毕业设计双心圆拱坝设计含计算书、cad图

目录HYPERLINK\l"_Toc232242634"目录1HYPERLINK\l"_Toc232242635"第一章调洪演算2HYPERLINK\l"_Toc232242636"1.1调洪演算的原理2HYPERLINK\l"_Toc232242637"1.2泄洪方案的选择2HYPERLINK\l"_Toc232242638"1.2.1对三种方案进行调洪演算2HYPERLINK\l"_Toc232242639"1.2.2计算坝顶高程6HYPERLINK\l"_Toc232242640"第二章大坝工程量比较8HYPERLINK\l"_Toc232242641"2.1大坝剖面设计计算8HYPERLINK\l"_Toc232242642"第三章第一建筑物——大坝的设计计算12HYPERLINK\l"_Toc232242643"3.1拱坝的剖面设计以及拱坝的布置12HYPERLINK\l"_Toc232242644"3.1.1坝型选择双曲拱坝12HYPERLINK\l"_Toc232242645"3.1.2拱坝的尺寸12HYPERLINK\l"_Toc232242646"3.2荷载组合14HYPERLINK\l"_Toc232242647"3.3拱坝的应力计算14HYPERLINK\l"_Toc232242648"3.3.1对荷载组合⑴，⑵，⑶使用FORTRAN程序进行电算14HYPERLINK\l"_Toc232242649"3.3.2对荷载组合⑷进行手算17HYPERLINK\l"_Toc232242650"第四章泄水建筑物设计26HYPERLINK\l"_Toc232242651"4.1泄水建筑物的组成与布置26HYPERLINK\l"_Toc232242652"4.2坝身泄水口设计26HYPERLINK\l"_Toc232242653"4.2.1管径的计算26HYPERLINK\l"_Toc232242654"4.2.2进水口的高程26HYPERLINK\l"_Toc232242655"4.3泄槽设计27HYPERLINK\l"_Toc232242656"4.3.1坎顶高程27HYPERLINK\l"_Toc232242657"4.3.2坎上水深h27HYPERLINK\l"_Toc232242658"4.3.3反弧半径R27HYPERLINK\l"_Toc232242659"4.3.4坡度27HYPERLINK\l"_Toc232242660"4.3.5挑射角：挑射角θ=20o28HYPERLINK\l"_Toc232242661"4.4导墙设计28HYPERLINK\l"_Toc232242662"4.5消能放冲计算28HYPERLINK\l"_Toc232242663"4.5.1水舌挑距28HYPERLINK\l"_Toc232242664"4.5.2冲刷坑深度29HYPERLINK\l"_Toc232242665"4.5.3消能率计算30第一章调洪演算1.1调洪演算的原理先对一种泄洪方案，求得不同水头下的孔口泄洪能力，并作孔口泄洪能力曲线，再假定几组最大泄流量，对设计（校核）洪水过程线进行调洪演算，求得这几组最大泄流量分别对应的水库存水量，查水位库容曲线，得出这几组最大泄流量分别对应的上游水位，并作最大泄流量与上游水位的关系曲线。上述两条曲线相交得出一交点，此交点坐标即为设计（校核）情况下的孔口最大泄流量及相应的水库水位，再对其它泄洪方案按同样的方法进行调洪演算，最后选定的泄洪方案孔口最大泄流量应接近并不超过容许值，库水位又相对比较低。1.2泄洪方案的选择对三种方案进行调洪演算⑴4表孔+2中孔⑵2浅孔+2中孔⑶4中孔方案一:4表孔+2中孔表孔:堰顶高程179m，孔宽12m,高4m流速系数m=0.48,孔口面积W=4×12=48m单孔流量中孔:进口高程135m,出口高程130m,孔口宽7.5m,高7m闸门开度a=7m,孔口宽度B=2×7.5=15m,μ=0.96-0.227a/H0单孔流量表1—12表孔+2中孔方案（设计）b7777a7.57.57.57.5水位182186190194h371115530.290551890.07553723.245928.8288h48.552.556.560.50.92723770.92973330.93187660.93373662803.09112924.24443040.59113152.66Q1+Q23333.38224814.31996763.83119081.4888Q1+Q2+33383671.38225152.31997101.83119419.4888起调流量3671.382m3/s，用列表试算法进行洪水调节，根据以上表格可以得出：最大泄洪流量:设计6291.66m3/s校核7386.058m3/s最高水位:设计188.58校核190.68m方案二:2浅孔+2中孔浅孔:进口高程163米,出口高程153米,孔口宽8.0米,高8米侧收缩系数μ=0.96-0.227a/H0单孔流量中孔:进口高程134米,出口高程129米,孔口宽7.0米,高7.0米侧收缩系数μ=0.96