拱坝课程设计计算

1、GUIZHOUUNIVERSITY水工建筑物课程设计设计题目：拱坝学院：土木建筑工程学院班级：水电061姓名：徐君学号：060807110296指导老师：肖良锦老师第一章工程概况某工程位于排坡河中游河段，以发电为主。电站装机2X630KW坝址以上流域面积151Km2枢纽主要建筑物有混凝土拱坝，坝后引水式厂房等。大坝为五等5级建筑物。设计洪水（三十年一遇）367m3/s，校核洪水（二百年一遇）572m3/s。坝址河床为较对称的V型河谷，两岸坡较陡。河床及漫滩砂砾石层厚为03m,弱风化层厚22.5m。坝后冲刷坑范围以内河床为炉山组中至厚层白云岩，其岩性坚硬致密，隐节理发育，抗冲刷强度高。上游坝址溢

2、流堰顶高程375.00m。电站额定引用流量2X2.69m3/s。该电站位于我省东部多暴雨地区，洪水强度大，流域坡度陡，汇流快，洪水陡涨陡落，枢纽建筑物布置多集中于河床。确定正常蓄水位与溢流堰顶高程平齐。课程设计任务根据以上提供的基本情况及地形图，布置设计混凝土拱坝。步骤如下：1、拱坝布置的原则在地形图上布置双曲拱坝。选择7层拱圈，坝肩及河床的开挖深度按5m，坝顶无通行汽车要求。根据布置的尺寸进行拱坝应力分析，直至满足应力要求为止。（时间2天）2、选择坝顶溢流方式及消能方式，进行相应水力学计算。确定；孔口尺寸、闸墩宽度、上游设计水位、校核水位、下游设计水位、校核水位、工作桥。（时间1天）3、根据

3、布置及计算结果，要求提供以下成果。（时间2天）拱坝平面布置图（建议比例1：200）溢流坝剖面图（建议比例1：200）非溢流坝剖面图（建议比例1：200）拱坝下游立视图或展视图（建议比例1：200）设计计算书1份第二章拱坝的体形和布置2.1 设计参数坝体材料：C20混凝土，容重2.4t/m3,弹模为25.5X109（坝体弹模考虑徐变的影响，取为瞬时弹性模量的0.6-0.7），泊松比0.167,线胀系数1X10-5/C,导温系数3m2/月。坝基：白云岩，容重2.5t/m3,弹模29.82X109,泊松比0.17,线胀系数1.4X10-5/C,导温系数3n2/月。淤沙浮容重按1.3t/m3,内摩擦角

4、14°。温度荷载按规范（SD145-85）计算，封拱灌浆温度取812C。2.2 控制指标大坝拱肩稳定及应力控制指标均严格按照混凝土拱坝设计规范（SD145-85）执行，见表2-1、2-2。表2-1抗滑稳定安全系数表类另I荷载组合情况安全系数抗剪断强度Ks基本组合3特殊组合2.5表2-2大坝允许应力表类另I荷载组合情况允许应力允许拉应力（kg/cm）基本组合12特殊组合15允许压应力（kg/cm2）基本组合50特殊组合552.3 坝顶高程的拟定2.3.1 设计洪水位计算：Q溢Q总Q036722.69361.62m3/s,取单宽流量q=50m3/s,LQ溢/q361.62/507.23日

5、校核洪水位计算：Q溢Q总Q057222.69566.62m3/s,LQ溢/q566.62/5011.33m,所以取L=12m,n=3,b=4m。通过EXCEW算，设计水位382.00,校核水位386.00设计洪水位的计算水位H孔口数n流量系数m堰宽b630.490.94344.32990826.0530.490.94348.64298656.130.490.94352.97392466.1530.490.94357.32264896.230.490.94361.68908716.2230.490.94363.44060626.2430.490.94365.19494366.2630.490.9

