水利水能规划期中考试 2012级水利水电工程 某水库泄洪建筑物为无闸河岸式溢洪道，堰顶高程与正常蓄水位齐平，为132m，堰顶净宽B40m，流量系数M11.6。該水库设有小型水电站，汛期按水轮机过流能力Q电10m3/s引水发电，尾水再引入渠首灌溉。水库的容积关系曲线如表1和图1。水库设计标准为百年一遇，设计洪水过程如表2中第（）、（）栏所列。试用试算法求水库泄流过程、设计最大下泄流量、设计调洪库容和设计洪水位。计算过程：1 首先根据已知表1，在软件上cad绘出t-Q图，如图1所示。图1中按要求找出时间段为6小时的各点相应Q，并写入表4中。2.由堰流公式：q=BMZ3/2算出表2的溢洪道泄量q溢，由题已知发电洞泄量q电=10(m/s)。算出总泄流量q，将q填入表3中。库水位Z（m）(1)132132.5133133.5134134.5135136137溢洪道堰顶水头H(m)(2)00.511.522.5345溢洪道泄量q溢(m/s)(3)02364118181253333512716发电洞泄量q电(m/s)(4)101010101010101010总泄流量q(m/s)(5)103374128191263343522726库容V(万m)(6)273029803180342036003840406044604880 表2库水位Z(m)库容V（万m)下泄流量q（m/s)q/2V/tV/t-q/2（m/s)V/t+q/2（m/s)（m/s)（m/s)1322730105126412591269132.529803316.513801364139713331807437147214361510133.5342012864158315201648134360019195.5166715721763134.53840263131.51778164719101354060343171.518801709205213644605222612065180423261374880726363225918972623 表310,059,069,03,015,033,50164,50197,5028,50140,5074,100236,100310,10048,100240,100128,150320,150448,15072,150360,150191,200372,200563,20090,200450,200263,250447,250710,250114,250570,250343,300509,300852,300136,300680,300522,400604,4001126,400176,400880,400726,500697,5001423,500218,5001090,500 表4时间t（h）入库流量Q（m/s)平均入库流量Q（m/s)水库水位Z1(m)V1/t-q1/2（m/s)V2/+q2/2（m/s)下泄流量q（m/s)水库水位Z（m)(1)(2)(3)(4)(5)(6)(7)(8)0036132125910132.096672132.0961282.6129513.8132.55112612180132.5511371.81408.636.2134.1643418687134.161593.11805.8213.1136.107763.524840136.1071813.82356.6542.9136.78974530650136.7891877.12558.8681.7136.314539.536429136.3141832.82416.6583.9135.543366.542304135.5431762.42199.3436.9134.88125748210134.8812019.4323.3 表5由上表可知qmax在2436小时之间 图3表6