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1、工程水文及水利计算天福庙水库防洪复核计算学 院： 水利水电与建筑学院学 号： 2012310033 姓 名： 天福庙水库防洪复核设计一、设计任务天福庙水库位于湖北省远安县黄柏河东支的天福庙村，大坝以上流域面积553.6km2，河长58.2km，河道比降1.06%，总库容6367万m3，是一座以灌溉为主，结合防洪、发电、拦沙、养殖等综合利用的水利工程。天福庙水库于1974年冬开工建设，1978年建设成，已运行近30年。1975年技术设计时，水文系列年限仅20年，系列太短，也缺乏大洪水的资料。本次课程设计的任务，是在延长基本资料的基础上，按现行规范要求对水库的防洪标准进行复核，其具体任务是：1 选
2、择水库防洪标准。2 历史洪水调查分析及洪量插补。3 设计洪水和校核洪水的计算。4 调洪计算。5 坝顶高程复核。二、流域自然地理概况，流域水文气象特性（一） 流域及工程概况天福庙水库位于湖北省远安县黄柏河东支的天赋庙村，大坝以上流域面积553.6km2，河长58.2km，河道比降10.6，总库容6367万m2，是一座以灌溉为主，结合防洪、发电、拦沙、养殖等综合利用的水利工程。天福庙水库于1974年冬开工建设，1978年建设成，大坝为浆砌石双曲拱坝，坝前河底高程348m，坝高63.3m，电站总装机6040kw。水库死水位378m，死库容714万m3，正常蓄水位409m，相应库容6032万m3。设计
3、洪水位（P=2%）409.28m,校核（P=0.2%）洪水位409.28m，坝顶高程410.3m，防浪墙顶高程411.3m。库区吹程1000m。（二） 水文气象资料1.气象特征。天福庙流域地处亚热带季风区，四季分明，夏季炎热多雨，冬季低温少雨，秋温高于春温，春雨多于秋雨，气温年内变化较大，无霜期长。多年平均气温16.8，历年最高气温达40，最低气温-12，平均风速1.2m/s,多年平均最大风速15.5m/s，风向多为NE。流域多年平均降水量1036.3mm，流域暴雨频繁，洪水多发，4-10月为汛期，汛期降雨量占全年降雨量的86.7%左右，尤其以7月最大，占全年的19.5%。月降雨量最少是12月
4、，仅占全年的1.3%。2.水文测站。黄柏河干流上1958年设立池湾河水文站，1971年设立小溪塔水文站，1961年在东支设立分乡水文站。天福庙水库建成后，先后开展了降雨、水位、泄流观测，有比较完整的运行资料。分乡水文站是重要的参证站，控制流域面积1083.0km2。3.分乡站历史洪水。根据1982年省雨洪办对宜昌市历史洪水调查成果的审定结果，分乡站洪水的排位为1935年、1984年、1826年、1930年、1958年，资料可靠，可直接采用。经审定认为，分乡站1935年洪水1826年以来的第1位，重现期为176年，1984年洪水于1826年、1930年洪水相当，分别确定为1826年以来的地2-4
5、位，1958年洪水为1826年以来的地5位。分乡站历史洪水成果见表KS11。表KS11 分乡站历史洪水成果: 年份洪峰流量 （m3/s）1d洪量（108m3）3d洪量（108m3）重现期备注1193546831762198437391.07381.666431826不能定量41930不能定量5195828201.22011.9500三、峰、量选样及历史洪水调查1、天福庙水库坝址19591977年峰、量系列更具分乡站资料换算得到，洪峰按面积比指数的2/3次方换算，洪量按面积的一次方换算。即：=（553.6/1083.0）=0.63931 =0.51117 =0.511172、天福庙坝址19782
6、001峰、量系列直接采用天福庙入库洪水计算。3、分乡站历史洪，并按公式换算天福庙水库峰量根据19782001年峰量关系得1d，3d洪量 由于1984年洪水于1826年、1930年洪水相当，且为1826年以来的地24位，故设 =2390m3/s， =2380 m3/s 4、天福庙水库洪峰、洪量系列：见KS1-1。表：4-1 天福庙水库洪峰、洪量系列年份洪峰Qm（m3/s）1d洪量W1（108m3）3d洪量W3（108m3）年份洪峰Qm（m3/s）1d洪量W1（108m3）3d洪量W3（108m3）195818030.62370.996819805710.17250.209219591310.04
7、340.066419811260.08410.124119602660.09210.138019825820.21270.317219612000.06640.102319834370.21240.322319626400.19990.2924198423890.54890.8518196310360.37270.572519851210.06130.130719644520.13140.131419862180.09790.192419655190.14520.230019874380.16770.286419661890.08170.125319882220.11540.179019677
8、740.18760.285219895920.22290.318919688380.28320.659419906340.12090.179019694280.15140.221319918040.23340.315819705980.22330.310319928510.26350.328819713890.16810.287719934250.11950.18241972640.03630.079719941670.11770.213119734450.14570.223319952610.09850.186019742400.08130.158919964870.23410.433419
9、758480.14830.248019975440.13830.318619762720.09310.138019989740.22620.413519771620.09150.179519991700.07340.168619782990.15250.281220006130.21130.315719796340.28800.539320014710.19130.2986根据以上峰、量关系计算历史洪水的洪峰与1d、3d洪量，采用线性相关分析，计算出线性方程为：W1d=0.0002042Qm+0.07096W3d= 0.0002983Qm+0.1341依次计算填如表中天福庙历史洪水成果表年份洪