6、4366.9520946取H=7m,河底高程349.00，再往下开挖5m,坝底高程344.00堰顶高程375.00，设计水位382.00.校核洪水位的计算830.490.94530.13057388.130.490.94540.101528.230.490.94550.13420688.330.490.94560.22825658.430.490.94570.38329848.4130.490.94571.40214318.4230.490.94572.4215937所以取H=9m堰顶高程375.00,校核水位384.00.2.3.2 坝顶高程根据各种运行情况的水库静水位加上相应超高后的最大值

7、确定。顶超高值Ah按下式计算（官厅水库公式）h=h%+hz+hc式中：Ah坝顶距水库静水位高度（m）hi%累计频率为1%寸的浪高（m）（m）0.3m,非常运用情况取0.2mhz波浪中心线至水库静水位的高度hc安全超高（m）：正常运用情况取2.3.3 波浪要素按“官厅水库”公式计算：hi=0.0166V5/4D1/3L=10.4(hi)0.8hz式中：l波长（m）；D吹程，由坝前沿水面至对岸的最大直线距离（km）,取为5倍坝长。V计算风速（m/s）,据资料取15m/s2.3.4坝顶高程计算成果见下表：计算情况设计情况校核情况相应水位（mD382384Vg(m/s)1515D(km)0.0460.

8、046hc(rnj)0.30.2h%(m)0.180.18hz(m)0.040.04Ah(m)0.520.042坝顶局程（mD382.52384.42结论：综合考虑后，取坝顶高程为385.0m河床底部高程为349.0m,按地质提供的基本资料，开挖按5.0m计，则坝高为41.0m,属于中坝，在坝顶高程385.0m开挖后的河谷水平宽度为56.90m。2.4拱坝体型设计根据美国垦务局的建议公式进行计算:2.4.1坝顶厚度Tc式中TcHLTc=0.01（H+1.2L。坝顶厚度（m）最大坝高（m>=43.7顶拱弦长（m）=194.50经计算得Tc=0.01X（41.0+1.2X56.90）=1.0

9、9m,据工程经验，拱坝顶部宽度Tc不小于3m,取Tc=5m。2.4.2拱圈厚度（1）、底拱厚度TbTb30.0012HLiL2(H)h/12212122式中Tb坝底厚度（m>拱冠梁的高度（m）=41.0坝顶高程处拱端可利用岩基面间的河谷宽度（m)=56.902-坝底以上0.15H,即350.15高程处拱端可利用岩基面间的河谷宽度(mD=11.12经计算得Tb=2.78m。综合考虑后，取坝底厚度为Tb=7.0m。(2)、0.45H高度,即高程362.45处的厚度飞,T0.45H=O.95Tb经计算得到To.45H=6.65m。2.4.3上游面曲线初拟参考其他工程经验及规范要求进行设计:Zo

10、HDaHS1Z一般情况下有：31=0.60.732=o.150.2S=0.150.3综合考虑后取参数计算如下：ZoiH0.6541.026.65mDA2H0.1741.07.00mS1SZ10.20(41.026.65)2.87m由此可知，A、DB三点的坐标为：点开YZC00A-7.0-26.65B-4.13-41.0定出ABC三点位置后，可按二次抛物线方程ya1za2z2,通过三点定出上游曲线，下游用曲线拟合定出。解出a10.564,a20.0113,计算各点坐标如下表：Z-1.0-3.0-5.0-10.0-15.0-20.0-25.0YP-0.553-1.590-2.538-4.510-5

11、.189-6.76-7.0381Z-27.0-30.0-35.037.040.0-41.0Y-6.990-6.750-5.898-5.398-4.480-4.1292.5拱坝布置布置原则：坝体轮廓力求简单，基岩面、坝面变化平顺，避免有任何突变。布置基本步骤：1 .将地形图上可利用的基岩线确定后，试定顶拱轴线位置。顶拱轴线半径可用R轴=0.6L（L为顶拱高程处拱端可利用基岩面间的河谷宽度）拟定。将顶拱轴线在地形图上移动，调整位置，尽量使拱轴线与岩基面等高线在拱端处的交角不小于30,并使两端夹角大致相近。按选定的半径、中心角及顶拱厚度在画出顶拱内外缘弧线。2 .按初定拱冠梁剖面尺寸，至上而下，选取

