水利樞紐設(shè)計(jì)中的拱壩設(shè)計(jì)計(jì)算案例1.1拱冠梁剖面尺寸的擬定（1）壩頂厚度(2-1)壩底厚度(2-2)該工程拱壩混凝土初選C9035。取TB=26.0m。拱冠梁上游面曲線(2-3)(2-4)(2-5)根據(jù)黎展眉公式定義式中β1=0.60~0.65，取β1=0.62，β2=0.3~0.6，取β2=0.3，則可得上游面曲線方程：線性插值計(jì)算可得其余高程及各層拱圈厚度：下游面的曲線方程為：表2-1拱冠梁剖面處拱圈數(shù)據(jù)表層數(shù)高程（m）縱坐標(biāo)上游面坐標(biāo)下游面坐標(biāo)壩體厚度(m)1191.60088.02166.724.9-8.043754.4562512.53141.849.8-12.0254.97517.04116.974.7-11.943759.5562521.559299.6-7.818.226圖2-1拱冠梁剖面圖（單位：m）Cad畫(huà)得計(jì)算出最大倒懸度為0.123，滿足規(guī)范小于0.333的要求。表2-2各層拱圈參數(shù)表高程（m）拱圈厚（m）平均半徑（m）中心角（°）右半中心角（°）左半中心角（°）1/2弦長(zhǎng)（m）岸坡平均坡度（°）191.68.0186.4901045252146.87956166.712.5175.630994950132.56745141.817.0154.905904446109.49343116.921.5129569369226.077.39575373847.281351.2拱壩應(yīng)力分析本文計(jì)算工況一、工況二、工況四應(yīng)力荷載情況，工況三由河海大學(xué)自研應(yīng)力計(jì)算程序計(jì)算可得。1.2.1拱冠梁法計(jì)算成果（1）采用拱冠梁法對(duì)拱梁荷載的計(jì)算由拱冠梁和各層拱圈交點(diǎn)處徑向變位守恒的條件可列出協(xié)調(diào)方程組如下：（2-6）=1\*GB3①梁的單位徑向變位系數(shù)ai表2-3變位系數(shù)計(jì)算表塊數(shù)1234（m）8.012.517.021.5（m）12.517.021.526.01.561.361.261.211.561.361.261.210.16410.2350.2850.3150.54550.7530.8970.983、6.34347.6648.5449.0582.43533.233.7724.0940.12510.1820.2220.2470.36740.5230.6320.6981.41941.9762.3632.5950.35370.3950.4190.4320.74820.820.8630.886表2-4a1j計(jì)算表a1ja11a12a13a14a15(Δh)4/T13750.80510.3670.125000(Δh)4/T23196.819100.5230.18200100.2350.753003.230.8330.6670001.9760.50.50007.6640.3330.1667000(Δh)4/T3378.24431000.6320.22201000.8970.28503.7721.83331.167002.3630.510.5008.5441.66720.33300(Δh)4/T4338.68010000.6980.24710000.9830.3154.0942.833541.66702.5950.5110.509.0584630.50(Δh)2/T177.50110.7480.354000(Δh)2/T249.601100.7480.354002.5630.50.5000(Δh)2/T336.4711000.8630.41902.6670.510.500(Δh)2/T428.83810000.8860.4322.7230.5110.50(Δh)3/T5222.8381.27341.267.5344.9222.523.745(Δh)2/T523.8471.2732.845.1754.4413.6991.603Δh24.91.2731.793.583.583.581.79（-1）/Ec-3.175×10-7-3.175×10-7-3.175×10-7-3.175×10-7-3.175×10-7a1j-2.142×10-3-2.873×10-3-1.390×10-3-4.561×10-4-6.650×10-5表2-5a2j計(jì)算表a2ja21a22a23a24a25(Δh)4/T13750.805100000(Δh)4/T23196.819100.5230.182001000003.230.3330.1670001.9760.50.50007.66400000(Δh)4/T3378.