目 录
第一章 调洪演算 ····················································································································································· 1 第二章 非溢流坝设计计算 ······································································································································ 8 2.1 坝高的计算 ·········································································································································· 8 2.2坝挡水坝段的稳定及应力分析 ············································································································ 8 第三章 溢流坝设计计算 ········································································································································ 15 3.1堰面曲线 ············································································································································ 15 3.2 中部直线段设计 ································································································································ 16 3.3下游消能设计 ···································································································································· 16 3.4 水力校核 ··········································································································································· 18 3.5 WES堰面水面线计算 ························································································································ 20 第四章 放空坝段设计计算 ···································································································································· 23 4.1 放空计算 ··········································································································································· 23 4.2 下游消能防冲计算 ···························································································································· 24 4.3 水力校核 ··········································································································································· 25 4.4 水面线计算 ········································································································································ 27 第五章 电站坝段设计计算 ···································································································································· 29 5.1 基本尺寸拟订 ···································································································································· 29 第六章 施工导流计算 ············································································································································· 32 6.1河床束窄度 ········································································································································ 32 6.2一期围堰计算 ···································································································································· 32 6.2二期围堰高程的确定 ························································································································· 33 附录一 经济剖面选择输入及输出数据 ······································································································ 36 附录二 坝体的稳定应力计算输入输出数据 ······························································································· 41 附录三 调洪演算源程序及输入数据 ·········································································································· 52
第一章 调洪演算
第一章 调洪演算
（1）基本资料
水位-容积曲线（见蓝图）； 实测洪水过程线（见蓝图）； 各类型洪峰值（见2.2.3节）
正常（设计）洪水重现期 1000～500年 对应频率：0.1%～0.2% 非常（校核）洪水重现期 5000～2000年 对应频率：0.02%～0.05% （2）限制条件
起调水位:175.8m，对应流量824.7m3/s；
参加泄洪的不包括放空流量,要求计入发电的流量；
最大的下泄流量不得大于安全泄量,设计和校核分别为2000m3/s 2500m3/s； （3）设计和校核洪水过程线的推求
设计洪水过程线取频率为0.1%的洪水，期洪峰4750m3/s；校核洪水过程线取
0.02%，对应洪水期洪峰5600m3/s。利用按峰控制的同倍比放大法对典型洪水放大得设计校核洪水过程线。
设计洪水放大系数：
KQ?Qmp4750??1.48； Qm3220Qmp5600??1.74； Qm3220校核洪水放大系数： KQ?可得设计和校核洪水过程线如图1-2所示 （4）演算方案拟订
①泄洪方式:采用表孔式泄洪； ②拟订演算方案（闸孔宽度和数量）
取允许单宽流量:[q]=70 m3/s; 溢流前净宽:L? Q防2500??35.71m [q]70 堰上水深H0根据公式q?m?2gH3/2推求
/270?0.48?2?9.8H30 则H0=10.28m
图1-1 溢流堰顶形式
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第一章 调洪演算
堰顶高程
Z堰顶=Z限-H0=181.20-10.28=170.92m
闸门高
取7米
h=Z正常- Z堰顶=178.00-170.92=7.08m 根据以上基本尺寸现拟订两个方案: Ⅰ b=11m n=3 Ⅱ b=12m n=3 （5）计算工况
计算工况分为校核和设计两种。
堰顶高程170.92 堰顶高程170.92
（6）计算方法
计算方法：试算法。
由于试算过于复杂且均为重复性计算，考虑用电算。 （7）调洪演算试算法过程
①根据库容曲线Z-V(见蓝图)，的拟订的泄洪建筑物形式、尺寸，用水力学公式确定算Q-Z关系为q?Bm?2gH3/2;
②分析确定调洪开始时的起始条件，即起调流量824.7m/s;
③利用水量平衡式和蓄泄曲线，按试算法列表解算各是段时段末的q2、V2。即求解满足方程式
q1?q2?Q1?Q2?t??t?V2?V1?22 ?3?q?Bm?2gH2?3
所对应的q2、V2；
④将入库洪水Q-t和计算的q-t点绘在一张图纸上，二者的交点即为所求的下泄洪水流量最大值qm；
⑤根据公式q?Bm?2gH3/2即可求得此时对应的水头H和上游水位Z。 （8）计算及其结果
根据上面的计算方法，编写程序TBD，编写语言为c。源代码及输入数据见附录三 将计算结果列于下：
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第一章 调洪演算
①计算工况：设计情况下，3孔，每孔11米。
表1-1 调洪演算表一
可知最大下泄流量出现在70-75h之间，用直线内插法计算得最大下泄流量为1900.3m3/s,考虑电站的下泄流量为qmax=1900.3+2400×0.7=2068.3 m3/s〉2000 m3/s，不满足安全下泄流量的要求。
3
