计算说明书

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

1

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

3

q1?q2?Q1?Q2?t??t?V2?V1?22 ?3?q?Bm?2gH2?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：

2

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

第一章 调洪演算

②计算工况：校核情况下，3孔，每孔11米。

表1-2 调洪演算表二

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

4

第三章 溢流坝设计计算

第三章 溢流坝设计计算

3.1堰面曲线

溢流坝顶部溢流曲线，应使水流平顺的通过堰顶，在堰面不产生过大的负压，溢流能力较大。

我国先行规范推荐采用WES曲线，其曲线方程（在上游面垂直时）为：

x1.85y? 0.852Hs 式中：x,y——堰顶曲线的水平和垂直坐标，原点为堰顶的最高点； Hs ——定型设计水头，按堰顶最高水头的75～95%计算

Hs =80%(180.13-170.92)=7.37 则WES曲线为

x1.85x1.851.85y???0.0915?x 0.850.852Hs2?7.37 图3-1 WES曲线体型 WES曲线原点上游采用1/4椭圆曲线，其方程为： (b?hs?y)2x2??1 22(a?hs)(b?hs)式中：a,b——因为上游面垂直，所以，a=0.3,b?a?0.178 0.78?3?a hs ——定型设计水头，在这里为7.37m

所以带入得椭圆曲线方程为 x(y?1.31)??1222.2113122图 3-2 堰顶椭圆体型

15

第三章 溢流坝设计计算

3.2 中部直线段设计

溢流坝的中部为直线段，要求和非溢流坝的基本三角形的下游边相重合，上端和堰顶

曲线相切，下端和反弧相切，坡度和非溢流坝保持一致，为1：0.7。其作用是使水流平顺的按要求的消能方式与下游水位衔接。

下面求WES曲线和直线段切点。

由于曲线和直线相切，那么切点处WES曲线的导数的值为1/0.7。对WES求导，

y′=(0.0915x1.85)′=0.169x0.85=1/0.7

由此求得切点位于(12.3,9.5)

