拱坝毕业设计

拱坝毕业设计第一部分拱坝毕业设计泥沙浮容重10KN/m3，内摩擦角为20°坝基基岩承载力f］=1000Kpa拱坝体形为双曲拱坝，拱圈平面曲线采用圆弧。因两岸地形不完全对称而采用两岸不同半径的双曲拱坝。0.4028.569.442.8439.661009.735.1343.784279.786.8345.919834.218.9248.0118936.3649.3831338.1350.6348471.9551.3469719.56注：n=0.03i=0.05H(m)流量水位-关系曲线(ll)2.1.1已知:校核洪水位(p=5%)：510.15m设计洪水位(p=1%)：510.64m正常蓄水位：509m2.1.2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确定。坝顶超高值Δh按下式计算式中：Δh………坝顶距水库静水位高度(m)hm………浪高(m)hz………波浪中心线至水库静水位的高度(m)a………安全超高(m)：正常运用情况取0.4m，非常运用情况取0.3m。2.1.3波浪要素按“官厅——鹤地”公式计算：v2=v2,v2=v2,0.0076V0-1/12(gD/v2)1/3=0.331v-1/2.15(gD/v2)1/3.75hz=πhl%2/Lm×cth(2πH/Lm)式中：2L1………波长（mDf………吹程，由坝前沿水面至对岸的最大直线距离(km),取1Km。Vf………计算风速(m/s)，正常和设计情况取15m/s，校核情况取9.6m/s。2.1.4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（m）510.15510.64V0（m）D（m）hc（m）0.30.4hz（m）0.350.22h1%（m）0.980.66坝顶高程（m）510.73511.82结论：综合考虑后，取坝顶高程为512.0m河床底部高程为478.5m，按地质提供的基本资料，挖深按3.5m计，则坝高为37m，属于中坝，在坝顶高程512.0m开挖后的河谷水平宽度为100.58m，则河谷宽高比L/H=100.58/37=2.71，拱坝厚高比T/H=0.24。2.2.1坝顶厚度Tc（参见《砌石坝设计》P137）Tc=0.4+0.01(L+3H)式中Tc——坝顶厚度（m）H——最大坝高（m）=37L——顶拱弦长（m）=100.58经计算得Tc=0.4+0.01(100.58+3×37)=2.5158m，考虑交通等要求，取Tc=3.0m。2.2.2拱圈厚度（1）坝底厚Tb①参见《砌石坝设计》P138经验公式Tb=[0.132(L/H)0.269+(2H/1000)]×H式中Tb——坝底厚度（m）H——最大坝高（m）=37L——顶拱弦长（m）=100.58经计算得Tb=[0.132(100.58/37)0.269+(2×37/1000)]×37=9.13m。②由美国肯务局的经验公式式中Tb——坝底厚度（m）H——最大坝高（m）=37L1——顶拱弦长（m）=100.58L2——顶底以上0.15H处弦长（m）=19.21经计算得Tb=3.91m。综合考虑后，取坝底厚度为Tb=8.88m。拱厚及拱冠梁断面计算表h/HhTx/Hxh/HhTx/Hx0.0030.0000.000.622.26.660.1234.550.13.73.720.0300.725.97.100.1264.660.27.44.330.0572.110.829.67.660.1234.550.35.000.0813.000.933.38.270.1144.220.45.600.1023.778.880.0983.630.56.100.1154.26ΔT=8.88-3=5.88m堰上最大水头Hmax=510.64-509=1.64m定型设计水头Hd=0.8Hmax=0.8×1.64=1.31md/Hnax=0.8∴查表得负压为0.8倍的定型设计水头负压=0.4Hd=0.4×1.31=0.524m可知该负压符合所规定的范围3.1坝型确定3.1.1对于中坝的挑坎落差S=4~8m，取S=5m；堰顶宽度B取24m，每孔净宽8m；反弧半径R=5m溢流坝采用WES型曲线：顶部曲线段采用两段圆弧相连，溢流剖面堰型采用幂曲线，其方程为：X1.85=1.80Hd1.85-1Y即X1.85=2.26Y溢流剖面幂曲线计算表X0.52.0Y0.120.440.94∴WES型剖面曲线方程参数的选择如下：KnR1aR2b0.5Hd0.175Hd0.2Hd0.282Hd∴a=0.175Hd=0.175×1.31=0.23mR1=0.5Hd=0.5×1.31=0.66mb=0.282Hd=0.282×1.31=0.37mR2=0.2Hd=0.2×1.31=0.26m堰曲线切点Xc、Yc的确定1=1/m=1/0.71)a1)b∴B=0.592,a=1/0.85,b=2.176,其中A=1.0961=55°Xc=1.096×1.31×(1/0.7)1/0.85=2.19mYc=0.592×1.31×(1