12、7道拱圈，绘制各层拱圈剖面布置图，布置原则与顶拱相同。3 .进行应力计算和坝肩岩体抗。经过应力控制的优化后得到拱坝体型。计算采用提供程滑稳定校核序计算。设计过程中严格按照有关规范的要求来进行大坝体形的设计调整。拱圈分布示意图各层拱圈参数如下表（单位：米）序号河谷宽度半径R上高程卜.高程拱厚拱圈156.9037.00385.0379.03.00拱圈244.3128.80379.0373.04.11拱圈334.5022.43373.0367.05.14拱圈426.3217.11367.0361.06.07拱圈521.4513.94361.0355.011.39拱圈615.7010.21355.03

13、49.07.20拱圈78.855.80349.0344.07.21第三章应力计算3.1 计算方法及荷载组合3.1.1 计算方法拱坝应力按拱梁分载法（拱冠梁法）计算，利用本设计以提供的VB程序在计算机机上计算。计算初拟采用7层拱圈，其高程分别为：385.0、379.0、373.0、367.0、361.0、355.0、349.0m。荷载组合情况分基本组合及特殊组合两类：基本组合1 .正常蓄水位+相应尾水位+设计正常温降+自重+扬压力+泥沙压力+浪压力。2 .设计蓄水位+相应尾水位+设计正常温升+自重+扬压力+泥沙压力+浪压力特殊组合为：3 .核洪水位+相应尾水位+设计正常温升+自重+扬压力+泥沙压

14、力+浪压力。4 .校核洪水位+相应尾水位+设计正常温降+自重+扬压力+泥沙压力+浪压力+地震荷载载。3.2 应力计算（见附件）第四章溢流坝设计4.1 孔口设计4.1.1 泄水方式的选择：为使水库有较好的超泄能力，采用开敞式孔口。4.1.2 洪水标准的确定；本次设计的拱坝是五级建筑物，采用30年一遇的洪水标准设计，200年一遇的洪水校核。4.1.3 流量的确定：设计情况下，溢流坝的下泄流量为367n3/s;校核情况下，溢流坝的下泄流量为572m3/s。4.1.4 单宽流量的选择：坝址处基岩比较坚硬完整，综合枢纽的布置及下游的消能防冲要求，单宽流量范围3050m3/s,取单款流量50m3/s。4.

15、1.5孔口净宽的拟定：分别计算设计和校核情况下溢洪道所需孔口宽度。计算成果如下：表41孔口净宽计算计算情况流量Q(m/s)单宽流量q(n3/s)孔口净宽B(m)设计情况367507.34校核情况57211.4411.44根据以上计算，溢流坝孔口净宽取12.0m,假设每一孔宽度为4由孔数为34.1.6溢流坝段总长度(溢流孔口的总宽度)的确定：根据工程经验拟订孔口支墩的厚度为：中墩1日边墩1m,则溢流坝段的总长度L为L0nb(n1)b432114.0m4.1.7 堰顶高程的确定：据设计资料，堰顶高程取375.0m4.1.8 定型设计水头Hd的确定：堰上最大水头Hmax校核洪水位-堰顶高程=384.

16、0-735.0=9.0m所以，定型设计水头Hd(75%95%,Hmax6.758.55.取Hd=7.20m4.1.9下游最高水位计算:下游水位计算水深面积A湿周水力半径水力坡降11/6a#QAC.RJnR=A/XCR河宽hXJn10.051.6313.3680.4842636580.03217.72326143.5984339152250.0525.32713.951.8151651970.03222.0893374134.83402719.1(70.0547.15719.22.4566055430.03223.2319626307.167152512.580.0557.59321.332.7