24431000.6320.22201000.8970.28503.7721.33320.667002.3630.510.5008.5440.83310.16700(Δh)4/T4338.68010000.6980.24710000.9830.3154.0942.333431.16702.5950.5110.509.0582.667420.3330(Δh)2/T177.501100000(Δh)2/T249.601100.7480.354002.5630.50.5000(Δh)2/T336.4711000.8630.41902.6670.510.500(Δh)2/T428.83810000.8860.4322.7230.5110.50(Δh)3/T5222.8381.27330.950.6433.6915.892.808(Δh)2/T523.8471.2732.474.4353.7012.9591.233Δh24.91.2731.793.583.583.581.79（-1）/Ec-3.175×10-7-3.175×10-7-3.175×10-7-3.175×10-7-3.175×10-7a2j-1.263×10-3-1.881×10-3-0.990×10-3-3.531×10-4-5.650×10-5表2-6a3j計(jì)算表a3ja31a32a33a34a35(Δh)4/T13750.805100000(Δh)4/T23196.8191000001000003.23000001.976000007.66400000(Δh)4/T3378.24431000.6320.22201000003.7720.83310.167002.3630.510.5008.54400000(Δh)4/T4338.68010000.6980.24710000.9830.3154.0941.833320.66702.5950.5110.509.0581.333210.1670(Δh)2/T177.501100000(Δh)2/T249.6011000002.56300000(Δh)2/T336.4711000.8630.41902.6670.510.500(Δh)2/T428.83810000.8860.4322.7230.5110.50(Δh)3/T5222.8381.27320.633.7622.4611.261.872(Δh)2/T523.8471.2732.13.6952.9612.2190.863Δh24.91.2731.793.583.583.581.79（-1）/Ec-3.175×10-7-3.175×10-7-3.175×10-7-3.175×10-7-3.175×10-7a3j-6.034×10-4-0.965×10-3-5.985×10-4-2.579×10-4-4.651×10-5表2-7a4j計(jì)算表a4ja41a42a43a44a45(Δh)4/T13750.805100000(Δh)4/T23196.8191000001000003.23000001.976000007.66400000(Δh)4/T3378.24431000001000003.772000002.363000008.54400000(Δh)4/T4338.68010000.6980.2471000004.0941.333210.16702.5950.5110.509.05800000(Δh)2/T177.501100000(Δh)2/T249.6011000002.56300000(Δh)2/T336.4711000002.66700000(Δh)2/T428.83810000.8860.4322.7230.5110.50(Δh)3/T5222.8381.27310.316.8811.235.630.936(Δh)2/T523.8471.2731.732.9552.2211.4790.493Δh24.91.2731.793.583.583.581.79（-1）/Ec-3.175×10-7-3.175×10-7-3.175×10-7-3.175×10-7-3.175×10-7a4j-2.077×10-4-3.473×10-4-2.447×10-4-1.389×10-4-3.239×10-5表2-8a5j計(jì)算表a5ja51a52a53a54a55(Δh)4/T13750.805100000(Δh)4/T23196.8191000001000003.23000001.976000007.66400000(Δh)4/T3378.24431000001000003.772000002.363000008.54400000(Δh)4/T4338.6801000001000004.094000002.595000009.05800000(Δh)2/T177.501100