112年195011.0 11.0 17.0 25.0 6.0 13.0 53.0 22.0 27.0 25.0 11.0 3.5 18.7 19517.0 18.0 8.0 15.0 21.0 33.0 58.0 9.0 25.0

25、4.0 4.2 4.2 17.2 19526.5 18.5 49.0 30.0 31.0 6.0 26.0 47.5 35.0 20.0 11.0 6.0 23.9 19536.0 15.0 19.0 13.0 10.0 59.5 32.0 39.0 17.0 9.0 18.5 11.0 20.8 195425.0 24.5 16.5 30.5 58.0 70.0 232.0 30.5 12.5 7.5 3.0 6.0 43.0 195510.0 21.0 31.5 30.0 14.0 75.0 25.0 45.0 10.0 3.0 1.5 1.3 22.2 19563.8 2.2 18.5

26、33.5 44.0 47.7 20.8 86.0 15.8 8.0 2.4 2.2 23.7 19575.5 6.9 7.8 21.4 54.8 23.9 52.7 22.1 4.5 1.9 6.0 10.7 18.3 19584.3 3.7 10.4 51.5 49.4 5.0 2.3 47.9 11.2 27.0 8.3 5.0 19.0 19596.7 36.2 27.8 40.9 51.3 21.0 18.4 2.7 13.1 2.5 12.9 9.1 20.2 19606.7 5.0 38.8 28.0 23.7 59.6 24.2 7.2 30.7 6.5 9.4 4.9 20.3

27、 19614.0 4.6 19.5 10.3 16.5 19.5 24.4 20.7 27.7 6.9 20.7 7.0 15.2 19624.7 8.8 5.7 18.3 20.9 30.1 45.6 66.0 51.2 12.3 11.7 8.3 23.7 19633.5 3.4 17.4 57.9 56.7 8.2 62.3 69.8 18.1 5.0 7.6 4.6 26.4 19647.4 16.3 25.3 76.1 53.1 38.9 16.8 5.6 4.8 14.0 7.6 3.7 22.4 19652.8 12.1 7.5 28.4 8.6 3.8 5.2 22.3 4.5

28、 7.3 10.4 5.0 9.8 19665.9 6.3 13.1 26.6 23.2 16.6 31.3 1.3 1.4 1.5 2.7 2.3 11.1 19673.8 6.5 14.2 17.3 24.0 8.7 26.6 5.2 3.5 3.7 18.7 6.1 11.5 19684.1 3.6 11.4 13.6 29.8 4.8 34.4 9.7 8.1 3.5 3.0 9.8 11.4 19698.5 16.5 18.2 43.2 22.9 7.6 245.0 10.9 12.7 5.6 4.4 2.8 33.5 19702.6 5.7 13.5 20.0 40.2 47.3

29、47.0 14.0 34.2 13.4 5.0 4.7 20.7 19714.5 5.5 17.2 22.4 33.0 75.8 19.5 7.2 15.3 33.0 6.0 3.1 20.2 19722.9 8.3 31.3 20.4 22.6 21.0 13.6 30.6 16.5 19.5 25.7 5.1 18.1 19734.8 24.5 25.2 30.1 32.6 39.7 29.4 12.1 32.2 6.1 2.8 2.1 20.0 19742.9 10.1 8.1 19.9 58.4 20.6 32.6 13.5 3.0 3.9 4.0 3.3 15.1 19753.5 7

30、8 5.3 14.6 23.9 47.5 41.5 108.0 17.1 31.8 11.4 9.5 17.0 19764.7 15.1 17.3 16.2 29.3 22.1 9.9 4.8 8.0 3.6 3.3 2.3 11.4 19772.2 3.7 17.2 39.1 65.9 19.8 36.1 55.6 16.9 13.8 10.2 5.0 24.0 19786.1 12.6 12.4 9.6 20.4 13.3 2.7 4.3 2.7 1.4 2.7 1.9 7.5 19791.9 3.3 4.4 17.2 30.3 37.1 27.0 6.9 14.0 2.8 2.1 2.