17、004735780.03223.6013394399.577759913.48.50.0562.78622.342.8099713570.03223.758206447.303602513.88.70.0564.85922.752.8515717740.03223.8164693466.621527913.990.0567.96623.342.9119965720.03223.899848495.857936714.1100.0578.30425.293.0966109070.03224.1459577595.177756414.610.50.0583.46926.253.1803772150

18、.03224.2536125645.826633214.9通过计算，由水位流量关系曲线知设计水位对应的下游水位约为357.3,校核水位对应的下游水位约为358.7水位流量关系曲演700600500§400300200100123456769系列1水位4.2 溢流坝设计4.2.1 顶部曲线段WE轴线下游曲线段线采用：1.850.85x2.0Hdy按上式算得的坐标值如下表:Y/m0.20.40.60.81.01.52.0X/m1.5092.1952.7343.1933.6034.4865.2402.503.04.05.06.07.05.9126.5247.6228.5999.49010.

19、3158.09.010.11.80711.81512.5084.2.2 挑流鼻坎设计挑流鼻坎有连续式鼻坎和差动式，本设计采用连续式；按规范规定，鼻坎挑射角1535之间，根据工程经验，挑射角一般取2025之间，取23;鼻坝坝顶高程高出下游最高水位12所以鼻坎高程为358.7+2=360.7m,反弧半径R=(410)h,h为校核洪水位时反弧处的水深(常近似取鼻坎上水深)。4.2.3 反弧半径的确定1 .鼻坎处水流速V2的计算，对上游和鼻坎处列方程：PiM一法2 .设计时：V22g亿z2)29.8(382.0360.7)20.4m/s因为QABh,所以鼻坝平均水深为：hBvCL校核洪水时溢流坝下泄流

20、量为m3/s;鼻坎处水面宽度，m36712 20.41.50m3 .校核时：V2,2g(Z1Z2)29.8(384.0360.7)21.4m/s.h5722.23m,反弧半径1221.4根据经验公式R=(410)h,取R=7.0m.4.2.4 挑距及冲刷坑深度估算鼻坎挑射角度一般采用。=2025度，取23度。水舌挑射距离：L1v12sincosv1cos；v2sin22g(h1h2)式中：L一坝下游垂直面到挑流水舌外缘进入下游水面后与河床面交点的水平距离,Vi一为坎顶水面流速;一鼻坎的挑角，（度）；h1为坎顶平均水深h在铅直向白投影，hi=hcosh2为坎顶至河床面的高差；设计时:12L 20

21、.42 sin 23 cos239.820.4cos23 . 20.42 sin2 232 9.8 (1.38 16.70)54.44 m校核时:12L 21.42 sin23 cos239.821.4cos23 21.42 sin2 232 9.8 (2.05 16.70)58.85m4.2.5 冲刷坑深度最大冲坑水垫厚度估算：工0.50.25tkqH其中，tk:水垫厚度；q：单宽流量；H上下游水位差；a：冲刷系数，对坚硬完整岩石a=0.91.2,坚硬但完整性较差的岩石a=1.21.5,软弱破碎，裂隙发育的基岩a=1.22.0。设计洪水位的情况：单宽流量q=50.0m/s,上下游水位差H=3

22、82.0-357.3=24.7m,冲刷坑系数a=1.0,所以:tkq0.5H0.251.050.00.524.70.2515.76m,'_tktkh215.76(360.7349)4.06m校核洪水位的情况：单宽流量q=50m/s,上下游水位差H=384-358.7=25.3m,冲刷坑系数a=1.0所以：tkq0.5H0.251.0500525.302515.86m'._._tktkh215.86(360.7349)4.16m附件：拱坝应力计算1.正常蓄水位时荷载组合：拱坝坝数据NHB1HB2HSFSMSMH7375354356.3141.30.98MCGCECEFKCCSu2

23、.40.000012600000300000000.80.17高程外半径拱圈厚半中心角坝趾距岸坡角AF坝肩弹模EFHRTAYAFEF385.0037.003.0050.502.8752.132600000379.0028.804.1150.505.3248.732600000373.0022.435.1450.507.4143.182600000367.0017.116.0750.009.1034.482600000361.0013.946.8149.509.8628.492600000355.0010.217.2050.009.5631.022600000349.005.807.1748.5