-0.227a/H0单孔流量表1—32浅孔+2中孔方案（设计）b8888a8888水位182186190194浇h242832360.88430.89510.90330.90962455.372685.442897.12b7.57.57.57.5a7.57.57.57.5中h48.2552.2556.2560.250.92490.92740.92970.9317Q23209.723340.513472.83663603.77Q1+Q25665.096025.926369.966698.06Q1+Q2+33386003.096363.926707.967036.06起调流量6003.09m3/s，用列表试算法进行洪水调节，根据以上表格可以得出：最大泄洪流量:设计6463.35m3/s校核6697.93m3/s最高水位:设计187.66m校核189.92m方案三:4中孔中孔:进口高程135米,出口高程1305米,孔口宽7米,高7米μ=0.96-0.227a/H0表1-54中孔方案（设计）b7777a7777水位182186190194中h48.552.556.560.50.92723771130.92973330.931876610.9337355545606.1822725848.48886081.181166305.320023Q1+3385944.1822726186.48886419.181166643.320023起调流量5944.18272m3/s，用列表试算法进行洪水调节，根据以上表格可以得出：最大泄洪流量:设计6622.57m3/s校核6815.07m3/s最高水位:设计186.68m校核189.614m计算坝顶高程选择第二个方案，对他经行坝顶高程计算坝顶超出水库静水位的高度△h为△h=式中2h1—波浪高度2h1=0.0166Vf5/4D1/3h0—波浪中心线高出静水位的高度hc—安全超高式中Vf—计算风速D—库面吹程(km)正常情况下:Vf=（18~24）取20m/s2h1=0.0166=1.12m波长2LL=10.4=13.05mh0===0.3mhc=0.7m△h=1.12+0.3+0.7=2.15m校核情况下:Vf=12m/s2h1=0.0166=0.589m2LL=10.4=6.805mh0===0.16m查表得hc=0.5m∴△h校=0.59+0.16+0.5=1.25m设计情况：187.66+2.12=189.78校核情况：189.92+1.25=191.17小威调算后的结果设计情况：189.92m校核情况：192m最大坝高：100m第二章大坝工程量比较2.1大坝剖面设计计算混凝土重力坝：坝前最大水深H=188-92=96m最大坝高为192-92=100m㈠基本剖面⑴按应力条件确定坝底最小宽度式中γc=24kN/m3γ0=10kN/m3扬压力折减系数α1取0.20则B=96/(24/10-0.20)1/2=65.33m⑵按稳定条件确定坝底最小宽度式中K=1.10f=0.7λ=0α1=0.20则B=1.05×97.9/［0.7×(24/10+0-0.20)］=68.5m综合⑴⑵，取坝底最小宽度B=70m㈡实用剖面⑴坝顶宽度：取坝高的8～10%，即（8～10%）×100.0=(8.0～10.0)m,取为10m⑵下游坡度为H/B=97.9/70=1:0.715⑶上游设折坡，折坡点距坝底的高度取为坝高的1/3～2/3范围内，即（1/3～2/3）×100.0=(33.33～66.67)m,取为54m。⑷上游折坡的坡度取为1：0.15⑸坝底宽度为70+54×0.15=78.1m图2-1重力坝剖面图（单位：m）㈣荷载计算⑴坝体自重W1=5248.8kN/mW2=82252.8kN/mW3=2177.83kN/mW=W1+W2+W3=89679.43kN/m⑵水压力设计垂直水压力P上y=9.81×8.1×［（187.66-146）=kN/mP下y=1/2×(114.2-92)^2×0.715×9.81=kN/m水平水压力P上x=1/2=1/2×9.81×(187.66-92)^2=kN/mP下x=1/2=1/2×10×(114.2-92)^2=kN/m校核校核垂直水压力P上y=1/2×8×［（189.9-146）+(189.9-92)］×10=5871.6kN/mP下y=1/2×(114.6-92)^2×0.7×10=1826.08kN/m水平水压力P上x=1/2=1/2×10×(189.9-92)^2=47922.05kN/mP下P下x=1/2=1/2×10×(114.6-92)^2=2553.8kN/m⑶扬压力设计=187.66-92=95.66m=114.2-92=22.2m=9.81×95.66=938.43kN/m2=9.81×22.2=217.78kN/m2H=-=720.65kN/m2αH=0.20×720.65=144.13kN/m2U=2491.145*9.81=24437.8kN/m校核=192-92=1100m=1144.6-922=22.66m=9.81×1100=981kNN/m2=9.81×22..2=217..782kNN/m2