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1、设计总说明古台水库位于涉县县城东南35km，流域面积100km2，控制流域为清漳河支流关防沟上游山区，为季节性河流。除汛期洪水径流较大外，其他月份径流较小。坝址位于太行山脉东麓。该库为典型河道型水库，两岸山坡陡峻。库区无明显台地，高度在百米以上，河道宽度一般在100400米左右，除河道两侧外基岩裸露，植被很差。古台水库属北温带大陆性季风气候，冬季寒冷干燥，夏季炎热多雨，春秋风大沙多，多年平均气温12.5C。本次设计是利用已有资料对古台水库的各项特征值重新设计，以求坝体安全，并在此基础上增大其兴利作用。本次设计大致分为以下几个部分：泥沙分析：建库后，坝前会有大量泥沙会淤积，从而减少库容量。一般而
2、言，水库的运用年限是死库容淤满，因此对泥沙的分析可以用于确定死库容，从而确定死水位。本次设计以淤沙库容作为死库容。年径流分析:年径流分析用于分析水库的兴利库容，从而确定正常蓄水位。古台水库坝址附近无水文气象观测（台）站。水库1970年建成蓄水以来，一直未对本区域的入库流量、下泄量及水库的蓄水水位等水文资料进行观测；仅在下游4km处郝赵村有雨量观测资料，因此，难以通过实测径流资料进行频率分析。因此采用无资料计算方法，包括：采用邯郸地区水文站1974年编“邯郸地区水文计算图表”，采用水利部天津勘测设计院1985年编海、滦河流域地表水资源。设计洪水计算：设计洪水是指满足水利工程设计要求的洪水，本次洪
3、水计算，由于坝址处及周围没有国家级水文站，建库以来也无实测洪水资料，缺少大水年资料进行考证，故洪水计算采用暴雨间接推算洪水的途径。设计暴雨及产流计算采用1985年原河北省水利厅勘测设计院与河北省水文总站编制的“河北省中小流域设计暴雨洪水图集”的计算方法；汇流计算采用我省常用的瞬时单位线法。以防洪标准GB5020194作为依据，防洪设计标准为50年一遇，校核标准为500年一遇。为了验证所求洪水是否正确，又用经验公式法求得了各设计洪水的洪峰值。洪水调节：洪水调节仍维持原调度方式，即起调水位为460.7m，无闸门控制，敞泄运用。本次采用试算法，选用不同溢洪道宽度进行调节计算，确定最优宽度，从而可以确
4、定设计洪水位以及校核洪水位，坝高计算：根据SL25-2006规范分别计算最大波浪在坝坡上的爬高、最大峰壅水面高、安全加高，然后计算两个坝顶高程，取最大者关键词：泥沙分析，年径流分析，设计洪水，洪水调节，坝高计算General Description of Design Gutai reservoir which has basin area of 100 square kilometer is located in the southeast of Shexian , 35 km far from the town.its basin area is upstream of Guan Fang
5、 Gou which is a branch of Qingzhang River. Guanfang Gou is a seasonal river whose flow is large while in rainy reason but little during other reasons. Gutai Dam site is located in the east Taihang mountains.The reservoir is one of Channel type reservoirs with steep slopes on both side of the river.T
6、he reservoir has no obvious platform, hundreds of meters high above. Channel width is generally around 100-400 m. Bedrock exposes except the bank of the river. Besides,The vegetation is very poorThe reservoir belongs to the north temperate zone continental monsoon climate, cold and dry in winter, ho
7、t and rainy in summer. For many years, the average temperature of 12.5 C.The design is to calculate characteristic value of the reservoir again by using the existing data aiming to guarantee the dams safety. Based on this, we can increase its economical effect. This design is roughly divided into th
8、e following several parts:Sediment analysis: After building the construction, there will be a lot of sediment deposition in the front of the dam so as to reduce the Capacity of the reservoir. In general, using fixed number of year of a reservoir is decided by its dead capacity. Therefore the analysi
9、s of the sediment can be used to determine the dead capacity of a reservoir so as to determine the dead water level.Capacity of the silt is considered as the dead capacity in this design.Annual flow analysis: Annual runoff analysis is to analyze the advantages of the reservoir capacity so as to dete
10、rmine the normal storage level. There is no hydrologic meteorological observation station (station) in Gutai reservoir dam site .Since the impoundment of the reservoir construction in 1970, it has been not inbound traffic of this area, or volume and water level of reservoir hydrological data. There
11、is production of rainfall observation data only in Haozhao station. Therefore, it is difficult to finish frequency analysis through the observed runoff data. So we choose no data calculation method, including that, using the hydrological station in Handan area 1974 Handan region hydrology calculatio
12、n chart, by ministry of water resources in Tianjin survey design institute in 1985, “the sea, the luanhe river basin surface water resources”.The design flood calculation ：The design flood refers to the one that meets the design requirements of the flood water conservancy projects.in this flood calc
13、ulation there is no national hydrological station around the dam site and also no the measured flood data since the building of the library, lack of research in rainy year. So we choose torrential rains flood calculation, a indirectly way. To calculate design storm and runoff, we use atlas of small
14、watershed design storm flood in hebei province by the original survey design institute in Hebei province and Hebei provincial water resources bureau in 1985. In confluence calculation we choose the instantaneous unit line a commonly used method in our province .With the flood control standard GB5020
15、1-94 as the basis, design standard flood is 50 years, checking standard flood is 500 year.In order to verify whether the flood is correct, we use the experience formula method and obtain the design flood peak flow values.Flood regulating calculation: Flood control remains the original scheduling met
16、hod. Limited water level is 460.7 m. No gate control and open drain. we choose trial algorithm. Choose different spillway width for flood regulating calculation so as to determine the optimal width.at last, decide the design flood level and check flood level,The dam crest elevation calculation: According to the SL274-2001 specification we calculate climb of the biggest waves on the dam slope a, the maximum peak by wind