24、08.3532.982600000当量矩形长宽比m=14.8750793279263坝体积V=10045.9890494511mA3温升G=57.57/（T+2.44）计算结果E=2（双向扭转效应）（1）荷载分配扭载高程总荷载梁载拱载扭载梁载（震）拱载（震）（震）HPXXAZXvXAvZv3850.00-5.638.99-3.36-5.638.99-3.363790.00-1.979.36-7.39-1.979.36-7.39拱端拱冠拱端 （ 震）SauSadSouSodSauvSadvSouv Sodv206.716.964.4171.8206.716.964.4171.8200.1-63.

25、54.5164.7200.1-63.54.5164.7180.1-85.2-14.0166.6180.1-85.2-14.0166.6130.6-66.8-10.1151.3130.6-66.8-10.1151.385.2-18.715.1118.385.2-18.715.1118.353.21.926.492.953.21.9 26.4 92.927.027.126.826.327.027.1 26.826.3拱应力（T/m2（压为正）拱冠 （ 震）MocVocWocMocvVocvWocv0.000.000.000.000.000.0032.8122.8048.3532.8122.8048

26、.3555.2022.49110.1955.2022.49110.19-40.361.03187.56-40.361.03 187.56-196.03-15.30269.09-196.03-15.30269.09-244.49-16.56335.37-244.49-16.56335.37-378.3310.19320.91-378.3310.19320.91（4） 粱 内 力梁应力梁应力 （ 震）ScuScdScuvScdvScug Scdg0.00.00.00.00.00.024.9-0.224.9-0.2-4.7 31.037.89.437.89.4-19.3 71.030.046.330

27、.046.3-32.7 114.5梁应力（T/m2（压为正）梁自重应力3731.962.089.70-9.812.089.70-9.813677.845.088.46-5.695.088.46-5.6936113.720.3712.540.810.3712.540.8135520.630.0516.124.460.0516.124.4634926.37-8.9727.55(2)拱端内力7.79-8.9727.557.79MaoVaoHaoMaovVaovHaov142.181012.89343.49142.181012.89343.49369.52803.45308.48369.52803.4

28、5308.48577.50641.75302.96577.50641.75302.96587.13457.31281.14587.13457.31281.14372.67455.80305.39372.67455.80305.39173.24395.34272.80173.24395.34272.808.60288.30189.188.60288.30189.1821.3 90.832.2 129.3-302.7 1520.921.3 90.8-27.4 143.432.2 129.3-302.7 1520.90.7 168.1-363.2 1814.3(6) 拱冠变位RorRorv3.886

29、88038148437E-032.63010603821414E-031.5530341345244E-038.08289280549594E-043.88213462772187E-041.85836161183693E-042.8896855112947E-053.88688038148437E-032.63010603821414E-031.5530341345244E-038.08289280549594E-043.88213462772187E-041.85836161183693E-042.8896855112947E-05(7) 最大应力SauSadSouSodScuScd最大2

30、06.7(1)27.1(7)64.4(1)171.8(1)37.8(3)1520.9(7)最小27.0(7)-85.2(3)-14.0(3)26.3(7)-302.7(7)-0.2(2)2.设计水位荷载组合：拱坝NHB1HB2HSFS7382357.3356.314坝数据MS MH1.30.98MC GC EC EFKC CS u高程外半径拱圈厚半中心角HRTAYAFEF385.0037.003.0050.502.8752.13379.0028.804.1150.505.3248.73373.0022.435.1450.507.4143.18367.0017.116.0750.009.1034

31、.48361.0013.946.8149.509.8628.49355.0010.217.2050.009.5631.02349.005.807.1748.508.3532.980.80.172.40.00001260000030000000坝趾距岸坡角AF坝肩弹模EF2600000260000026000002600000260000026000002600000当量矩形长宽比m=14.8750793279263坝体积V=10045.9890494511mA3温升G=57.57/(T+2.44)计E=2（双向扭转效应算)结；果（1）荷载分配高程总荷载梁载拱载扭载梁载（震）拱载（震）(震)HP

