重力壩畢業(yè)設(shè)計(jì)

第一部分重力壩畢業(yè)設(shè)計(jì)第一章基本資料設(shè)計(jì)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壩前淤沙高程：486m泥沙浮容重10KN/m3,內(nèi)摩擦角為20°混凝土與基巖間抗剪斷參數(shù)值：f=0.6壩基墊層混凝土：C??50年一遇最大風(fēng)速為：vo=22m/s吹程D=1000m第二章重力壩的斷面選取與荷載計(jì)算第一節(jié)流量-水位關(guān)系曲線計(jì)算流量-水位關(guān)系曲線計(jì)算表流量-水位關(guān)系曲線P=1.2×P=1.2×28.22=33.86KNMn=-P?×[1/3×(h+h?+L/2)+H?-L]=-119.97×[1/3×(0.98+0.M?=1.2M?n=1.2×(-3504.32)=-M2=P?×(1/3×L/2+H?-L/2)=91.75×(1/3×8.65/2+31.65-8.65/2)=2639.34M?=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=-413.68W?=YV?=24×23.3×29.1×1/2=8136.36KNW?=γV?=9.81×1/2×1.62×1.62×0.8=10.30KNM?=W?L=2814×(26.8/2-3.5/2)=32783.1KN·NM?=W?L?=8136.36×(26.8/2-3.5-23.3/2)=17357.57KN·NM?=-W?L?=-10.30×(26.8/2-1/3×1.62×0.8)=-133.57KN·N上游：P?=1/2γH?2=1/2×9.81×31.6M?=-P?L?=-4913.45×1/3×31.65=-51836.90M?=P?L?=12.87×1/3×1W?=YA=9.81×1/2×5×[31.65-1.62-0.2×(31.65-1.62)=589.19KNW?=γA=9.81×5×0.2×(31.65-1.62)=294.59W?=γA=9.81×1/2×(26.8-5)×0.2×(31.65-1.62)=642.22KNMk=-W?L?=-589.19×(26.8/2-5/3)=-Mr=-W?L?=-1.2×294.59×(26.8/2-5/2)=-3211.03KN·NMk=-W?L?=-1.2×642.22×[26.8/2-5-(26.8-5)/3]=-727.85KNZM=-16296.96KN·N2.校核洪水位P=P?+P?=62.09-48.52=13.57KNMn=-P?×[1/3×(h?+h?+L/2)+H?-L]=-62.09×[1/3M?=1.2M=1.2×(-1883.60)=-2M?n=P?×(1/3×L/2+H?-L/2)=48.52×(1/3×6.29/2+32.14-6.29/2)=M?=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·NW?=YV?=24×3.5×33.5=2814KNW?=YV?=24×23.3×29.1×1/2=8136.36KNW?=γV?=9.81×1/2×2.6×2.6×0.8=26.53KNM?=W?L?=2814×(26.8/2-3.5/2)=32783.1M?=W?L?=8555.4×(26.8/2-3.5-23.3/3)=1M?=-W?L?=-26.53×(26.8/2-1/3×2.6×0.8)上游：P?=1/2γH?2=1/2×9.81×32.142=5M?=-P?L?=-5066.76×1/3×32.14=-54281.89KN·N下游：P?=1/2γH?2=1/2×9.81×2.62=33.16KNM?=P?L?=33.16×1/3×2.W?=YA=9.81×1/2×5×[32.14-2.6-0.2×(32.14-2.6)=5W?=YA=9.81×5×0.2×(32.14-2.6)=289.79KNW?=γA=9.81×1/2×(26.5-5)×0.2×(32.14-2.6)=W=1.2×1501.1=1801.32KNM?=-1.2W?L?=-1.2×579.57×(26.8/2-5/3)=M?=-1.2W?L?=-1.2×289.79×(26.8/2-5/2)=M?=-1.2W?L?=-1.2×631.74×[26.8-5-(26.8-5)/3]工況承載能力極限狀態(tài)正常使用極限狀態(tài)持久狀態(tài)偶然狀態(tài)持久狀態(tài)3.抗滑穩(wěn)定極限狀態(tài)(1)基本組合時(shí)，取持久狀況對應(yīng)的設(shè)計(jì)狀況系數(shù)ψ=1.0,結(jié)構(gòu)系數(shù)γa=1.2=1/1.2(0.46×8284.51+10即基本組合時(shí)滿足設(shè)計(jì)要求(2)偶然組合時(shí)，取偶然狀況對應(yīng)的設(shè)計(jì)狀況系數(shù)ψ=0.85,結(jié)構(gòu)系數(shù)γa=1.2=1/1.2(0.46×8911.05+104.壩址抗壓強(qiáng)度極限狀態(tài)(1)基本組合時(shí)，設(shè)計(jì)狀況系數(shù)ψ=1.0,結(jié)構(gòu)系數(shù)γ=1.8Y?ψs(·)=Yoψ(ZW/T-6ZM/T°=1.0×1.0×[8284.51/26.8-6×(-16296.96)/26.82]×1/γ?R(·)=1/1.8×10000=5555.56Y?