坝顶超高计算00
一.依据、资料
《碾压土石坝设计规范》SL274-2001
坝顶高程：1850.00m
校核洪水位：1849.37m
设计洪水位：1849.19m
正常蓄水位：1848.50m
死水位：1844.80m
二.坝顶高程
吹程D＝170m，多年平均最大风速＝水域平均水深Hm＝ 5.60m迎水面水深H＝
风向与坝轴线法线的夹角β＝综合摩阻系数K＝0.0000036
计算采用：莆田试验站公式
b.正常蓄水位+正常运用条件的坝顶超高
计算风速W＝17.55m/s
(gD/W2)^0.45＝ 2.138472448
(gHm/W2)^0.7＝0.299165807
g/W2＝0.031850391
吹程D＝170m，多年平均最大风速＝水域平均水深Hm＝ 5.60m迎水面水深H＝
风向与坝轴线法线的夹角β＝综合摩阻系数K＝0.0000036
计算采用：莆田试验站公式
d.正常蓄水位+非常运用条件的坝顶超高+地震涌浪高
计算风速W＝11.7m/s
防浪墙高：0.3m+坝顶高程得，防浪墙顶高程＝孔号灌浆孔顶高程(m)灌浆孔底高程(m)设计孔深度(m)非灌段长（m）
土层
G11411.021395.915.12 3.020
G21410.451395.5914.86 2.450
G31410.051395.2814.77 2.050.08
G41409.871394.9714.9 1.870.31
G51409.711394.6615.06 1.710.45
G61409.491394.3415.14 1.490.62
G71409.181394.0315.15 1.18 1.17
G81408.921393.7215.20.92 2.29
G91408.851393.3415.510.85 3.12
G101408.781392.6416.130.78 3.97
G111408.71391.9516.760.7 4.85
G121408.751391.2517.510.75 5.8
G131408.821390.5518.270.82 6.79
G141408.881389.8519.030.887.88
G151408.951389.1519.80.959.14
G161409.031389.119.93 1.0310.12
G171409.121389.120.02 1.1210.61
G181409.21389.120.11 1.210.54
G191409.291389.120.19 1.2910.47
G201409.241389.120.14 1.2410.06
G211409.171389.8319.34 1.179.01
G221409.121390.6218.5 1.127.58
G231409.121391.4117.7 1.12 6.16
G241409.111392.2116.9 1.11 4.77 G251409.1139316.1 1.1 3.44 G261409.091393.7915.3 1.09 2.28 G271409.091394.0615.03 1.09 1.13 G281409.141394.2514.89 1.140.85 G291409.21394.4414.76 1.20.76 G301409.31394.6314.68 1.30.63 G311409.531394.8214.71 1.530.48 G321409.771395.0114.77 1.770.19 G331410.11395.214.9 2.10 G341410.761395.3915.37 2.760 G351411.261395.5815.68 3.260 G361411.441395.7715.67 3.440
5.2010.4
5.501111.7m/s 5.60m
45°
-3.75
y x
2 1.08
2.5 1.16
2.367819559 1.109425565
对应Rp/Rm＝ 1.84
2.367819559经验系数Kw＝ 1.109425565
y 坝顶高程（m）
1.0481850.238
11.7m/s
5.60m
45°
y x
2 1.08
2.5 1.16插值计算经验系数
插值计算经验系数
阿古大塘水库死水1844.80m,正常蓄水位1848.50m,10年一遇设计洪水位1849.19m,20年一遇校核洪水位1849.37m.总库容12.28万方。无溢洪道，汛期当入库洪水流量大于0.05m3/s时，输水涵洞按0.05m3/s下泻洪水
11.7m/s 5.60m
45°
，防浪墙顶高程＝
1850.30m
灌段合计接触带基岩
12.112.1
Ⅰ15.1212.4112.41
Ⅲ14.8612.6412.72
Ⅱ14.7712.7213.03
Ⅲ14.912.913.35
Ⅰ15.05211.0413.66Ⅲ15.15210.813.97Ⅱ15.1529.9914.28Ⅲ15.229.5414.66Ⅰ15.5129.3915.36Ⅲ16.1429.216.05Ⅱ16.7528.9516.75Ⅲ17.528.6617.45Ⅰ18.2728.2718.15Ⅲ19.0327.7118.85Ⅱ19.82 6.7918.91Ⅲ19.932 6.2918.9Ⅰ20.022 6.3618.9Ⅲ20.12 6.4318.9Ⅱ20.192 6.8518.91Ⅲ20.1427.1618.17Ⅰ19.3427.817.38
Ⅲ18.528.4316.59Ⅱ17.71灌段长孔序
29.0215.79Ⅲ16.9 29.5615Ⅰ16.1 29.9314.21Ⅲ15.3 210.8113.94Ⅱ15.03 210.913.75Ⅲ14.89
12.813.56Ⅰ14.76
12.7413.37Ⅲ14.67
12.713.18Ⅱ14.71
12.812.99Ⅲ14.76
12.812.8Ⅰ14.9
12.6112.61Ⅲ15.37
12.4212.42Ⅱ15.68
12.2312.23Ⅲ15.67
库死水位
.80m,正常蓄水位m,10年一遇设计洪水19m,20年一遇校核洪.37m.总库容12.28万洪道，汛期当入库洪于0.05m3/s时，输水0.05m3/s下泻洪水
0.5