H=-=7663.2188kN/mm2αH=0.20×7753=1550.6kkN/m2U=24437..8kN/m⑷浪压力设计PL==9.881×(6..545+1.112+0.33)×6..525/2-99.81×66.525^2/22=45.4448kN/m校核PL==9.811×(3.44+0.599+0.166)×3..4/2-99.81×33.4^2//2=12..75kN/m⑸泥沙压力垂直泥沙压压力=1//2×23^^2×0.115×8.55=337..2kN/m水平泥沙压压力式中=8.5kkN/m3=1115-922=23m=110o故=1/2×8..5×2322×tg^22(45-110/2)==1583kN/m㈤稳定校核设计K=f(∑∑W-U)//∑P=0.7*(899691.772+54776.8+11772.885+3377-274337.56))/(477922.005-24886.45++62.9++1583))=1.155＞［K］=1.100校核K=f(∑W-UU)/∑P=0.7*(899691.772+58771.6+11826.008+3377-282990.52))/(433431.22-25533.8+122.75+11583)==1.1022＞［K］=1.100∴稳定满足要求。第三章第一建筑筑物——大坝的设计计计算3.1拱坝的剖剖面设计以及及拱坝的布置置坝型选择双曲拱坝坝拱坝的尺寸⑴坝顶的厚度Tc∵0.01×(H++2b1)==0.01××(100++2×3000)=7m＞Tmin==3~5m∴=0.01×((100+22.4×3004)=8.3556m取Tc=8.44m⑵坝底的厚度TB式中K=0.00355b1,b4—分别别为第一，第第四层拱圈两两拱端新鲜基基岩之间直线线距离b1=3066.5mb44=156..2mH=97.0m[σa]=6kn/m3∴TB=0.00335×(3006.5+156..2)×1100/5==26m取TB=26..0m图3-1⑶上游面的曲线采用用二次抛物线线式中x1=2β1x2，x2=取=0.64=0.334则=0.3×266/(2×00.62-11)=32..5=2×0.622×32.55=40.33∴上游面的曲线方程程为z=--40.3××y/1000+32.55×(y/1100)^22⑷下游面的曲线按TTc，TB沿高程线性性内插。设第i层拱圈的厚度为则Ti=Tc+(TB--Tc)=8.0++(26-88.0)/1100×=00.18×++8.0表3-1各层拱拱圈的形体参参数（单位：：m）层12345高程192.0167.0142.0117.092.0纵坐标y025.050.075.0100上游面横坐标z110-8.04-12.3-11.94-7.8拱厚Ti8.412.817.221.626.0下游面横坐标z228.44.7565.1759.6618.2图3-2拱冠冠梁横剖面图图（单位：m）3.2荷载组合合⑴正常水位+温降⑵设计水位+温升⑶校核水位+温升⑷正常水位+温降++地震3.3拱坝的应力力计算对荷载组合⑴，⑵⑵，⑶使用FORTRRAN程序进行电电算⑴正常水位+温降n=5u=0.20AT=--47.000BT==3.399RG==2.400FS==10.000RS==0.855EC==22000000.0EF=22000000.00GC==0.0000010HW=8.75HS=77.000X1==40.33X2==32.5DEESIGNPOINTT0X1=40..3X2==32.55LEVELHIAFSLTR10.00045.000154.118.41194.90225.00045.00012212.81154.60350.00045.000104.817.21139.70475.00045.00081.9921.61119.005100.00045.00040.7726.000665.4.000H_STRESSSV_STRRESSWWITHWWATERVV_STREESSWIITHOUTTWATEERLEVELCCROWN__UCRROWN_DDABUUT._UABUTT._DCROOWN_UCROWWN_DCRROWN_UUCROOWN_D1276..53213.8861189.8443004.38.00..00.000.0002311.9881880.471388.56275..9092.00919.811-113.411144.553290.0031110.077664.452222.92128..2575.55315.0991666.634220.33033.7884.781499.0682..43191.3311134.1111115.325126.660--10.4888.92833.70..25322.4433328.133-334.62LEVELRRADIALLDISPP.ROOT.ANNGLEPi--XiROT..LAODD.0300195.0000102.00-100.43100.43.00.0277345.0000195200.66--.16200.23.59.0211