32、XXAZXvXAvZv3850.00-6.339.90-3.57-6.339.90-3.573792.94-1.6711.44-6.83-1.6711.44-6.833738.823.4813.65-8.313.4813.65-8.3136714.704.1514.53-3.984.1514.53-3.9836120.58-0.1618.702.04-0.1618.702.0435525.24-1.3322.424.14-1.3322.424.1434930.00-5.4130.754.65-5.4130.754.65（2）拱端内力MaoVaoHaoMaovVaovHaov131.811113

33、.86376.60131.811113.86376.60332.77966.56364.44332.77966.56364.44498.30847.06379.98498.30847.06379.98486.85641.30361.80486.85641.30361.80301.54575.43366.35301.54575.43366.35141.28475.74317.21141.28475.74317.216.83311.12201.706.83311.12201.70拱应力（T/m2（压为正）拱端拱冠拱端（震）拱冠（震）SauSadSouSodSauvSadvSouvSodv211.0

34、35.179.1178.6211.035.179.1178.6201.2-36.125.1169.4201.2-36.125.1169.4178.4-50.511.0166.8178.4-50.511.0166.8129.5-34.212.8146.7129.5-34.212.8146.786.52.429.7113.286.52.429.7113.256.614.734.788.956.614.734.788.928.628.728.528.128.628.728.528.1（4）粱内力MocVocWocMocvVocvWocv0.000.000.000.000.000.0042.3124.

35、0050.1542.3124.0050.1573.6818.57122.9273.6818.57122.92-50.74-4.32211.88-50.74-4.32211.88-223.43-16.28298.62-223.43-16.28298.62-263.42-11.82362.85-263.42-11.82362.85扭载(5)梁应力（T/mA2）（压为正）梁应力梁应力（震）梁自重应力ScuScdScuvScdvScugScdg0.00.00.00.00.00.028.9-3.528.9-3.5-4.731.045.27.245.27.2-19.371.033.053.433.053.

36、4-32.7114.522.7101.922.7101.9-27.4143.435.1139.635.1139.60.7168.1-316.91580.4-316.91580.4-363.21814.3(6)拱冠变位RorRorv-393.618.37 328.52-393.618.37 328.523.60374764197425E-032.36936901482732E-031.34154914300588E-036.72350255973788E-043.16228606236422E-041.53289047212102E-042.35548514118165E-053.6037476

37、4197425E-032.36936901482732E-031.34154914300588E-036.72350255973788E-043.16228606236422E-041.53289047212102E-042.35548514118165E-05(7)最大应力SauSadSouSodScuScd最大211.0(1)35.1(1)79.1(1)178.6(1)45.2(3)1580.4(7)最小28.6(7)-50.5(3)11.0(3)28.1(7)-316.9(7)-3.5(2)3.校核水位荷载组合应力计算：拱坝MC GC EC EFKC CS u坝数据NHB1HB2HSFS

38、MSMH7384358.7356.3141.30.980.80.172.40.00001260000030000000高程外半径拱圈厚半中心角坝趾距岸坡角AF坝肩弹模EFHRTAYAFEF385.0037.003.0050.502.8752.132600000379.0028.804.1150.505.3248.732600000373.0022.435.1450.507.4143.182600000367.0017.116.0750.009.1034.482600000361.0013.946.8149.509.8628.492600000355.0010.217.2050.009.5631

39、.022600000349.005.807.1748.508.3532.982600000当量矩形长宽比m=14.8750793279263坝体积V=10045.9890494511mA3温升G=57.57/（T+2.44）计算结果E=2（双向扭转效应）（1）荷载分配扭载高程总荷载梁载拱载扭载梁载（震）拱载（震）（震）HPXXAZXvXAvZv3850.00-6.8710.40-3.53-6.8710.40-3.533794.90-0.9712.39-6.52-0.9712.39-6.5237310.783.4315.12-7.773.4315.12-7.7736716.663.7316.47