3.3下游消能设计

（1）消能形式：连续式的挑流鼻坎；

（2）要求结果：挑射角、鼻坎高程、反弧半径； （3）基本要求：

①连续式的挑流鼻坎的挑射角，根据我国的工程实践经验，以20°～25°为宜，定采用25°的挑射角。

②鼻坎高程以高于下游水位1～2米为宜。初可将坎底最底点高程定为下游最高水位，即下游校核水位147.13米，可以保证鼻坎的高程高出下游水位少许。

③鼻坎反弧段半径R以8～12倍的hc为宜，hc为鼻坎上的水深，定为R=8hc. （4）计算过程：

下面求鼻坎最低点处的水深。

建立该坝段水流的能量方程（图中0-0至1-1断面）：

16

第三章 溢流坝设计计算 较180.13较147.13 图3-3 溢流坝能量分析简图 E0?hc?2vc2g?2 式中：E0 =180.13-147.13=33m

Φ——流速系数，对于该枢纽为中等长度的溢流面，取为0.95 Vc——该断面流速 hc——该断面处水深 带入得：

33?hc?2vc2?9.8?0.952 ——Ⅰ

断面流速

Vc?q hc式中：q——该处单宽流量，q=Q/B=2110.66/（36+2×3）=50.25m3/s 即

Vc?20.25 hc ——Ⅱ

联列Ⅰ、Ⅱ两式解得：

Vc=23.36m/s hc=2.15m

R=8hc =8×2.15=17.21m

则反弧段半径为 鼻坎高程为

147.13+R(1-cosθ)=147.13+17.21×（1-cos25）=147.13+1.61=148.74m

高出下游水位1.61米，满足要求。

综上，拟订的挑流消能的鼻坎型式为连续式鼻坎；反弧半径R=17.21m；挑射角度θ

17

第三章 溢流坝设计计算

=25°；鼻坎高程顶部148.74m。

3.4 水力校核

（1）计算工况：校核工况和设计工况。 （2）基本原理：

鼻坎设计完毕后，还需验算该挑流消能是否会危及建筑物的安全，常用冲坑上游坡做为标准，即：

i?tk?ic L式中 tk——冲坑深度（米）；

L——冲坑最深深度距建筑物距离； i——冲坑上游坡；

ic——安全临界坡，可取1/3～1/4。

（3）计算过程 ①校核情况下 挑距计算：

L?122(v1sin?cos??v1cos?v1sin2??2g(h1?h2)) g式中： L ——水舌抛距，按水舌外缘计算（m）

v1 ——坎顶水面流速，

v1?1.1v?1.1?2gH0?1.1?0.95?2?9.8?31.39?25.92m/s

θ——鼻坎挑射角，θ=25°

q ——鼻坎处的单宽流量，q=50.25m/s

h1——坎顶垂直方向水深，h1=hc/cosθ=2.15/cos25=2.37m h2——坎顶与河床间的高差，h2=148.74-136=12.74m

L=75.15m

3

带入计算得： 冲刷坑计算：

tk??1?q0.5?H0.25

18

第三章 溢流坝设计计算

式中： α1 ——冲坑系数，由于该枢纽地基岩石完整坚硬，取1.0

q ——单宽流量，q=50.25

H ——上下游水位差，H=180.13-147.13=33m

带入计算：

tk=1.0×50.250.5×330.25=16.99m

冲坑上游坡

i?tkL?16.9975.15?0.23?14 满足要求。 ②设计情况下 挑距计算：

L?1(v2sin?cos??v22g11cos?v1sin??2g(h1?h2)) 式中： L ——水舌抛距，按水舌外缘计算（m） v1 ——坎顶水面流速，

v1?1.1v?1.1?2gH0?1.1?0.95?2?9.8?32.72?26.464m/s θ——鼻坎挑射角，θ=25°

q ——鼻坎处的单宽流量，q=43.59m3/s

h1——坎顶垂直方向水深，h1=hc/cosθ=1.82/cos25=2.01m

h2——坎顶与河床间的高差，h2=148.74-136=12.74m

带入计算得： L=77.167m

冲刷坑计算：

tk??1?q0.5?H0.25

式中：α1 ——冲坑系数，由于该枢纽地基岩石完整坚硬，取1.0 q ——单宽流量，q=43.59

H ——上下游水位差，H=179.3-146.58=32.72m

带入计算：

tk=1.0×43.590.5×32.720.25=15.791m

冲坑上游坡

i?tkL?15.79177.167?0.21?14 19

附录二 坝体的稳定应力计算输入输出数据

POINT SIGMA X SIGMA Y TAU XY PRIN1 PRIN2 ANGLE ----- ------- ------- ------ ----- ----- -----

0.00000E+00 2.58677E+01 5.27913E+01 3.69539E+01 7.86590E+01 3.81470E-06 5.50080E+01 1.16900E+00 2.57215E+01 5.06604E+01 3.52736E+01 7.56037E+01 7.78229E-01 5.47344E+01 6.16900E+00 2.46436E+01 4.15465E+01 2.75342E+01 6.18971E+01 4.29291E+00 5.35318E+01 1.11690E+01 2.29727E+01 3.24325E+01 1.88994E+01 4.71849E+01 8.22035E+00 5.20253E+01 1.61690E+01 2.08981E+01 2.33186E+01 9.36909E+00 3.15553E+01 1.26614E+01 4.86802E+01 1.81690E+01 1.99975E+01 1.96730E+01 5.30623E+00 2.51440E+01 1.45266E+01 4.41242E+01 2.11690E+01 2.00002E-01 1.42046E+01 -6.70552E-08 1.42046E+01 2.00002E-01 9.00000E+01

SECTION ELEVATION 143.00 -------------------------

BOUNDARY CONDITION: SIGMA YU= 8.80189E+00 TAU U=-1.62057E+00 SIGMA XU= 3.88617E+00 EQUILIBRIUM CONDITION: SUM P=-6.75719E+02 SUM TAU= 6.75719E+02