/0.7)1/2.176=0.91m3.1.2反弧段切点D及反弧圆心坐标的确定鼻坎高程取高于下游水位10m，鼻坎高程=481.48+24=505.48m,挑射角取10°,φ=0.96ν=φ(2gh)1/2=0.96×[2×9.81×(510.64-505.48)]1/2=9.66m3/sL=24mh=Q/Lν=112.56/24×9.66=0.49mR=9.2h=9.2×0.49=4.5m圆心高程=鼻坎高程+Rcosθ2=505.48+4.50×cos10°=508.88mY0=509-509.88=-0.88m反弧切点D：X0=Xc+Rsinθ1=2.19+4.50sin55°=5.88m3.1.3溢流坝坝基宽度：鼻坎到堰顶的水平距离为X顶+X坎=X0+Rcosθ2=5.88+4.50sin10°=6.66m附加上鼻坎处削角厚度0.4m，考虑到溢流坝本身的承载能力及其其他的一些问题，故在溢流坝反弧段加5m则溢流坝坝基宽度=6.66+0.4+0.37=7.43m4.1计算方法及荷载组合拱坝应力利用拱坝通用程序GADAP28在PentiumⅡ微机上计算。计算初拟采用8层拱圈，其高程分别为：512m、510m、505m、500m、495m、490m、485m、475m。4.1.1由拱坝应力计算得拱端力系计算结果如下表：拱端力系表工况正常蓄水位+温降校核洪水位+温升设计洪水位+温升拱端左右左右左右高程(m)拱端推力拱端推力拱端推力拱端推力拱端推力拱端推力512.00357.36334.72443.67489.45440.56485.83510.00357.36334.72443.67489.45440.56485.83505.00137.66155.21295.01385.39277.74376.22500.00165.98153.58389.13455.18374.59440.56495.00296.05330.79462.59498.97446.49482.58490.00470.32516.79550.22569.03534.27553.20485.00627.67639.03639.22642.45625.90629.91475.00623.03595.24605.76592.43601.91589.07注：拱端推力的单位为（米／吨）由上述的拱端力系表可知，工况设计洪水位+温升时的拱端推力最大，因为重力墩设置的底高程为496.7m，故由计算得该工况情况下的拱端推力为67049.36KN。正常蓄水位拱端主应力-1力系表高程（m）512.00512.00510.00510.00505.00505.00500.00500.00495.00495.00490.00490.00485.00485.00475.00475.007号梁主应力-1左0.000.00-1.01公斤／平方厘米右0.000.000.282.356号梁主应力-1左0.000.000.283.190.049.65公斤／平方厘米右0.000.000.990.274.82主应力-1左0.000.000.670.936.74-1.77公斤／平方厘米右0.000.000.700.995.54-1.654号梁主应力-1左0.000.000.555.410.70-2.59公斤／平方厘米右0.000.000.575.580.49-3.543号梁主应力-1左0.000.000.670.672.033.768.470.54-2.8620.36公斤／平方厘米右0.000.000.624.669.04-0.18-4.4522.472号梁主应力-1左0.000.000.830.382.922.373.055.970.83-2.7822.00公斤／平方厘米右0.530.300.730.992.373.362.456.960.96-0.31-4.1724.30主应力-1左7.150.006.930.549.852.154.247.248.999.346.373.20公斤／平方厘米右0.000.007.779.033.219.825.199.328.437.755.190号梁主应力-1左4.930.260.822.314.525.777.675.93-1.80公斤／平方厘米右4.930.260.822.314.525.777.675.93-1.80设计洪水位拱端主应力-1力系表高程(m)512.00512.00510.00510.00505.00505.00500.00500.00495.00495.00490.00490.00485.00485.00475.00475.007号梁主应力-1左5.970.0022.185.86公斤／平方厘米右6号梁主应力-1左8.9626.968.8426.15公斤／平方厘米右主应力-1左公斤／平方厘米右9.424号梁主应力-1左9.208.49公斤／平方厘米右9.519.139.189.289.373号梁主应力-1左8.599.838.858.908.688.298.26公斤／平方厘米右7.448.927.779.248.328.648.428.392号梁