000(Δh)2/T249.6011000002.56300000(Δh)2/T336.4711000002.66700000(Δh)2/T428.8381000002.72300000(Δh)3/T5222.8381.27300000(Δh)2/T523.8471.2731.362.2151.4810.7390.123Δh24.91.2731.793.583.583.581.79（-1）/Ec-3.175×10-7-3.175×10-7-3.175×10-7-3.175×10-7-3.175×10-7a5j-2.473×10-5-4.554×10-5-3.984×10-5-3.408×10-5-1.513×10-5②鉛直荷載作用引起的梁的徑向變位ΔBi的計(jì)算垂直荷載的作用下由于彎矩引起的徑向變位ΔBiI公式為：（2-7）距梁基高為hi處梁上i截面的徑向變位為：（2-8）垂直荷載作用下引起的拱冠梁處的徑向變位ΔBi公式為：（2-9）鉛直荷載作用引起的梁的徑向變位ΔBi的計(jì)算，詳見(jiàn)表2-9~表2-12。③拱的徑向變位計(jì)算在單位均勻徑向水平荷載作用下拱圈拱冠處變位δi可用下式計(jì)算：（2-10）在均勻溫降Δti時(shí)，拱圈拱冠處的變位ΔAi(=ciΔti)可用下式計(jì)算：（2-11）表2-9懸臂梁水平截面相關(guān)參數(shù)表編號(hào)說(shuō)明拱冠梁計(jì)算截面編號(hào)123451計(jì)算截面高程（m）191.6166.7141.8116.9922分塊高度（m）24.93厚度T（m）8.0012.5017.0021.5026.004壩軸線水平曲率半徑r=RA（m）186.49175.63154.905129.1377.3955上游面的水平曲率半徑Ru=r+T/2（m）190.49181.88163.405139.8890.3956懸臂梁在中線處的寬度Δs=r/RA（m）111117懸臂梁在上游面寬度Δsu=Ru/RA（m）1.0211.0361.0551.0831.1688形心的偏心距e1=T2/12r（m）0.02860.07410.15550.29830.72799形心距上游面的距離au=T/2-e1（m）3.97146.17598.344510.451712.272111上游面水平投影Δae（m）8.7213.822-0.271-4.67212頂?shù)仔涡乃骄嚯xΔau=au（i）-au（i+1）+Δae（m）6.521.65-2.38-6.49表2-10自重下懸臂梁的內(nèi)力計(jì)算表編號(hào)說(shuō)明拱冠梁計(jì)算截面編號(hào)123451截面高程（m）191.6166.7141.8116.9922分塊高度Δh=h/4（m）24.93底面積A=T·Δs（m2）8.0012.5017.0021.5026.004平均分塊底面積（m2）10.2514.7519.2523.755重量（kN）6009864711285139236累計(jì)重量（kN）060091465625941398657分塊重量對(duì)塊底形心的力矩（kN·m）0181466785-12896-437718累計(jì)重量對(duì)塊底形心的力矩（kN·m）009935-34855-1684239自重引起的總彎矩（kN·m）01814634866-12885-225079表2-11鉛直水壓力作用下懸臂梁的內(nèi)力計(jì)算表編號(hào)說(shuō)明拱冠梁計(jì)算截面編號(hào)123451計(jì)算截面高程（m）191.6166.7141.8116.9922水深h（m）0.017.842.767.692.53平均水頭（m）8.930.2555.1580.054上游面的鉛直水壓力（kN）7891196-159-42855累計(jì)鉛直水壓力（kN）078919851826-24596上游面鉛直水壓力至塊底形心的水平距離（m）-1.815-6.434-10.587-14.6087上游面鉛直水壓力對(duì)塊底形心的力矩（kN·m）0-1431-76971681625988以上累計(jì)鉛直水壓力對(duì)塊底形心的力矩（kN·m）001304-4721-118569鉛直水壓力引起的總彎矩（kN·m）0-1431-7825-1086439878表2-12鉛直荷載作用下的梁的徑向變位計(jì)算表層數(shù)Ωiyi(m)ΩiyiEcΔBiI=ΣΩiyihi(m)αα2Mx(kN·m)θx=MxαΔrf=Mxα2ΔBiII=θxhi+ΔrfΔBi=ΔBiI+ΔBiII5000003.772×10-101.276×10-9-185200.66-6.986×10-5-2.364×10-4-2.364×10-4-2.364×10