POINT SIGMA X SIGMA Y TAU XY PRIN1 PRIN2 ANGLE ----- ------- ------- ------ ----- ----- -----

0.00000E+00 3.16581E+01 6.46085E+01 4.52259E+01 9.62666E+01 0.00000E+00 5.50080E+01 1.76900E+00 3.02766E+01 6.12240E+01 4.25656E+01 9.10412E+01 4.59385E-01 5.49887E+01 6.76900E+00 2.69607E+01 5.16579E+01 3.50572E+01 7.64778E+01 2.14084E+00 5.47022E+01 1.17690E+01 2.45468E+01 4.20918E+01 2.75647E+01 6.22463E+01 4.39232E+00 5.38269E+01 1.67690E+01 2.30755E+01 3.25258E+01 2.00882E+01 4.84370E+01 7.16426E+00 5.16182E+01 2.17690E+01 2.25877E+01 2.29597E+01 1.26275E+01 3.54026E+01 1.01448E+01 4.54219E+01 2.34990E+01 2.26553E+01 1.96498E+01 1.00499E+01 3.13141E+01 1.09910E+01 4.07478E+01 2.67690E+01 1.14082E+01 1.33936E+01 4.10664E+00 1.66258E+01 8.17598E+00 5.17947E+01 2.91690E+01 3.88617E+00 8.80188E+00 -1.62056E+00 9.28805E+00 3.40000E+00 1.06699E+02

SECTION ELEVATION 136.00 -------------------------

BOUNDARY CONDITION: SIGMA YU= 3.54770E+00 TAU U= 7.95689E-01 SIGMA XU= 5.96129E+00 EQUILIBRIUM CONDITION: SUM P=-9.38359E+02 SUM TAU= 9.38359E+02

POINT SIGMA X SIGMA Y TAU XY PRIN1 PRIN2 ANGLE ----- ------- ------- ------ ----- ----- -----

0.00000E+00 3.54519E+01 7.23508E+01 5.06456E+01 1.07803E+02 0.00000E+00 5.50080E+01 1.66900E+00 3.43946E+01 6.91759E+01 4.82631E+01 1.03086E+02 4.84570E-01 5.49078E+01 6.66900E+00 3.14102E+01 5.96646E+01 4.12141E+01 8.91055E+01 1.96925E+00 5.44602E+01 1.16690E+01 2.87875E+01 5.01533E+01 3.42980E+01 7.53936E+01 3.54719E+00 5.36502E+01 1.66690E+01 2.66385E+01 4.06419E+01 2.75147E+01 6.20318E+01 5.24865E+00 5.21385E+01 2.16690E+01 2.50751E+01 3.11306E+01 2.08642E+01 4.91856E+01 7.02012E+00 4.91284E+01 2.66690E+01 2.42092E+01 2.16192E+01 1.43465E+01 3.73191E+01 8.50940E+00 4.24211E+01 3.16690E+01 1.40199E+01 1.21079E+01 8.50464E+00 2.16221E+01 4.50569E+00 4.17932E+01 3.61690E+01 5.96129E+00 3.54770E+00 7.95689E-01 6.20000E+00 3.30900E+00 1.66992E+01

SHEARING SAFETY FACOR = 3.1368 SLIDING SAFETY FACTOR= .9508

45

附录二 坝体的稳定应力计算输入输出数据

CATASTROPHE FLOOD UPSTREAM WATER LEVEL WITH CONSIDERING UPLIFT ---------------------------------------------------------------

SECTION ELEVATION 172.67 -------------------------

BOUNDARY CONDITION: SIGMA YU= 2.30858E+00 TAU U= 0.00000E+00 SIGMA XU= 0.00000E+00 EQUILIBRIUM CONDITION: SUM P=-2.96254E+01 SUM TAU= 2.96254E+01

