重力坝毕业设计

第一部分重力坝毕业设计第一章基本资料设计洪水位(P=5%)上游：510.15m下游：480.12m校核洪水位(P=1%)上游：510.64m正常蓄水位上游：509m死水位：488m可利用河底高程478.5m坝前淤沙高程：486m泥沙浮容重10KN/m³,内摩擦角为20°混凝土与基岩间抗剪断参数值：f=0.6坝基垫层混凝土：C₁₅50年一遇最大风速为：vo=22m/s吹程D=1000m第二章重力坝的断面选取与荷载计算第一节流量-水位关系曲线计算流量-水位关系曲线计算表流量-水位关系曲线P=1.2×P=1.2×28.22=33.86KNMn=-P₁×[1/3×(h+h₂+L/2)+H₁-L]=-119.97×[1/3×(0.98+0.M₁=1.2M₁n=1.2×(-3504.32)=-M2=P₂×(1/3×L/2+H₁-L/2)=91.75×(1/3×8.65/2+31.65-8.65/2)=2639.34M₂=1.2M=1.2×2639.34=3167.21P=1/2γ,h²tan²(45°-φ。/2)=1/2×10×7.5²×tan²P=1.2Psk=1.2×137.89=M=-PL=-165.47×1/3×7.5=-413.68W₂=YV₂=24×23.3×29.1×1/2=8136.36KNW₃=γV₃=9.81×1/2×1.62×1.62×0.8=10.30KNM₁=W₁L=2814×(26.8/2-3.5/2)=32783.1KN·NM₂=W₂L₂=8136.36×(26.8/2-3.5-23.3/2)=17357.57KN·NM₂=-W₃L₃=-10.30×(26.8/2-1/3×1.62×0.8)=-133.57KN·N上游：P₁=1/2γH₁²=1/2×9.81×31.6M₁=-P₁L₁=-4913.45×1/3×31.65=-51836.90M₂=P₂L₂=12.87×1/3×1W₁=YA=9.81×1/2×5×[31.65-1.62-0.2×(31.65-1.62)=589.19KNW₂=γA=9.81×5×0.2×(31.65-1.62)=294.59W₃=γA=9.81×1/2×(26.8-5)×0.2×(31.65-1.62)=642.22KNMk=-W₁L₁=-589.19×(26.8/2-5/3)=-Mr=-W₂L₂=-1.2×294.59×(26.8/2-5/2)=-3211.03KN·NMk=-W₃L₃=-1.2×642.22×[26.8/2-5-(26.8-5)/3]=-727.85KNZM=-16296.96KN·N2.校核洪水位P=P₁+P₂=62.09-48.52=13.57KNMn=-P₁×[1/3×(h₁+h₂+L/2)+H₁-L]=-62.09×[1/3M₁=1.2M=1.2×(-1883.60)=-2M₂n=P₂×(1/3×L/2+H₁-L/2)=48.52×(1/3×6.29/2+32.14-6.29/2)=M₂=1.2M2n=1.2×1457.70=1749.24KN·NPsk=1/2γsh²tan²(45°-φs/2)=1/2×10×7.5²×tan²(45Pn=1.2Pgk=1.2×137.89=165.47KNM=-P.L=-165.47×1/3×7.5=-413.68KN·NW₁=YV₁=24×3.5×33.5=2814KNW₂=YV₂=24×23.3×29.1×1/2=8136.36KNW₃=γV₃=9.81×1/2×2.6×2.6×0.8=26.53KNM₁=W₁L₁=2814×(26.8/2-3.5/2)=32783.1M₂=W₂L₂=8555.4×(26.8/2-3.5-23.3/3)=1M₃=-W₃L₃=-26.53×(26.8/2-1/3×2.6×0.8)上游：P₁=1/2γH₁²=1/2×9.81×32.14²=5M₁=-P₁L₁=-5066.76×1/3×32.14=-54281.89KN·N下游：P₂=1/2γH₂²=1/2×9.81×2.6²=33.16KNM₂=P₂L₂=33.16×1/3×2.W₁=YA=9.81×1/2×5×[32.14-2.6-0.2×(32.14-2.6)=5W₂=YA=9.81×5×0.2×(32.14-2.6)=289.79KNW₃=γA=9.81×1/2×(26.5-5)×0.2×(32.14-2.6)=W=1.2×1501.1=1801.32KNM₁=-1.2W₁L₁=-1.2×579.57×(26.8/2-5/3)=M₂=-1.2W₂L₂=-1.2×289.79×(26.8/2-5/2)=M₃=-1.2W₃L₃=-1.2×631.74×[26.8-5-(26.8-5)/3]工况承载能力极限状态正常使用极限状态持久状态偶然状态持久状态3.抗滑稳定极限状态(1)基本组合时，取持久状况对应的设计状况系数ψ=1.0,结构系数γa=1.2=1/1.2(0.46×8284.51+10即基本组合时满足设计要求(2)偶然组合时，取偶然状况对应的设计状况系数ψ=0.85,结构系数γa=1.2=1/1.2(0.46×8911.05+104.坝址抗压强度极限状态(1)基本组合时，设计状况系数ψ=1.0,结构系数γ=1.8Y₀ψs(·)=Yoψ(ZW/T-6ZM/T°=1.0×1.0×[8284.51/26.8-6×(-16296.96)/26.8²]×1/γ₄R(·)=1/1.8×10000=5555.56Y₀ψs(·)=Yoψ(ZW/T-6ZM/T°=1.0×0.85×[8072.97/26.8-6×(-18184.32)/26.8²]×1/γ₄R(·)=1/1.8×10000=5555.56系数和材料性能分项系数均采用1.0,扬压力系数直接用0.2代入计算，此处，结构功Y₀ψs(·)=1.0×[9008.75/26.8+6×(-19163.29)/26.8²]=176.06Kpa≈0.18Mpa>0第三章溢流坝坝体断面选取和荷载计算第一节溢流坝坝体断面的选取堰上最大水头Hmx=510.64-509=1.64m定型设计水头H₄=0.8Hmx=0.8×1.64=1.31m∵H/Hm=0.8∴查表得负压为0.8倍的定型设计水头可知该负压符合所规定的范围1.