10、峰流量（m3/s)1d洪量（*108m3）3d洪量（*108m3）193529920.52480.7821198423900.54890.8518182623900.5550.858193023800.5570.8598198518030.62370.9958四、设计洪水计算1、对天福庙坝址峰量1d、3d系列进行频率计算，推求出各种设计频率的实际峰量及1d、3d的设计洪量由统一样本法, （%），分别计算洪峰Qm,W1,W3的频率考证期至今：N=2001-1826+1=176实测洪水系列：n=44N年中的特大洪水：a=5n年中的特大洪水：l=2表5-1 洪峰洪量计算表：年份洪峰Qm排序序号经验频
11、率(Q-Q)2一天洪量排序(W1-W1)2三天洪量排队(W3-W3)2PMPm19352989298910.56%6143171.50.52480.62370.2080.78210.99680.524219842389238921.13%3528920.80.54890.5570.15160.85180.85980.344518262390239031.69%3513908.50.5550.5550.150.8580.8580.342419302380238042.26%3495188.10.5570.54890.14530.85980.85180.335219581803180352.82%
12、1670665.40.62370.52480.12750.99680.78210.2594合计119461194618351854.22.80942.80940.78244.34851.80571959131103635.08%276194.60.04340.37270.0420.06640.65940.1494196026697447.34%214871.40.09210.2880.01450.1380.57250.0898196120085159.60%1159690.06640.28320.01330.10230.53930.0711962640848611.86%113934.70.1
13、9990.26350.00920.29240.43340.025819631036838714.12%107283.90.37270.23410.00440.57250.41350.01981964452804816.38%861670.13140.23340.00430.22230.32880.00311965519774918.64%69454.50.14520.22620.00340.230.32230.002419661896401020.90%16781.20.08170.22330.00310.12530.31890.002119677746341123.16%15262.70.1
14、8760.22290.00310.28520.31860.002119688386341225.42%15262.70.28320.21270.0020.65940.31720.00219694286131327.68%10514.90.15140.21240.0020.22130.31580.001819705985981429.94%7663.60.22330.21130.00190.31030.31570.001819713895921532.20%6649.10.16810.19990.0010.28770.31030.00141972645821634.46%5118.30.0363
15、0.19130.00060.07970.29860.000719734455711736.72%3665.40.14570.18760.00040.22330.29240.000419742405441838.98%1125.10.08130.172500.15890.28770.000219758485191941.24%730.14830.168100.2480.28640.000219762724872043.50%550.30.09310.167700.1380.28520.000219771624712145.76%1556.90.09150.15250.00020.17950.28
16、120.000119782994522248.02%3417.30.15250.15140.00030.28120.2480.000619796344452350.28%4284.70.2880.14830.00040.53930.230.001819805714382452.54%5250.10.17250.14570.00050.20920.22330.002519811264372554.80%53960.08410.14520.00050.12410.22230.002619825824282657.06%6799.30.21270.13830.00090.31720.22130.00
17、2719834374252759.32%73030.21240.13140.00130.32230.21310.003619851213892861.58%147520.06130.12090.00220.06130.20920.00419862182992963.84%44714.40.09790.11950.00230.19240.19240.006519874382723066.10%56862.10.16770.11770.00250.28640.1860.007519882222663168.36%59759.60.11540.11540.00270.1790.18240.00821
18、9895922613270.62%62229.20.22290.09850.00480.31890.17950.008719906342403372.88%73147.40.12090.09790.00490.1790.1790.008819918042223475.14%83207.90.23340.09310.00560.31580.1790.008819928512183577.40%85531.60.26350.09210.00570.32880.16860.010919934252003679.66%963840.11950.09150.00580.18240.15890.01319
19、941671893781.92%103335.10.11770.08410.0070.21310.1380.018219952611703884.18%115911.50.09850.08170.00740.1860.1380.018219964871673986.44%117963.30.23410.08130.00750.43340.12530.021819975441624088.70%121422.80.13830.07340.00890.31860.12410.022119989741314190.96%143988.20.22620.06640.01030.41350.10230.