POINT SIGMA X SIGMA Y TAU XY PRIN1 PRIN2 ANGLE ----- ------- ------- ------ ----- ----- -----

0.00000E+00 1.79827E+01 3.66994E+01 2.56896E+01 5.46821E+01 0.00000E+00 5.50080E+01 1.00000E+00 7.68429E+00 3.09676E+01 1.49723E+01 3.82917E+01 3.60218E-01 6.39333E+01 3.00000E+00 9.80563E-01 1.95040E+01 9.83946E-01 1.95561E+01 9.28444E-01 8.69679E+01 6.00000E+00 8.71671E-06 2.30859E+00 2.22027E-06 2.30859E+00 8.82149E-06 8.99999E+01

SECTION ELEVATION 165.00 -------------------------

BOUNDARY CONDITION: SIGMA YU= 1.34300E+01 TAU U= 0.00000E+00 SIGMA XU= 0.00000E+00 EQUILIBRIUM CONDITION: SUM P=-1.16258E+02 SUM TAU= 1.16258E+02

POINT SIGMA X SIGMA Y TAU XY PRIN1 PRIN2 ANGLE ----- ------- ------- ------ ----- ----- -----

0.00000E+00 1.46498E+01 2.98975E+01 2.09283E+01 4.45473E+01 0.00000E+00 5.50080E+01 1.36900E+00 1.34692E+01 2.79146E+01 1.84113E+01 4.04693E+01 9.14507E-01 5.57099E+01 6.36900E+00 1.09407E+01 2.06723E+01 8.90533E+00 2.59545E+01 5.65857E+00 5.93259E+01 8.36900E+00 1.02514E+01 1.77754E+01 4.96512E+00 2.02428E+01 7.78404E+00 6.35752E+01 1.13690E+01 -1.21992E-06 1.34300E+01 -3.20375E-07 1.34300E+01 -9.53674E-07 9.00000E+01

SECTION ELEVATION 158.00 -------------------------

BOUNDARY CONDITION: SIGMA YU= 1.27700E+01 TAU U= 0.00000E+00 SIGMA XU= 0.00000E+00 EQUILIBRIUM CONDITION: SUM P=-2.46668E+02 SUM TAU= 2.46668E+02

POINT SIGMA X SIGMA Y TAU XY PRIN1 PRIN2 ANGLE ----- ------- ------- ------ ----- ----- -----

0.00000E+00 2.02321E+01 4.12901E+01 2.89031E+01 6.15222E+01 0.00000E+00 5.50080E+01 1.26900E+00 1.99785E+01 3.90655E+01 2.70738E+01 5.82286E+01 8.15426E-01 5.47088E+01 6.26900E+00 1.84870E+01 3.03003E+01 1.90290E+01 4.43183E+01 4.46906E+00 5.36222E+01 1.12690E+01 1.64051E+01 2.15351E+01 9.64871E+00 2.89540E+01 8.98630E+00 5.24436E+01 1.32690E+01 1.54651E+01 1.80291E+01 5.52267E+00 2.24166E+01 1.10775E+01 5.15345E+01 1.62690E+01 -3.25802E-06 1.27700E+01 -1.51247E-06 1.27700E+01 -2.86102E-06 9.00000E+01

SECTION ELEVATION 151.00 -------------------------

BOUNDARY CONDITION: SIGMA YU= 1.16374E+01 TAU U= 0.00000E+00 SIGMA XU= 2.00000E-01 EQUILIBRIUM CONDITION: SUM P=-4.26128E+02 SUM TAU= 4.26128E+02

46

附录二 坝体的稳定应力计算输入输出数据

POINT SIGMA X SIGMA Y TAU XY PRIN1 PRIN2 ANGLE ----- ------- ------- ------ ----- ----- -----

0.00000E+00 2.69460E+01 5.49918E+01 3.84943E+01 8.19379E+01 3.81470E-06 5.50080E+01 1.16900E+00 2.67934E+01 5.25977E+01 3.67365E+01 7.86319E+01 7.59285E-01 5.46758E+01 6.16900E+00 2.56213E+01 4.23576E+01 2.86555E+01 6.38418E+01 4.13714E+00 5.31396E+01 1.11690E+01 2.37914E+01 3.21176E+01 1.96625E+01 4.80529E+01 7.85609E+00 5.09772E+01 1.61690E+01 2.15514E+01 2.18775E+01 9.75768E+00 3.14735E+01 1.19554E+01 4.54787E+01 1.81690E+01 2.05960E+01 1.77815E+01 5.54041E+00 2.49051E+01 1.34724E+01 3.78742E+01 2.11690E+01 2.00001E-01 1.16374E+01 -1.84774E-06 1.16374E+01 2.00001E-01 9.00000E+01