016.0000335455.66188.01255.3222.34.0111488.0000341700.66388.89266.4155.36.003181.00001561009.42557.86336.77114.80V_STRESSSWITHHOUTWWATERCROWN_UCROWWN_D20663.44.000368.3372068..79-100.90-6773.2731774.93.00011793.4443206..85-655.29-31440.8235004.44.00044425.3393589..07-1877.40-73996.8328666.27.00077212.1163020..31-3866.19-111118.2517448.81.00077516.1131995..09-7055.51-85990.41⑵校核水位+温升n=5u=0.200AT==47.000BTT=3.339RGG=2.440FSS=10.000RSS=0.885ECC=22000000.00EF=22000000.00GC==0.0000010HW=2.10HS=77.000X1==40.33X2==32.5DEESIGNPOINTT0X1=40..3X2==32.5LEEVELHIAAFSSLTR10..0045..00154..18.441194.90225.00045.00012212.81154.60350.00045.000104.817.21139.70475.00045.00081.9921.61119.005100.00045.00040.7726.000665.4.000H_SSTRESSSV_STRRESSWWITHWWATERVV_STREESSWIITHOUTTWATEERLEVELCCROWN__UCRROWN_DDABUUT._UABUTT._DCROOWN_UCROWWN_DCRROWN_UUCROOWN_D1290..53223.6641198.0003220.25.00..00.000.0002326..66187.8811143.5662888.86955.4717..36-13.4411114.5553301..21113.22865.6552331.461277.3877..9715.0091166.6334226..9133.9933.9331553.51755.66199..71134.1111115.3225129..15-11.2248.633885.51-100.64335..32328.113--34.622LEVELRRADIALLDISPP.ROOT.ANNGLEPi--XiROT..LAODD.0322222.0000122.00-100.94100.94.00.0288865.0000218222.20.40211.15.65.0211942.0000358477.20188.52266.2422.43.0111883.0000357722.20399.51277.1555.54.003257.00001621110.96558.24337.49115.24_STRESSWITHOOUTWAATERCROWN_UCROWWN_D21663.57.000393.1172169..28-111.63-7118.6033117.14.00011893.5513350..83-688.93-33116.0636331.03.00044621.1173719..40-1955.69-77224.0729443.54.00077461.5563102..90-3999.54-115002.7217777.88.00077697.6602030..10-7222.54-87997.82对荷载组合⑷进行行手算拱冠梁法计算应力力的变形协调调方程：a式中：i—1，22，3…，n,拱冠梁与水水平拱交点的的序号，即拱拱的层数；j—单位荷载作作用点的序号号；pi—作用在第第i层拱圈中面面高程上总的的水平径向荷荷载强度，包包括水压力、泥泥沙压力等；；xi—拱冠梁在第i层上上所分配到的的水平径向荷荷载强度，为为未知数；（pi-xi）—第i层拱圈所分配到的的水平径向均均布荷载强度度；xj—梁在jj点所分配到到的荷载强度度；aij—梁在j点的的单位荷载所引引起i点的径向变变位，称为梁梁的“单位变位”；δi—单位径向均均布荷载作用用在第层水平平拱圈时，在在拱冠处所引引起的径向变位，称为为拱“单位变位”；ΔAi—第i层拱圈由于该层均均匀温度变化化Δθ时在拱冠处处的径向变位位；—作用于梁上竖直方方向荷载引起起的拱冠梁上上i截面的水平径向变位位。.1.2计算步骤：：⑴拱圈变位系数δii的计算及均均匀温降Δθ时的ΔAi的计算：（3-6）式中：Δγ0—可可由拱圈的ΦA、T/R查表4-7（沈长松编编《拱坝》）得得出；EC—混凝土的弹性模量量，取2.2×1104MPa；R—第i层拱圈的平均半径径,m。（3-7）式中：Δγ0—可可由拱圈的ΦA、T/R查表4-8（沈长松编编《拱坝》）得得出；R—第i层拱圈的平均半径径，m；C—坝身材料线胀系数数，取1×10-5；Δθ—第i层拱圈圈的均匀温度度下降值，由由式Δθ=47/（T+3.339）(oC)计算得出出；T—第i层拱圈的拱厚,mm。