主应力-1左8.008.207.008.098.448.908.658.517.83公斤／平方厘米右7.237.596.367.528.069.708.768.718.547.83主应力-1左0.000.006.327.328.288.439.978.908.877.846.867.216.23公斤／平方厘米右0.000.006.087.268.098.429.829.019.068.097.027.176.550号梁主应力-1左0.000.007.178.398.027.957.906.685.756.08公斤／平方厘米右0.000.007.178.398.027.957.906.685.756.08校核洪水位拱端主应力-1力系表高程（m）512.00512.00510.00510.00505.00505.00500.00500.00495.00495.00490.00490.00485.00485.00475.00475.007号梁主应力-1左6.270.0721.196.19公斤／平方厘米右6号梁主应力-1左9.2526.4425.63公斤／平方厘米右主应力-1左公斤／平方厘米右9.654号梁主应力-1左9.278.44公斤／平方厘米右9.809.409.369.379.363号梁主应力-1左8.939.199.158.858.34公斤／平方厘米右7.849.328.179.618.618.838.498.232号梁主应力-1左8.588.627.438.368.829.188.828.497.63公斤／平方厘米右7.858.076.837.848.469.959.058.888.527.62主应力-1左0.010.006.977.848.868.739.058.927.856.967.026.42公斤／平方厘米右0.000.006.757.808.688.749.178.106.976.750号梁主应力-1左0.000.008.109.038.648.308.307.986.645.546.41公斤／平方厘米右0.000.008.109.038.648.308.307.986.645.546.41正常蓄水位拱端主应力-2力系表高程(m)512.00512.00510.00510.00505.00505.00500.00500.00495.00495.00490.00490.00485.00485.00475.00475.007号梁主应力-2左-0.450.00-17.25-3.71公斤／平方厘米右-16.86-11.68-12.92-9.316号梁主应力-2左-7.79-24.79-6.91-23.35-6.36-12.95公斤／平方厘米右-13.51-11.08-11.04-8.59-7.64-5.54主应力-2左-13.64-7.21-12.56-5.98-10.09-4.18-8.21公斤／平方厘米右-11.04-6.39-9.04-4.77-7.66-3.95-7.67-2.184号梁主应力-2左-9.68-5.05-8.20-3.56-7.45-2.83-7.05-3.01-8.20-0.01公斤／平方厘米右-7.41-2.64-6.42-1.99-6.30-2.23-7.15-2.97-8.63-0.523号梁主应力-2左-4.66-3.39-4.20-2.78-3.77-2.20-4.35-2.13-5.50-2.73-8.190.74公斤／平方厘米右-3.39-0.79-2.81-0.73-3.35-1.34-4.62-1.58-6.33-2.54-9.502号梁主应力-2左-1.58-3.50-0.72-2.47-0.82-1.63-0.75-1.89-1.70-2.65-2.88-3.27-7.42-0.21公斤／平方厘米右0.000.00-0.22-0.64-0.24-0.36-0.86-1.30-2.37-2.27-3.86-3.01-8.730.08主应力-2左0.00-1.74-0.25-2.130.50-2.99-4.49-6.04-7.913.92-11.19-5.02-8.69公斤／平方厘米右-1.50-1.170.890.06-2.83-4.36-6.02-7.883.06-11.08-4.82-8.770号梁主应力-2左0.000.000.30-0.48-2.912.66-4.592.41-5.812.92-6.694.35-5.88-3.51-3.02公斤／平方厘米右0.000.000.30-0.48-2.912.66-4.592.41-5.812.92-6.694.35-5.88-3.51-3.02设计洪水位拱端主应力-2力系表高程(m)512.00512.00510.00510.00505.00505.00500.00500.00495.00495.00490.00490.00485.00485.00475.00475.007号梁主应力-2左0.000.003.92-3.80公斤／平方厘米右0.00-0.976.20-29.796号梁主应力-2左0.000.00-1.618