-44-1945.01614.845-28874.264-28874.26424.95.517×10-101.543×10-9-185200.66-1.022×10-4-2.858×10-4-2.830×10-3-3.746×10-33-1945.01639.745-77305.155-73267.67849.88.824×10-101.952×10-9-185200.66-1.634×10-4-3.615×10-4-8.450×10-3-1.083×10-2-69.13623.251-1607.488781.6677.2225644.9652-1945.01664.645-125736.046-71920.22974.71.632×10-92.654×10-9-185200.66-3.022×10-4-4.916×10-4-2.307×10-2-2.307×10-2-69.13648.151-3328.967781.66732.12225108.4732191.43711.58125378.3771-1945.01689.545-174166.937-14337.22599.63.984×10-94.148×10-9-185200.66-7.379×10-4-7.682×10-4-7.426×10-2-7.426×10-2-69.13673.051-5050.446781.66757.02244571.9812191.43736.48179945.1632093.61314.45530262.122表2-13單位徑向變位系數(shù)δi計(jì)算表計(jì)算項(xiàng)目層數(shù)12345壩厚T（m）812.51721.526平均半徑R（m）186.490175.630154.905129.13077.395T/R0.0430.0710.1100.1660.336半中心角φA（o）5249.54540.537.5n=EC/Ef1.432（查表插值）-52.609-30.936-20.414-13.055-5.914-3.115×10-3-1.725×10-3-1.004×10-3-5.352×10-4-1.453×10-4表2-14徑向變位計(jì)算表計(jì)算項(xiàng)目層數(shù)12345壩厚T（m）812.51721.526平均半徑R（m）186.490175.630154.905129.13077.395T/R0.0430.0710.1100.1660.336半中心角φA（o）5249.54540.537.5n=EC/Ef1.432（查表插值）-1.832-1.766-1.598-1.289-0.730-2.733×10-3-2.482×10-3-1.980×10-3-1.332×10-3-4.522×10-4（oC）-4.126-2.958-2.305-1.888-1.5991.128×10-27.340×10-34.564×10-32.514×10-37.232×10-4 ④總水平徑向荷載強(qiáng)度pi的計(jì)算水平徑向荷載中包括水平水壓力和淤沙壓力，靜水壓力強(qiáng)度p0，可按下式計(jì)算：（2-12）式中 γw——水的容重，取γw=9.81kN/m3；h——計(jì)算點(diǎn)處的水深，m。水平泥沙壓力，可按下式計(jì)算：（2-13）式中 γsb——泥沙的浮容重，取γsb=8.5kN/m3；hs——壩前泥沙淤積厚度，為23m；φs——泥沙的內(nèi)摩擦角，為10o。（2-14）相關(guān)計(jì)算表詳見(jiàn)2-15。⑤拱梁荷載分配將上文計(jì)算相關(guān)帶入?yún)f(xié)調(diào)方程，結(jié)果詳見(jiàn)表2-16~2-17。（2）拱冠梁應(yīng)力分析拱冠梁承擔(dān)的荷載有自重、鉛直水壓力、水平徑向荷載、地震荷載，本文計(jì)算此部分時(shí)暫不考慮地震荷載的影響。拱冠梁的應(yīng)力計(jì)算公式為：（2-15）拱冠梁計(jì)算截面上的彎矩計(jì)算成果，見(jiàn)表2-18；拱冠梁的應(yīng)力計(jì)算成果，見(jiàn)表2-19。