SECTION ELEVATION 143.00 -------------------------

BOUNDARY CONDITION: SIGMA YU= 6.02392E+00 TAU U=-7.87175E-01 SIGMA XU= 3.63615E+00 EQUILIBRIUM CONDITION: SUM P=-6.97040E+02 SUM TAU= 6.97040E+02

POINT SIGMA X SIGMA Y TAU XY PRIN1 PRIN2 ANGLE ----- ------- ------- ------ ----- ----- -----

0.00000E+00 3.25293E+01 6.63864E+01 4.64705E+01 9.89157E+01 3.81470E-06 5.50080E+01 1.76900E+00 3.10784E+01 6.27256E+01 4.36775E+01 9.33575E+01 4.46548E-01 5.49573E+01 6.76900E+00 2.75707E+01 5.23786E+01 3.58705E+01 7.79292E+01 2.02000E+00 5.45376E+01 1.17690E+01 2.49741E+01 4.20315E+01 2.81923E+01 6.29570E+01 4.04869E+00 5.34158E+01 1.67690E+01 2.33335E+01 3.16845E+01 2.06429E+01 4.85700E+01 6.44800E+00 5.07176E+01 2.17690E+01 2.26933E+01 2.13375E+01 1.32223E+01 3.52551E+01 8.77576E+00 4.35325E+01 2.34990E+01 2.27129E+01 1.77574E+01 1.06847E+01 3.12035E+01 9.26693E+00 3.84720E+01 2.67690E+01 1.12823E+01 1.09905E+01 4.84505E+00 1.59837E+01 6.28916E+00 4.41374E+01 2.91690E+01 3.63615E+00 6.02392E+00 -7.87178E-01 6.26007E+00 3.40000E+00 1.06699E+02

SECTION ELEVATION 136.00 -------------------------

BOUNDARY CONDITION: SIGMA YU= 8.27171E-01 TAU U= 1.61185E+00 SIGMA XU= 5.71645E+00 EQUILIBRIUM CONDITION: SUM P=-9.61640E+02 SUM TAU= 9.61640E+02

POINT SIGMA X SIGMA Y TAU XY PRIN1 PRIN2 ANGLE ----- ------- ------- ------ ----- ----- -----

0.00000E+00 3.63832E+01 7.42514E+01 5.19760E+01 1.10635E+02 0.00000E+00 5.50080E+01 1.66900E+00 3.52261E+01 7.08633E+01 4.94551E+01 1.05612E+02 4.77509E-01 5.49070E+01 6.66900E+00 3.19987E+01 6.07131E+01 4.20583E+01 9.07972E+01 1.91461E+00 5.44240E+01 1.16690E+01 2.92019E+01 5.05630E+01 3.48944E+01 7.63748E+01 3.39005E+00 5.35092E+01 1.66690E+01 2.69284E+01 4.04128E+01 2.79634E+01 6.24354E+01 4.90582E+00 5.17779E+01 2.16690E+01 2.52708E+01 3.02626E+01 2.12654E+01 4.91781E+01 6.35538E+00 4.83471E+01 2.66690E+01 2.43220E+01 2.01125E+01 1.48002E+01 3.71664E+01 7.26808E+00 4.09531E+01 3.16690E+01 1.39549E+01 9.96232E+00 9.11562E+00 2.12903E+01 2.62696E+00 3.88237E+01 3.61690E+01 5.71645E+00 8.27170E-01 1.61185E+00 6.20000E+00 3.43616E-01 1.66992E+01