表3-2Δθ，δii和ΔAi的计算表δi计算均匀温降△θ时△△Ai计算高程拱厚T半径RT//R半中心角ΦA△γoδi(1/Ec)均匀温降△θR*C*△θ△γo△Ai*EcEc*C*△θ1928.4194.90.043099952.5-51.1984-9978.5773.98642990.0045266-1.856-18482.2270.16115516712.8154.60.082794452.5-25.17-3991.3112.90302770.0028233-1.805-1121351.09327714217.2139.70.123121148.5-17.3476-2423.4662.28266110.0021022-1.627-7523.6444061190.181513343.5-11.1788-1330.2881.88075220.0015222-1.333-4464.66633.101244922665.40.397554439.5-4.5864-299.95111.59918330.0009666-0.742-1576.76628.145633垂直荷载作用下引引起的梁的径径向变位ΔBi的计算（1）垂直荷载（坝重、水水荷载）作用用下由于梁本本身弯曲引起起的变位ΔBiIΔBiI=Ωiyii式中：Ωi———垂直荷载作作用下i截面以下M/ECI图的面积；；yi——Ωi面积形心心至i截面的距离离。（2）拱冠梁梁基力系作作用下，地基基产生角变θθx及径变Δγf，由于地基基变形而使拱拱冠梁随着产产生变位，按按几何关系可可知，距梁基基高为hi处梁上某某截面I处的径向变位位为ΔBiⅡΔBiⅡ=θxhi+Δγf仅垂直荷载时θxx=MxαΔγf=Mxα2取拱坝Ec=Err=22×1104kn/m2，即n=1α=5.62/（EEc×T2）×n=5..62/(226.6^2×Ec))=5.622n/EccT^2α2=0.74nn/EcTMx=-24055.41吨吨*米θx=-39655.982××5.62//(26.66^2×Ec))=-32..97/EccΔγf=--39655.982××0.74//(27×Ec)==-112..88/EccΔBiⅡ=(-32.97×hii-112..88)/EEc=ΔBiⅡ的计算见附附表第六页“垂直荷载下下梁的径向变变位ΔBi的计算”。（3）将ΔBiI和ΔBiⅡⅡ迭加得ΔBiΔBi=ΔBiI++ΔBiⅡ垂直荷载作用下各各截面的M/EcI的计算γG=2.4t/mm3=24KKN/m3截面断面中心位置H拱厚T坝块重G(t/mm)各块重心位置Xcc偏心距e弯矩M=GeI=T3/12坝重作用弯矩M（水重）水作用垂直荷载)1—14.28.402—2-1.6442512.80636.40.902.541618.8744174.7639.26-193.9966-1.118.153—3-3.4252517.20899.8-2.942.083188.5933424.0377.52-899.3711-2.125.404—4-1.142521.601164-2.61-0.75-2032.866839.808-2.42-1598.6553-1.90-4.325—55.22526.0014281.91-5.78-23850.221464.67-16.282405.40661.64-14.64拱坝Ec=Er==2.2×1106吨/m2，即n=1T=25mMx=2405.41t•m（只计入水重）α=5.62n//EcT^22α2=0.774n/EEcT由于垂直荷载作用用下Vc=0所以只有径径向弯矩Mx总弯矩1424.8788截面△Bi1(/Ecc)hi△BiП(/Ec)△Bi(/Ec))1-71701001015.52-6154.0002-405675769.73-3285.9333-151350523.94-989.034-241.725278.1536.44由于本工程为分块块施且拱坝竖竖缝在坝体全全部筑完后再再进行封拱，所所以其自重产产生的变位在在封拱前就已已形成，故不不参与拱梁径径向变位一致致的调整（使使用正常蓄水水水位）水荷载作用下各截截面的M/EEcI的计算截面拱厚断面中心位置yFwFw作用点Z水偏心矩e弯矩M=Fw*eeI=T3/12M/EcI(//Ec)1—18.44.200.002—212.8-1.6442578.9141-5.66-4.02-317.0300174.76-1.813—317.2-3.42550233.03-8.96-5.53-1289.3772424.04-3.044—421.6-1.1475235.65-8.96-7.82-1842.7883839.81-2.195—5265.2100-174.74-9.75-14.952612.36331464.671.78把M/EcI(/EEc)图分为5个部分具体体见CAD图示部分面积(/Ec)形心yy121.2726-17.28399ΔB1Ⅰ-9528.022334-52.0780024263.3275-38.529ΔB2Ⅰ-4956.566325-30.6558848371.6723-61.90977ΔB3Ⅰ-1704.211801-17.3269931418.133-80.27255ΔB4Ⅰ-255.1877214-9.5631996958.5513-96.78211ΔB5Ⅰ0（图中的M/EccI(/EEc)称10以后画的）（4）梁变位系数aiij的计算。