20、029119991701264293.22%147807.80.07340.06130.01130.16860.07970.037320006131214395.48%151677.40.21130.04340.01540.31570.06640.04262001471644497.74%199324.60.19130.03630.01730.29860.06130.0447合计191322778567.76.55810.230810.72530.6984均值510.5均值0.1677均值0.2728Cv0.81Cv0.59Cv0.6根据基本公式： 分别求得： = 0.81洪峰流量选配： 由,
21、 分别取Cv=0.80, 进行配线，记录在表5-2中。表5-2 洪峰流量理论频率曲线选配表：频率P(%)第一次配线第二次配线,Cv=0.80,Cs=3.0Cv=2.4,Cv=0.80,Cs=2.5Cv=2.0KpQpKp Qp(1)(2)(3)(4)(5)(6)(7)13.814.0120473.613.85196552.012.5913222.002.581317101.262.0010211.302.031036200.541.437300.611.48756300.131.105620.201.1659240-0.130.90459-0.070.9448050-0.340.73373-0
22、.290.7739360-0.500.61311-0.480.6231775-0.690.45230-0.720.4322090-0.820.35179-0.920.2713895-0.8490.33168-0.980.23117洪峰流量频率曲线见附图一日洪量选配： 由x108m3, Cv=0.80, 取进行配线 一日洪量理论频率曲线选配表：频率P(%)第一次配线第二次配线x108m3 Cv=0.59,Cs=3.0Cv=1.8x108m3,Cv=0.59,Cs=2.5Cv=1.5KpQpKpQp(1)(2)(3)(4)(5)(6)(7)13.503.070.51403.332.960.4972
23、51.982.170.36361.952.150.3606101.321.780.29831.331.780.2993200.641.380.23100.691.410.2360300.241.140.19140.301.180.197440-0.030.980.16470.021.010.169750-0.270.840.1410-0.220.870.145960-0.470.720.1212-0.440.740.124275-0.720.580.0965-0.640.620.104490-0.970.430.0717-1.040.390.064895-1.060.370.0628-1.17
24、0.310.0519一日洪量频率曲线见附图三日洪量线选配表5-4 三日洪量理论频率曲线选配表频 率P(%)第一次配线第二次配线,Cv=0.60,Cs=3.0Cv=1.8,Cv=0.60,Cs=2.5Cv=1.5KpQpKpQp(1)(2)(3)(4)(5)(6)(7)13.503.070.83403.332.960.806751.982.170.59001.952.150.5852101.321.780.48401.331.780.4856200.641.380.37480.691.410.3829300.241.140.31060.301.180.320340-0.030.980.26730
25、.021.010.275350-0.270.840.2288-0.220.870.236860-0.470.720.1966-0.440.740.201575-0.720.580.1565-0.640.620.169490-0.970.430.1164-1.040.390.105195-1.060.370.1019-1.170.310.0843三日洪量频率曲线见附图计算洪峰：有上述得, Cv=0.80, Cs=2.5Cv=2.0 Q2%= (Cv2%+1)=510.5 (0.802.91+1)=1684.09 m3/s Q0.2%=(Cv0.2%+1)=510.5 (0.805.22+1)=2
26、642.35m3/s 计算1d洪量：由上述得=0.1677108m3 Cv=0.59 Cs=2.5 Cv=1.5 W2%=0.1677108（0.592.74+1）=0.4388108m3 W0.2%=0.1677108（0.594.68+1）=0.6308108m3计算3 d洪量：由上述可得=0.2728108m3 Cv=0.60 Cs=2.5 Cv=1.5 W2%=0.2728108(0.602.74+1)=0.7213108m3 W0.2%=0.2728108(0.604.68+1)=1.0388108m32、频率计算成果合理性分析：在洪水峰、量频率计算中，不可避免地存在各种误差，为了防
27、止因各种原因带来的差错，必须对计算成果进行合理性分析，以便尽可能提高精度。通过数据计算和做出的频率曲线分析可以看出，频率计算成果满足精度要求，基本符合设计要求：（1）通过对本站洪峰、洪量及其统计参数随时间变化的分析和从洪峰、洪量及其统计参数随地区的变化规律的分析，以及从形成洪水的暴雨方面分析，都得出了相应的合理结论。（2）将各种统计时段洪量的频率曲线点绘制在一张图上，在适用范围内不能相交。因为如果相交，就不能保证同一频率下长时段的洪量大于短时段的洪量。3、选择典型洪水过程线：根据典型洪水过程线的选择原则，特选定天福庙水库19884年7月26-28日的流量作为典型洪水过程线分析 典型洪水过程线（
28、1984.7.2628） (表5-5)时段(=1h)流量（m3/s）时段(=1h)流量（m3/s）时段(=1h)流量（m3/s）时段(=1h)流量（m3/s）096.619216.33843.55723.51572.020183.53941.75822.821085.021156.04040.05922.131345.022138.04138.36021.541568.023121.04236.66120.651791.024103.94334.86219.362090.025108.44433.16318.272389.02691.54532.26417.382138.02783.54631