SHEARING SAFETY FACOR = 3.0485 SLIDING SAFETY FACTOR= .9177

47

附录二 坝体的稳定应力计算输入输出数据

136.000 136.000 18.000 8.500 -8.760 .650 .800 51.020 2 2 3 0

99.370 169.610 101.580 170.920 115.620 158.920 113.880 161.420 118.740 154.470 140.110 148.740

99.370 163.610 100.000 162.980 97.600 165.380 3.000 15.000 17.210 1.850 .950 142.370

55.000 25.000 39.000 112.740 121.970 182.040 .000

170.660 1.270 .000 .000 170.160 -.430 .700 .700

156.000 3.000 .000 .300 .000 .000 .000 .000 .000 151.000 3.000 .000 .300 .000 .000 .000 .000 .000 136.000 9.500 .200 .300 .000 .000 .000 .000 .000

WATER SPILLWAY BLOCK NO.= 2 ----------------------------

NORMAL UPSTREAM WATER LEVEL WITH CONSIDERING UPLIFT ---------------------------------------------------

SECTION ELEVATION 156.00 -------------------------

BOUNDARY CONDITION: SIGMA YU= 4.86721E+00 TAU U= 0.00000E+00 SIGMA XU= 0.00000E+00 EQUILIBRIUM CONDITION: SUM P=-2.50832E+02 SUM TAU= 2.50832E+02

POINT SIGMA X SIGMA Y TAU XY PRIN1 PRIN2 ANGLE ----- ------- ------- ------ ----- ----- -----

0.00000E+00 2.34481E+01 4.78532E+01 3.34972E+01 7.13013E+01 0.00000E+00 5.50080E+01 2.67400E+00 2.00788E+01 4.13496E+01 2.66604E+01 5.94177E+01 2.01080E+00 5.58741E+01 7.67400E+00 1.67647E+01 2.91888E+01 1.54159E+01 3.95972E+01 6.35631E+00 5.59738E+01 1.26740E+01 1.54871E+01 1.70280E+01 6.17760E+00 2.24830E+01 1.00321E+01 4.85546E+01 1.46740E+01 1.50546E+01 1.21637E+01 3.04400E+00 1.69789E+01 1.02394E+01 3.22996E+01 1.76740E+01 -1.77427E-06 4.86721E+00 -3.65078E-07 4.86721E+00 -1.90735E-06 9.00000E+01

SECTION ELEVATION 151.00 -------------------------

BOUNDARY CONDITION: SIGMA YU= 1.19648E+01 TAU U= 0.00000E+00 SIGMA XU= 2.00000E-01 EQUILIBRIUM CONDITION: SUM P=-3.73382E+02 SUM TAU= 3.73382E+02

POINT SIGMA X SIGMA Y TAU XY PRIN1 PRIN2 ANGLE ----- ------- ------- ------ ----- ----- -----

0.00000E+00 7.37525E+01 4.83632E+01 5.97236E+01 1.22116E+02 0.00000E+00 3.90000E+01 1.97500E+00 7.33798E+01 4.50919E+01 4.81863E+01 1.09455E+02 9.01663E+00 3.68208E+01 6.97500E+00 6.27164E+01 3.68101E+01 2.43376E+01 7.73332E+01 2.21933E+01 3.09884E+01 1.19750E+01 4.45400E+01 2.85284E+01 8.17296E+00 4.79749E+01 2.50934E+01 2.27959E+01 1.69750E+01 2.68952E+01 2.02466E+01 -3.07519E-01 2.69094E+01 2.02324E+01 1.77357E+02 1.89750E+01 2.17880E+01 1.69339E+01 -1.54816E+00 2.22398E+01 1.64821E+01 1.63734E+02

48

附录二 坝体的稳定应力计算输入输出数据

2.19750E+01 1.99980E-01 1.19648E+01 -2.62260E-06 1.19648E+01 1.99980E-01 9.00000E+01

SECTION ELEVATION 136.00 -------------------------

BOUNDARY CONDITION: SIGMA YU= 2.29430E+01 TAU U=-5.02291E+00 SIGMA XU= 7.70687E+00 EQUILIBRIUM CONDITION: SUM P=-8.91934E+02 SUM TAU= 8.91934E+02