坝型确定溢流坝采用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，其溢流剖面幂曲线计算表X1Y∴WES型剖面曲线方程参数的选择如下：Knab2b=0.282H₄=0.282×1.31=0.32.直线段和堰曲线切点X、Y。的确定故θ₁=51°20′25”X=1.096×1.31×(1/0.8)¹/0.85=Y=0.592×1.31×(1/0.8)¹/2.176=3.直线段和反弧段切点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=481.1+10=491.1m,挑射角取30°,φ=0.96v=φ(2gh)¹²=0.96×[2×9.81×(510.64-491.1)]¹²=18h=Q/Lv=112.56/24×18.80=0.25mR=14h=14×0.25==491.1+3.5×cos30°=4直线段和反弧切点D:Y=Rcosθ₁+Y₀=3.5cos51°20′X₄=X+(Y₄-Y.)/tanθ₁=1.87+(17.06-1.26)/(1/0.8)=4.51mX₀=XRsinθ₁=14.51+3.5sin51°20′25”=17.24m4.溢流坝坝基宽度：鼻坎到堰顶的水平距离为X顶+X坎=Xoe+Rcosθ₂=17.24+3.5sin30°=18.99m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=18.99+0.4+0.37+5=24.76m第二节荷载计算斯名斯名3二P₁=1/2γHL/2=1/2×9.81×(0.98+0.35+8.65/2)×8.65/2=119.97KNP=P₁+P₂=119.97-91.7M₁n=-P₁×[1/3×(h+h₂+L/2)+H₁-L]=-119.97×[1/3×(0.98+0.35+8.65/2)+31.65-8.65/2]=-3504.32KN·NM₁=1.2M₁n=1.2×(-3504.32)=-M₂n=P₂×(1/3×L/2+H₁-L/2)=91.75×(1/3×8.65/2+31.65-8.65/2)=2639.34KNM₂=1.2M2n=1.2×2639.34=3167.21KN·NPsk=1/2γsh²tan²(45°-φg/2)=1/2×10×7.5²×tan²(45°-20°/2)=137.89KNP=1.2Pgk=1.2×137.89=165.47KNM=-PL=-165.47×1/3×7.5=W₁=YV₁=24×1.23×18.37=281W₂=γV₂=24×14.7×18.37×1/W₃=YV₃=24×24.76×15.13=8990.8M₁=W₁L₁=542.28×(24.76/2-1.23/2)M₂=W₂L₂=3240.47×(24.76/2-1.23-14.7/2)=1231M₁=-P₁L₁=-4913.45×1/3×31.65=-51836.90M₂=P₂L₂=12.87×1/3×1.62=6.95KN·NW₁=γA=9.81×1/2×5×[31.65-1.62-0.2×(31.65-1.62)=589.19KNW₂=γA=9.81×5×0.2×(31.65-1.62)=294.59KNW₃=γA=9.81×1/2×(24.76-5)×0.2×(31.65-1.62)=582.12KNMk=-W₁L₁=-589.19×(24.76/2-5/3)=-6312.1M₂k=-W₂L₂=-294.59×(24.76/2-5/2)=-2910.55KN·NM₃k=-W₃L₃=-582.12×[24.76/2-5-(24.76-5)/3]=461.82KNM₃=1.2M=554.18KN·N2.校核洪水位P₁=1/2γHL/2=1/2×9.81×(0.66+0.22+6.29/2)×6.29/2=62.09KNP=P₁+P₂=62.09-48.52=13.57KNM=-P₁×[1/3×(hg+h₂+L/2)+H₁-L]=-62.09M₁=1.2M₀=1.2×(-1883.60)=-2260.32KN·NM2=P₂×(1/3×L/2+H₁-L/2)=48.52×(1/3×6.29/2+32.14-6.29/2)=M₂=1.2M₂n=1.2×1457.70=1Ps=1/2γsh²tan²(45°-φs/2)=1/2×10×7.5²×tan²(45°-20°/2)=137.8Pn=1.2Psk=1.2×137.89=M=-PL=-165.47×1/3×7.5=-413.68KN·NM₂=W₂L=12313.79KN·N上游：P₁=1/2γH₁²=1/2×9.81×32.14²=5066.76KNM₁=-P₁L₁=-5066.76×1/3×32.14=-54281.89下游：P₂=1/2γH₂²=1/2×9.81×2.6²=33.16KNM₂=P₂L₂=33.16×1/3×2.6=28.74W₁=γA=9.81×1/2×5×[32.14-2.6-0.2×(32.14-2.6)=579.57W₂=YA=9.81×5×0.2×(32.14-2.6)=289.79KNW₃=γA=9.81×1/2×(24.76-5)×0.2×(32.14-2.6)=572.62W=1.2×1441.98=1730.38M₁=-1.2WL₁=-1.2×579.57×(24.76/2-5/