ψs(·)=Yoψ(ZW/T-6ZM/T°=1.0×0.85×[8072.97/26.8-6×(-18184.32)/26.82]×1/γ?R(·)=1/1.8×10000=5555.56系數(shù)和材料性能分項(xiàng)系數(shù)均采用1.0,揚(yáng)壓力系數(shù)直接用0.2代入計(jì)算，此處，結(jié)構(gòu)功Y?ψs(·)=1.0×[9008.75/26.8+6×(-19163.29)/26.82]=176.06Kpa≈0.18Mpa>0第三章溢流壩壩體斷面選取和荷載計(jì)算第一節(jié)溢流壩壩體斷面的選取堰上最大水頭Hmx=510.64-509=1.64m定型設(shè)計(jì)水頭H?=0.8Hmx=0.8×1.64=1.31m∵H/Hm=0.8∴查表得負(fù)壓為0.8倍的定型設(shè)計(jì)水頭可知該負(fù)壓符合所規(guī)定的范圍1.壩型確定溢流壩采用WES型曲線：頂部曲線段采用兩段圓弧相連，溢流剖面堰型采用冪曲線，其溢流剖面冪曲線計(jì)算表X1Y∴WES型剖面曲線方程參數(shù)的選擇如下：Knab2b=0.282H?=0.282×1.31=0.32.直線段和堰曲線切點(diǎn)X、Y。的確定故θ?=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.直線段和反弧段切點(diǎn)D及反弧圓心坐標(biāo)的確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直線段和反弧切點(diǎn)D:Y=Rcosθ?+Y?=3.5cos51°20′X?=X+(Y?-Y.)/tanθ?=1.87+(17.06-1.26)/(1/0.8)=4.51mX?=XRsinθ?=14.51+3.5sin51°20′25”=17.24m4.溢流壩壩基寬度：鼻坎到堰頂?shù)乃骄嚯x為X頂+X坎=Xoe+Rcosθ?=17.24+3.5sin30°=18.99m附加上鼻坎處削角厚度0.4m,考慮到溢流壩本身的承載能力及其其他的一些問題，故在溢流壩反弧段加5m則溢流壩壩基寬度=18.99+0.4+0.37+5=24.76m第二節(jié)荷載計(jì)算斯名斯名3二P?=1/2γHL/2=1/2×9.81×(0.98+0.35+8.65/2)×8.65/2=119.97KNP=P?+P?=119.97-91.7M?n=-P?×[1/3×(h+h?+L/2)+H?-L]=-119.97×[1/3×(0.98+0.35+8.65/2)+31.65-8.65/2]=-3504.32KN·NM?=1.2M?n=1.2×(-3504.32)=-M?n=P?×(1/3×L/2+H?-L/2)=91.75×(1/3×8.65/2+31.65-8.65/2)=2639.34KNM?=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=W?=YV?=24×1.23×18.37=281W?=γV?=24×14.7×18.37×1/W?=YV?=24×24.76×15.13=8990.8M?=W?L?=542.28×(24.76/2-1.23/2)M?=W?L?=3240.47×(24.76/2-1.23-14.7/2)=1231M?=-P?L?=-4913.45×1/3×31.65=-51836.90M?=P?L?=12.87×1/3×1.62=6.95KN·NW?=γA=9.81×1/2×5×[31.65-1.62-0.2×(31.65-1.62)=589.19KNW?=γA=9.81×5×0.2×(31.65-1.62)=294.59KNW?=γA=9.81×1/2×(24.76-5)×0.2×(31.65-1.62)=582.12KNMk=-W?L?=-589.19×(24.76/2-5/3)=-6312.1M?k=-W?L?=-294.59×(24.76/2-5/2)=-2910.55KN·NM?k=-W?L?=-582.12×[24.76/2-5-(24.76-5)/3]=461.82KNM?=1.2M=554.18KN·N2.校核洪水位P?=1/2γHL/2=1/2×9.81×(0.66+0.22+6.29/2)×6.29/2=62.09KNP=P?+P?=62.09-48.52=13.57KNM=-P?×[1/3×(hg+h?+L/2)+H?-L]=-62.09M?=1.2M?=1.2×(-1883.60)=-2260.32KN·NM2=P?×(1/3×L/2+H?-L/2)=48.52×(1/3×6.29/2+32.14-6.29/2)=M?=1.2M?n=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·NM?=W?L=12313.79KN·N上游：P?=1/2γH?2=1/2×9.81×32.142=5066.76KNM?=-P?L?=-5066.76×1/3×32.14=-54281.89下游：P?=1/2γH?2=1/2×9.81×2.62=33.16KNM?=P?L?=33.16×1/3×2.6=28.74W?=γA=9.81×1/2×5×[32.14-2.6-0.2×(32.14-2.6)=579.57W?=YA=9.81×5×0.2×(32.14-2.6)=289.79KNW?=γA=9.81×1/2×(24.76-5)×0.2×(32.14-2.6)=572.62W=1.2×1441.98=1730.38M?=-1.2WL?=-1.2×579.57×(24.76/2-5/