POINT SIGMA X SIGMA Y TAU XY PRIN1 PRIN2 ANGLE ----- ------- ------- ------ ----- ----- -----

0.00000E+00 0.00000E+00 4.50940E+01 0.00000E+00 4.50940E+01 0.00000E+00 9.00000E+01 2.37499E+00 -4.84330E-01 4.39717E+01 5.79740E+00 4.47153E+01 -1.22791E+00 8.26910E+01 7.37499E+00 -6.75989E-01 4.16090E+01 1.59207E+01 4.69330E+01 -5.99999E+00 7.15097E+01 1.23750E+01 1.81301E-01 3.92462E+01 2.32214E+01 5.00576E+01 -1.06301E+01 6.50343E+01 1.73750E+01 1.99815E+00 3.68834E+01 2.76993E+01 5.21745E+01 -1.32930E+01 6.10996E+01 2.23750E+01 4.68518E+00 3.45206E+01 2.93546E+01 5.25306E+01 -1.33248E+01 5.84696E+01 2.73750E+01 8.15298E+00 3.21579E+01 2.81872E+01 5.07916E+01 -1.04808E+01 5.65324E+01 3.23750E+01 1.23122E+01 2.97951E+01 2.41970E+01 4.67812E+01 -4.67397E+00 5.49314E+01 3.73750E+01 1.70734E+01 2.74323E+01 1.73842E+01 4.03923E+01 4.11346E+00 5.32955E+01 4.23750E+01 1.18056E+01 2.50695E+01 8.28646E+00 2.90512E+01 7.82396E+00 6.43358E+01 4.68750E+01 7.70688E+00 2.29430E+01 -5.02291E+00 2.44499E+01 6.20000E+00 1.06699E+02 SHEARING SAFETY FACOR = 4.1116 SLIDING SAFETY FACTOR= 1.1621

CONCRETE VOLUME OF MIDDLE WATER SPILLWAY BLOCK = 1.405199E+04

DESIGN FLOOD UPSTRAM WATER LEVEL WITH CONSIDERING UPLIFT ---------------------------------------------------------

SECTION ELEVATION 156.00 -------------------------

BOUNDARY CONDITION: SIGMA YU= 6.97905E+00 TAU U= 0.00000E+00 SIGMA XU= 0.00000E+00 EQUILIBRIUM CONDITION: SUM P=-2.45122E+02 SUM TAU= 2.45122E+02

POINT SIGMA X SIGMA Y TAU XY PRIN1 PRIN2 ANGLE ----- ------- ------- ------ ----- ----- -----

0.00000E+00 2.13431E+01 4.35574E+01 3.04902E+01 6.49005E+01 0.00000E+00 5.50080E+01 2.67400E+00 1.92865E+01 3.80232E+01 2.50188E+01 5.53701E+01 1.93958E+00 5.52643E+01 7.67400E+00 1.73203E+01 2.76752E+01 1.54558E+01 3.87976E+01 6.19781E+00 5.42600E+01 1.26740E+01 1.64040E+01 1.73271E+01 6.76275E+00 2.36440E+01 1.00871E+01 4.69522E+01 1.46740E+01 1.59606E+01 1.31879E+01 3.52915E+00 1.83659E+01 1.07826E+01 3.42769E+01 1.76740E+01 -5.98538E-07 6.97905E+00 -6.33299E-07 6.97905E+00 -4.76837E-07 9.00000E+01

SECTION ELEVATION 151.00 -------------------------

BOUNDARY CONDITION: SIGMA YU= 1.27916E+01 TAU U= 0.00000E+00 SIGMA XU= 2.00000E-01 EQUILIBRIUM CONDITION: SUM P=-3.74172E+02 SUM TAU= 3.74172E+02

49

本文来源：https://www.bwwdw.com/article/shdf.html