29、.36516.191465.02868.64730.46615.3101005.12953.34829.56714.411768.83040.94928.76813.512494.33151.05027.86912.613584.93261.05127.27011.814421.23354.85226.67111.015358.73448.55326.07210.616344.83546.35435.417313.73645.25524.818232.53744.25624.24、按同频率放大法计算设计洪水过程线，并按选择时段t=1h绘制洪水过程，在表5-5中典型流量Qm=2389m3/s,另
30、外由公式，分别算出 W1d=（96.6/2+572.0+1085.0+1345.0+138.0+121.0+103.9/2）=0.7281108m3，W3d=(96.6/2+572.2+11.8+11.0+10.6/2)=0.7779108m3。 设计与典型洪峰洪量项目洪峰m3/s洪量m31d（108m3）3d（108m3）0.2%的洪峰流量30870.81.06典型23890.71580.7779起讫时间1984年7月26.7时7.26.1时7.27.1时7.26.0时7.28.24时 计算放大倍比: Kq=1.297 Kw1=1.117 Kw3-1=4.187 放大流量见下表： 放大流量表
31、 时段流量放大倍比放大流量修匀流量096.61.117/4.187107.9/403.788404.4615721.117638.924638.924210851.1171211.9451211.945313451.1171502.3651502.365415681.1171751.4561751.456517911.1172000.5472000.547620901.1172334.532334.53723891.1172668.5132668.51382138.71.1172388.9282388.92891465.51.1171636.9641636.964101005.11.11711
32、22.6971122.69711768.81.117858.7496858.749612494.31.117552.1331552.133113584.91.117653.3333653.333314421.21.117470.4804470.480415358.71.117400.6679400.667916344.81.117385.1416385.141617313.71.117350.4029350.402918232.51.117259.7025259.702519216.31.117241.6071241.607120183.51.117204.9695204.9695211561
33、.117174.252174.252221381.117154.146154.146231211.117135.157135.15724103.91.117/4.187116.0563435.029325108.44.187453.8708453.87082691.54.187383.1105383.11052783.54.187349.6145349.61452868.64.187287.2282287.22822953.34.187223.1671223.16713040.94.187171.2483171.248331514.187213.537213.53732614.187255.4
34、07255.4073354.84.187229.4476229.44763448.54.187203.0695203.06953546.34.187193.8581193.85813645.24.187189.2524189.25243744.24.187185.0654185.06543845.24.187189.2524189.25243944.24.187185.0654185.06544043.54.187182.1345182.13454141.74.187174.5979174.597942404.187167.48167.484338.34.187160.3621160.3621
35、4436.64.187153.2442153.24424534.84.187145.7076145.70764633.14.187138.5897138.58974732.24.187134.8214134.82144831.34.187131.0531131.05314930.44.187127.2848127.28485029.54.187123.5165123.51655128.74.187120.1669120.16695227.84.187116.3986116.39865327.24.187113.8864113.88645426.64.187111.3742111.3742552
36、64.187108.862108.8625635.44.187148.2198148.21985724.84.187103.8376103.83765824.24.187101.3254101.32545923.54.18798.394598.39456022.84.18795.463695.46366122.14.18792.532792.53276221.54.18790.020590.02056320.64.18786.252286.25226419.34.18780.809180.80916518.24.18776.203476.20346617.34.18772.435172.43516716.14.18767.410767.41076815.34.18764.061164.06116914.44.