拱冠梁变位系数aaij的计算见下下表。a11-304.6933116a21-173.8288813a31-83.617553a41-28.61299a51-3.520111a12-386.9766396a22-253.2900362a32-133.82889a42-47.92488a52-6.488422a13-176.8511795a23-128.1700431a33-79.48955a43-33.85222a53-5.686411a14-56.75588759a24-42.42988298a34-30.207001a44-16.93388a54-4.875666a15-7.720255455a25-6.331522648a35-4.9438447a45-3.556177a55-2.168499表3-7拱冠梁梁受水平荷载载Xi及在垂直荷荷载（自重）作作用下的应力力计算△Bi(/Ec))δi(1/Ec)ΔAi-6154-9978.577-0.0112-3285.933-3991.311-0.006377-989.03-2423.466-0.00397736.44-1330.288-0.00281132.36-299.9511-0.000644X1-7.744788a11x1+a112x2+a13x33+a144x4+aa15x5++x1δ1=-18480.44X2-0.388722a21x1+a222x2+a23x33+a244x4+aa25x5++x2δ2=-78580.22X320.541644a31x1+a332x2+a33x33+a344x4+aa35x5++x3δ3=-109523X446.639899a41x1+a442x2+a43x33+a444x4+aa45x5++x4δ4=-95342X575.530677a51x1+a552x2+a53x33+a544x4+aa55x5++x5δ5=-33173.44消元法解方程（下下面列出的为为各Xi前的系数）步骤：-16681.88-8513.488-3890.744-1248.633-169.8466-18480.44-3832.233-9568.7-2819.755-933.4566-139.2944-78580.22-1839.599-2944.244-4172.233-664.5544-108.7655-109523-629.4833-1054.355-744.75-1702.822-78.237-95342-77.442-142.7455-125.1011-107.2055-347.6588-33173.444.35302660-33139.33-8383.711-2814.733-436.5055-3235829.06824550-18185.66-33944.11-4777.711-816.4622-97469826.5008220-19427.66-15845.77-43877.55-1903.5-25081611215.410440-22235.33-23057.33-21844.44-74719.33-712741551.82228770-53472.11-5891.633-1051.322-145259771.70578990-18645.88-72031.11-2810.466-395481331.49039330-25980.77608-29742.007787-110924..63-1E+072.86778337940-200678-7008.488-988895112.05814220-55321.88-227247-2E+073.62746550-817323-6.2E+077截面编号12345P（含水压，泥沙）t/m20174267105.765梁荷载-7.744788-0.38872220.54164446.63989975.530677318拱荷载Pi-Xiitt/m27.744779923.58872227.65836626.56011136.429322682（5）地震荷载产生的的应力计算见见下表“地震荷载计计算表”。