.01-6.56公斤／平方厘米右0.000.002.18-2.506.71-7.68主应力-2左0.000.00-0.675.61-3.578.19-4.72公斤／平方厘米右0.000.00-0.575.37-3.677.33-4.494号梁主应力-2左0.000.00-0.284.51-2.166.62-2.617.52-2.24公斤／平方厘米右0.000.00-0.394.61-2.576.35-2.806.46-1.553号梁主应力-2左0.000.000.82-0.063.88-1.425.99-1.836.80-1.060.50公斤／平方厘米右0.000.000.87-0.154.01-1.796.01-2.156.56-1.074.600.622号梁主应力-2左0.000.000.81-0.023.29-0.875.34-1.136.62-0.616.820.373.132.40公斤／平方厘米右0.000.000.84-0.093.38-1.155.44-1.456.68-0.826.730.253.07主应力-2左0.000.000.312.210.604.250.515.670.987.440.91-0.724.93公斤／平方厘米右0.000.000.312.240.524.290.415.720.867.520.78-0.915.07-2.150号梁主应力-2左0.000.000.300.632.160.994.200.955.747.820.76-0.685.083.82公斤／平方厘米右0.000.000.300.632.160.994.200.955.747.820.76-0.685.083.82校核洪水位拱端主应力-2力系表高程(m)512.00512.00510.00510.00505.00505.00500.00500.00495.00495.00490.00490.00485.00485.00475.00475.007号梁主应力-2左0.000.006.53-28.20公斤／平方厘米右0.000.003.80-3.656号梁主应力-2左0.000.002.09-2.346.52-7.15公斤／平方厘米右0.000.002.04-1.537.746.27主应力-2左0.000.00-0.535.23-3.447.05-4.07公斤／平方厘米右0.000.00-0.645.48-3.387.90-4.314号梁主应力-2左0.000.00-0.374.54-2.416.19-2.516.21公斤／平方厘米右0.000.00-0.274.43-2.026.43-2.337.20-1.803号梁主应力-2左0.000.000.883.98-1.675.90-1.906.39-0.754.460.98公斤／平方厘米右0.000.000.83-0.063.85-1.325.87-1.616.61-0.744.920.912号梁主应力-2左0.000.000.86-0.093.38-1.065.36-1.246.54-0.536.640.543.022.42公斤／平方厘米右0.000.000.83-0.033.29-0.805.26-0.946.47-0.336.690.683.052.72主应力-2左0.000.000.340.072.280.534.270.525.647.390.99-0.755.06-2.07公斤／平方厘米右0.000.000.340.092.250.604.230.615.597.319.92-0.564.92-2.080号梁主应力-2左0.000.000.300.642.200.984.210.995.694.417.710.940.47-0.445.023.80公斤／平方厘米右0.000.000.300.642.200.984.210.995.694.417.710.940.47-0.445.023.80根据以上力系计算表，现将各个工况的应力进行分析，具体如下：正常蓄水位拱端主应力-1时，在高程512m的最大主应力-1在1号梁；在高程510m的最大主应力-1在7号梁，最小主应力-1在3号梁；在高程505m的最大主应力-1在0号梁，最小主应力-1在6号梁；在高程500m的最大主应力-1在0号梁，最小主应力-1在5号梁；在高程495m的最大主应力-1在0号梁，最小主应力-1在4号梁；在高程490m的最大主应力-1在1号梁，最小主应力-1在2号梁；在高程485m的最大主应力-1在2号梁，最小主应力-1在0号梁；在高程475m的最大主应力-1在1号梁，最小主应力-1在0号梁。设计洪水位拱端主应力-1时，在高程512m的最大主应力-1在6号梁；在高程510m的最大主应力-1在7号梁，最小主应力-1在1号梁；在高程505m的最大主应力-1在6号梁，最小主应力-1在0号梁；在高程500m的最大主应力-1在5号梁，最小主应力-1在1号梁；在高程495m的最大主应力-1在0号梁，最小主应力-1在4号梁；在高程490m的最大主应力-1在0号梁，最小主应力-1在2号梁；在高程485m的最大主应力-1在2号梁，最小主应力-1在1号梁；在高程475m的最大主应力-1在1号梁，最小主应力-1在0号梁。