40、-3.533.7316.47-3.5336122.54-0.0320.452.12-0.0320.452.1235525.83-2.0423.963.91-2.0423.963.9134930.59-4.2330.644.18-4.2330.644.18（2）拱端内力MaoVaoHaoMaovVaovHaov126.211168.30394.46126.211168.30394.46315.951041.22390.05315.951041.22390.05468.89923.29408.58468.89923.29408.58454.93699.88387.48454.93699.88387

41、.48281.33609.42383.66281.33609.42383.66133.50495.32328.03133.50495.32328.036.89310.30201.256.89310.30201.25（3）拱应力（T/mA2）（压为正）拱端（震）SadvSouvSodv拱冠（震）Sau拱端拱冠SadSouSodSauv213.444.987.0182.3213.444.987.0182.3201.8-23.534.6171.5201.8-23.534.6171.5177.8-37.520.3166.9177.8-37.520.3166.9129.2-23.820.1145.212

42、9.2-23.820.1145.286.88.433.9111.886.88.433.9111.857.417.836.788.057.417.836.788.028.528.728.428.028.528.728.428.0(4)粱内力MocVocWocMocvVocvWocv0.000.000.000.000.000.0043.5423.5249.3543.5423.5249.3571.1216.17126.2171.1216.17126.21-62.41-5.29218.49-62.41-5.29218.49-236.29-16.39306.72-236.29-16.39306.72-2

43、74.34-10.17370.36-274.34-10.17370.36-398.718.65330.35-398.718.65330.35(5)梁应力(T/mA2)(压为正)梁应力梁应力(震)梁自重应力ScuScdScuvScdvScugScdg0.00.00.00.00.00.029.2-4.229.2-4.2-4.731.045.38.645.38.6-19.371.032.157.232.157.2-32.7114.522.2106.022.2106.0-27.4143.434.9143.834.9143.80.7168.1-321.81600.0-321.81600.0-363.21

44、814.3(6)拱冠变位RorRorv3.45108748640617E-032.25002368855905E-031.26303064787808E-036.29066336840171E-042.95777455103938E-041.45364711852324E-042.37451556653924E-053.45108748640617E-032.25002368855905E-031.26303064787808E-036.29066336840171E-042.95777455103938E-041.45364711852324E-042.37451556653924E-05(

45、7)最大应力SauSadSouSodScuScd最大213.4(1)44.9(1)87.0(1)182.3(1)45.3(3)1600.0(7)最小28.5(7)-37.5(3)20.1(4)28.0(7)-321.8(7)-4.2(2)4.校核洪水位荷载组合，考虑地震荷载：拱坝坝数据NHB1HB2HSFSMSMH高程外半径拱圈厚半中心角坝趾距岸坡角AF坝肩弹模EFHRTAYAFEF385.0037.003.0050.502.8752.132600000379.0028.804.1150.505.3248.732600000373.0022.435.1450.507.4143.18260000

46、0367.0017.116.0750.009.1034.482600000361.0013.946.8149.509.8628.492600000355.0010.217.2050.009.5631.022600000349.005.807.1748.508.3532.982600000当量矩形长宽比拱端 （ 震）拱冠 （ 震）7375354356.3141.30.98MCGCECEFKCCSu2.40.00001260000030000000.0250.80.17坝体积V=10045.9890494511mA3温升G=57.57/(T+2.44)计算结果E=2(双向扭转效应）（1）荷载分配高程梁载拱载扭载梁载（震）拱载（震）(震)HPXXAZXvXAvZv3850.00-5.638.99-3.36-5.489.11-3.293790.00-1.979.36-7.39-1.959.66-7.253731.962.089.70-9.811.9710.19-9.603677.845.088.46-5.695.029.08-5.4736113.720.3712.540.810.8213.120.7435520.630.