地震荷载计算表截面截面坐标αKHCzK坝体容重γc厚度T中心轴线半径r半中心角φA((度)半中心角φA（弧度）Z11020.10.250.052.48.4194.952.50.91629778420.86921555992251.750.10.250.043752.412.8154.652.50.91629778420.84412775963501.50.10.250.03752.417.2139.748.50.84648446730.80138119684751.250.10.250.031252.421.611943.50.75921882120.6740333923510010.10.250.0252.42665.439.50.68940550430.3602766953Z0Y0深yy/H0fy最大动水压力Pyy拱圈外半径RuU0U1X00.00626007790.16907449460000199.10.00369220.93042110.08461550.00962669690.1690144876160.17391330.560.2241610.00680.90725880.08479110.01461446470.144070052410.44565220.540.5535148.30.01208550.85922660.07265770.02503775720.1157822407660.71739110.470.7755129.80.02264990.72848550.05920880.0458033360.0955811162910.989130.420.955578.40.04303770.41982660.0530677Ho=kγcTrrZ1Vo=0Mo=kγcTrr^2Zo截面纵向地震惯性力拱冠内力拱冠应力拱端内力拱端应力H0V0M0σ0下σ0上HAVAMAσA下σA上1170.765440120239.72455936-0.055522993140.713955878246.7710003425.891022313406.71722506-5.207299981663.9623000632175.394885770309.248664712.377699956325.027744696257.820661523.247666001134.0450009515.23336606925.0511110413173.303333840441.52177451.121170005719.030388091251.93588928.4992511227-350.8911866521.7639555327.53091558424129.940225980574.38244284-1.370855253713.402355807195.00433462-16.722333684-868.1066936420.191900564-2.1359447663536.7568995840305.6169945-1.29884496724.126303319873.101633278-30.892661871-547.523371367.6712799192-2.0480776671截面纵向地震激荡力拱冠内力拱冠应力拱端内力拱端应力H0V0M0σ0下σ0上HAVAMAσA下σA上10000000000232.719344241037.9138885211.16775006813.944646657133.0265999391.59387999-9.58804429722.93132776982.2290788457370.5287885320138.577222321.28999338086.91102777472.753599162-0.936100086-172.228821677.72286005870.7368599368473.3292440550271.30033901-0.09407730986.883817759379.494155414-11.885991452-462.324432729.6258133813-2.2652443985531.4496999180210.84811612-0.66182295693.081037719840.692222341-23.74511742-393.612292375.0586911347-1.9285220316截面横向地震惯性力拱冠内力拱冠应力左拱端内力左拱端应力H0M0V0σ0下σ0上HAVAMAσA下σA上10033.2163228600-135.93885616-122.59447916-3882.999252314.00322767-346.3699600920035.1183116500-143.76336679-129.66883116-3259.1552156108.12211801-130.5855253230031144.63117804-116.45669956-2421.577185940.703633889-57.52122877840022.32053323600-121.53117484-84.558226849-1329.144014611.466388184-22.7193321515009.75157224500-60.475664202-37.214555496-289.041193150.2394744699-4.8914447162截面横向地震激荡力拱冠内力拱冠应力左拱端内力左拱端应力H0V0M0σ0下σ0上HAVAMAσA下σA上10000000000203.05791443610001.8213699-11.246778