校核洪水位拱端主应力-1时，在高程512m的最大主应力-1在6号梁；在高程510m的最大主应力-1在6号梁，最小主应力-1在1号梁；在高程505m的最大主应力-1在6号梁，最小主应力-1在0号梁；在高程500m的最大主应力-1在5号梁，最小主应力-1在0号梁；在高程495m的最大主应力-1在0号梁，最小主应力-1在4号梁；在高程490m的最大主应力-1在3号梁，最小主应力-1在2号梁；在高程485m的最大主应力-1在2号梁，最小主应力-1在1号梁；在高程475m的最大主应力-1在1号梁，最小主应力-1在0号梁。正常蓄水位拱端主应力-2时，在高程512m的最小主应力-1在7号梁；在高程510m的最大主应力-1在0号梁，最小主应力-1在7号梁；在高程505m的最大主应力-1在0号梁，最小主应力-1在6号梁；在高程500m的最大主应力-1在0号梁，最小主应力-1在4号梁；在高程495m的最大主应力-1在0号梁，最小主应力-1在4号梁；在高程490m的最大主应力-1在0号梁，最小主应力-1在3号梁；在高程485m的最大主应力-1在0号梁，最小主应力-1在2号梁；在高程475m的最大主应力-1在0号梁，最小主应力-1在1号梁。设计洪水位拱端主应力-1时，在高程512m的最大主应力-1在7号梁；在高程510m的最大主应力-1在0号梁，最小主应力-1在7号梁；在高程505m的最大主应力-1在0号梁，最小主应力-1在6号梁；在高程500m的最大主应力-1在0号梁，最小主应力-1在5号梁；在高程495m的最大主应力-1在0号梁，最小主应力-1在4号梁；在高程490m的最大主应力-1在0号梁，最小主应力-1在3号梁；在高程485m的最大主应力-1在0号梁，最小主应力-1在2号梁；在高程475m的最大主应力-1在0号梁，最小主应力-1在1号梁。校核洪水位拱端主应力-1时，在高程510m的最大主应力-1在0号梁，最小主应力-1在7号梁；在高程505m的最大主应力-1在0号梁，最小主应力-1在5号梁；在高程500m的最大主应力-1在0号梁，最小主应力-1在5号梁；在高程495m的最大主应力-1在0号梁，最小主应力-1在3号梁；在高程490m的最大主应力-1在0号梁，最小主应力-1在3号梁；在高程485m的最大主应力-1在2号梁，最小主应力-1在1号梁；在高程475m的最大主应力-1在0号梁，最小主应力-1在1号梁。经拟订重力墩尺寸后，可计算出该重力墩的重力为136705.4KN，摩擦系数取0.6，则摩擦力=136705.4=82023.24KN∵重力墩底高程以上的推力小于重力墩的摩擦力∴所拟订重力墩尺寸满足要求可以使用5.1已知：校核洪水位510.64m，相应下游水位481.48m，校核最大泄量112.56m3/s；设计洪水位510.15m，相应下游水位480.20m，校核最大泄量66.18m3/s；溢流净宽24m。计算情况请见下表：挑流计算表计算工况校核洪水位设计洪水位单宽流量q=(Q/b)4.692.76洪水位－鼻坎高程=T15.164.67鼻坎顶至下游水面的高差a25.28上下游水位差Z29.1629.95流能比KE=q/(q1/2z1.5)0.0140.010流速系数ψ1=(1-0.055/KE0.5)1/30.8120.938T1/q1/33.083.32流速系数ψ1=1.16（T1/q1/3）-0.20.9260.912水舌外缘挑距L121.8720.89下游水面至冲坑底的深度tk=kq0.5z0.257.055.44下游水面至河床的深度ht2.98冲坑深d=tk－ht4.073.74冲坑对坝基稳定的判别标准i=d/L10.186＜0.20.179＜0.2备注如下：（1）水舌外缘挑距L1的计算公式为：流速系数ψ1=1.16（T1/q1/3）-0.2（该式适用于T1/q1/3=2～13.5的范围内）1=(1-0.055/KE0.5)1/3（该式适用于KE=0.004～0.15的范围内，若KE＞0.15，则ψ1=0.95）计算中为偏于安全，取两者中较大值进行计算。（3）冲坑深度tk的计算公式采用规范（SD145-85）P46：式中：K——冲坑系数，由地质提供=1.4（4）安全后坡一般采用1/3～1/4，取0.2。故满足安全要求。高程（m）面积(m2)平均面积(m2)距离(m)开挖量(m3)512133.03510510208.7650550524.305172.8150031.3750031.3739.5556.71265.4149547.7449547.7456.7355.97338.7149065.7349065.7381.4054.93401.3348597.0848597.08145.719.41369.67475194.34475194.34150.0251683.28475105.71475105.719.831121.21480122.41480122.41112.6554.86547.5048548595.3855.1549