31、5 12.5 19806.0 3.2 21.7 17.4 13.7 47.9 87.2 121.0 18.6 9.4 3.7 2.7 29.6 19813.3 11.0 7.7 29.8 3.7 29.5 51.8 32.0 16.2 34.1 20.7 7.0 20.6 19825.0 10.1 19.1 25.0 12.8 26.6 75.4 44.1 12.7 5.4 12.7 6.4 21.4 19834.1 3.7 4.9 20.6 24.7 60.5 123.0 10.9 34.1 68.6 8.2 4.8 30.9 19844.3 6.9 7.6 13.5 14.6 64.9 2

32、4.5 41.6 31.5 6.5 5.5 12.2 19.4 19854.6 4.7 21.1 17.8 51.5 11.2 25.6 4.8 19.0 40.3 11.0 5.7 18.2 19864.2 3.1 11.7 12.6 15.2 48.3 64.7 9.6 14.1 3.2 4.7 3.7 16.4 19877.2 14.1 22.0 28.8 42.5 16.2 50.1 62.0 16.9 8.7 20.6 4.3 24.6 19882.9 3.2 19.3 5.8 33.2 23.5 8.7 49.4 27.1 4.3 1.9 1.7 15.3 19892.5 5.7

33、17.6 19.4 22.1 70.3 12.3 36.7 17.6 8.2 21.1 3.6 19.7 19904.5 42.3 16.8 19.6 29.0 7.0 12.8 9.7 6.3 3.7 7.6 3.5 13.6 19914.8 13.8 39.5 48.3 25.7 84.5 262.0 19.0 7.0 2.4 1.4 2.2 42.9 19922.7 3.8 23.6 9.8 4.1 14.5 3.7 1.9 10.3 2.6 1.6 1.8 6.7 19938.7 14.1 40.5 12.0 49.4 27.4 15.2 38.6 56.9 6.3 11.4 7.6

34、24.1 19943.8 7.6 16.3 17.3 28.0 21.2 23.3 19.5 18.3 4.9 3.1 6.2 14.2 19959.2 6.8 5.2 19.2 53.1 69.0 11.6 17.8 3.9 6.7 2.6 2.3 17.3 19963.5 3.0 16.5 8.6 9.9 79.3 129.0 15.6 12.6 12.2 13.4 4.2 25.7 19974.4 8.3 25.1 6.6 6.7 3.5 20.3 18.2 8.6 3.0 3.4 7.7 9.7 199812.2 10.6 26.4 43.9 33.1 13.4 20.7 22.7 6

35、1 3.6 2.5 2.8 16.6 19992.6 1.8 8.2 22.8 13.8 124.0 26.0 27.9 10.8 9.5 7.9 4.2 21.5 20008.288.845.253.124.9913.95.8615.114.617.69.2810.89.8 200113.712.59.4513.29.2215.911.811.22.942.673.528.589.54 20024.047.5725.117.135.645.721.828.88.014.614.0910.617.75 多年平均5.7 10.3 17.7 23.6 28.5 34.2 45.0 28.0 16

36、4 10.8 8.1 5.2 19.51 占年内%2.4 4.4 7.6 10.1 12.2 14.7 19.3 12.0 7.0 4.6 3.5 2.2 100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1351145175160142517032161805886200148142011543620216059203166812041730420517926206186352071934420820052209

37、2076121021470水位库容21122268212230662132386421424662215254602162636021727260218281602192906022029960221309602223196022332960224339602253496022636066水位库容2273717222838278229393842304049023141714232429382334416223445386235466102364795023749290238506302395197024053310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）

38、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144.96 44.04 43.40 42.48 41.55 40.62 41.54 42.46 43.40 44.32 45.2

39、5 45.88 243.75 42.85 42.16 41.26 40.37 39.40 40.30 41.20 42.16 43.06 43.95 44.64 342.53 41.66 40.92 40.05 39.18 38.19 39.06 39.93 40.92 41.79 42.66 43.40 441.32 40.47 39.68 38.84 37.99 36.98 37.82 38.66 39.68 40.52 41.37 42.16 543.75 42.85 40.92 40.05 39.18 38.19 39.06 39.93 40.92 41.79 42.66 44.64

40、644.96 44.04 43.40 42.48 41.55 40.62 41.54 42.46 43.40 44.32 45.25 45.88 748.61 47.62 45.88 44.90 43.93 43.04 44.02 45.00 45.88 46.86 47.83 49.60 853.47 52.38 48.36 47.33 46.30 45.47 46.50 47.53 48.36 49.39 50.42 54.56 958.33 57.14 53.32 52.19 51.05 49.71 50.84 51.97 53.32 54.45 55.59 59.52 1055.90

41、54.76 52.08 50.97 49.86 48.50 49.60 50.70 52.08 53.19 54.30 57.04 1153.47 52.38 49.60 48.54 47.49 46.68 47.74 48.80 49.60 50.66 51.71 54.56 1251.04 50.00 48.36 47.33 46.30 45.47 46.50 47.53 48.36 49.39 50.42 52.08 1348.61 47.62 47.12 46.12 45.11 44.25 45.26 46.27 47.12 48.12 49.13 49.60 1449.82 48.81 49.60 48.54 47.49 46.68 47.74 48.80