498-281.5833584410.454199326-10.169660442305.96398553450003.25152-22.06799474-454.237730679.4015344545-9.0234550855405.95985771070002.8247755-21.979887409-336.148820774.4536700231-4.1921117004503.97533996660001.3711133-13.357339231-89.6707761360.848629943-0.7431559233梁拱应力汇总表（正正常水位+温降+地震）（单位：吨/米2）截悬臂梁拱冠左拱端右拱端面上游下游上游下游上游下游上游下游10.00000.0000287.9837767150.36766-170.925584597.05699142.6603309-543.30554478273.181132.8011338.9986698123.1640024-64.91155042521.81388825.40350019-455.498802943218.78211-20.47744345.902003666.20865529-73.73900152492.03666934.5195009-423.60337234335.54011-66.64999284.3831185-3.59773339-98.16199783396.62422658.4869337-330.189924945466.26155-161.4388195.30391163-55.208997-60.88777653130.87911134.59003365-113.78558988第四章泄水建建筑物设计4.1泄水建筑筑物的组成与与布置泄水建筑物由两个个浅孔和两个个中孔组成：：浅孔位于两两岸，孔口宽宽9.5m，高9.0m，进口底高高程为1644m，出口底底高程为1554m；中孔位于于水电站进水水口两侧，孔孔口宽7.55m，高7.0m，进口底高高程为1355m，出口底底高程为130m。4.2坝身泄水水口设计管径的计算压力管道的直径在在初步设计阶阶段可采用彭彭德舒公式来来确定：D=(5.2Q33max/H))1/7式中：Qmax———钢管的最大大设计流量，(m3/s)H———设计水头Qmax=3388/4=844.5m33/sH=187.666-103.5=844.16mD=(5.2Q33max/H))1/7=(55.2×844.53/84.166)1/7=4.49m故取D=4.5m进水口的高程本设计进水口采用用有压进水口口。有压进水水口应底于可可能出现的最最低水位，并并有一定的淹淹没深度，以以避免进水口口前出现漏斗斗吸取旋涡并并防止有压引引水道内出现现负压。可采采用戈登公式式：Scr=CVD1//2式中：Scr———闸门门顶低低于死水位的的临界淹没水水深（米）C———经验系数，一一般在0.55——0.73之间；本设设计取0.64V———闸门断面的的水流流速；；D———闸门孔口高高度。V=Qmax//S=84..5/(π×4.52/4)=5..313m/sScr=CVD1//2=0.664×5.3313×4..51/2=7.21m取Scr=7.2m又∵死水位为164mm∴进水口高程为1664=1522.3m4.3泄槽设计计4.3.1坎顶高程坎顶高程=下游设设计水位+（2~5m）=113.116+（2~5m）=115.116~118.116m取坎顶高程为1119m坎上水深hT=hc+q2//(2gφ2hc2)式中：T——上上游设计水位位至坎顶的高高差q——单宽流量φ=0.95对浅孔：T=1887.66-1199=68.66mQ=35552.78mm3/sq=Q/((9.5×2))=35522.78/((9.5×2))=186.9888m3/s68.66=hc+186..9882/(2×99.81×0.9552×hc2)经试算得hc=5.6118m；对中孔：T=1887.66-1199=68.66mQ=3172.004m3/sq=Q/((7.5×22)=31772.04//15=2111.4699m3/s68.66=hc+211..4692/(2×99.81×0.9552×hc2)经试算得hcc=6.3993m反弧半径RR=(6～10))hc浅孔R=40m；中孔孔R=50m坡度直线段坡度与孔身身底部坡度一一致浅孔1：1.4中孔1：33.7挑射角：挑射角θθ=20o4.4导墙设计导墙厚度一般为00.5～2m,本设计导墙墙厚度取为11.0m,导墙应高出出泄水时掺气气水面以上1～1.5m。溢流坝面高速水流流自掺气现象象的断面平均均掺气浓度CC=0.538((Ae-0.022)式中Ae=nV//R2/3n为溢流面满宁糙率率，V为不计掺气气时的断面平平均流速，R为不计掺气气时的坎顶平平均水深h掺气水流总深度ha=h/(1-c))对浅孔：Ho=1187.188-119=68.188mV=φ(2gHo)1/2=0..95×(22×9.811×68.188)1/2=34.7446m/sR=h=55.618mm