表2-15總水平徑向荷載強(qiáng)度計(jì)算表計(jì)算項(xiàng)目層數(shù)12345高程（m）191.6166.7141.8116.992水頭h（m）016.341.266.191(kPa)0159.903404.172648.441892.710淤沙深hs（m）000023淤沙壓力psk（kPa）0000137.451pi=p0+psk（kPa）0159.903404.172648.4411030.161表2-16變形協(xié)調(diào)方程組系數(shù)總表i12345ai1-2.142×10-3-1.263×10-3-6.034×10-4-2.077×10-4-2.473×10-5ai2-2.873×10-3-1.882×10-3-9.653×10-4-3.473×10-4-4.554×10-5ai3-1.390×10-3-9.903×10-4-5.985×10-4-2.447×10-4-3.984×10-5ai4-4.561×10-4-3.531×10-4-2.579×10-4-1.389×10-4-3.408×10-5ai5-8.411×10-5-6.822×10-5-5.233×10-5-3.645×10-5-1.702×10-5ΔBi-7.426×10-2-2.307×10-2-1.083×10-2-3.746×10-3-2.363×10-4δi-3.115×10-3-1.724×10-3-1.004×10-3-5.352×10-4-1.453×10-4ΔAi1.128×10-27.341×10-34.564×10-32.514×10-37.232×10-4pi(kPa)0159.903404.172648.4411030.161表2-17協(xié)調(diào)方程組求解及荷載分配表拱梁變位一致協(xié)調(diào)方程組展開(kāi)后的變形協(xié)調(diào)方程組AX=BAB梁承擔(dān)的水平徑向荷載X=A-1B（kPa）拱承擔(dān)的水平徑向荷載P-X（kPa）表2-18拱冠梁受水平荷載及垂直荷載作用下的彎矩計(jì)算表層數(shù)上游水重+壩體自重N(kN)下游水重G(kN)M(上游水重+壩體自重)(kN·m)M(下游水）(kN·m)M（徑向荷載）(kN·m)M(kN·m)26797.535016714.9440-19699.108-2984.164316641.081027041.1310-31076.871-4035.740427767.4870-23748.783083286.56259537.779537405.683270.87-185200.662-587.306470896.444285108.476表2-19拱冠梁受水平荷載及垂直荷載作用下的應(yīng)力計(jì)算表層數(shù)T（m）N（kN）M（kN·m）180000212.56797.535-2984.1640.6580.42931716641.081-4035.7401.0630.895421.527767.48759537.7790.5192.06452637676.553285108.476-1.0813.980（3）水平拱圈應(yīng)力分析=1\*GB3①水平徑向荷載、溫降荷載產(chǎn)生的拱圈應(yīng)力的計(jì)算水壓P作用時(shí)拱端和拱冠的應(yīng)力為：（2-16）均勻溫降Δt時(shí)拱端和拱冠的應(yīng)力為：（2-17）相關(guān)計(jì)算詳見(jiàn)表2-20。=2\*GB3②地震荷載產(chǎn)生的拱圈應(yīng)力的計(jì)算計(jì)算縱向地震慣性力拱冠截面的內(nèi)力：（2-18）（2-19）（2-20）拱端截面的內(nèi)力：（2-21）（2-22）（2-23）b、計(jì)算縱向地震激蕩力（忽略基礎(chǔ)影響）拱冠截面的內(nèi)力：（2-24）（2-25）（2-26）拱端截面的內(nèi)力：（2-27）（2-28）（2-29） c、計(jì)算橫向地震慣性力（忽略基礎(chǔ)影響）拱冠截面的內(nèi)力：（2-30）（2-31）（2-32）拱端截面的內(nèi)力：（2-33）（2-34）（2-35）式中前面的“±”分別對(duì)應(yīng)于左右端，下同。 d、計(jì)算橫向地震激蕩力（忽略基礎(chǔ)影響）對(duì)左半拱而言，拱冠截面的內(nèi)力：（2-36）（2-37）（2-38）拱端截面的內(nèi)力：（2-39）（2-40）（2-41）地震荷載產(chǎn)生的拱圈應(yīng)力的計(jì)算，見(jiàn)表2-21~表2-27。工況三下的計(jì)算詳見(jiàn)表2-28~2-31。2.3.2電算成果 （1）工況一（正常蓄水位＋溫降）的應(yīng)力計(jì)算成果，見(jiàn)表2-32； （2）工況二（設(shè)計(jì)洪水位＋溫升）的應(yīng)力計(jì)算成果，見(jiàn)表2-33； （3）工況四（校核洪水位＋溫升）的應(yīng)力計(jì)算成果，見(jiàn)表2-34。表2-20拱圈應(yīng)力計(jì)算表層數(shù)12345水平荷載pa（kPa）87.403154.392205.613211.203221.424泥沙、水壓產(chǎn)生的應(yīng)力（MPa）拱冠上游30.35119.21514.37010.5624.8662.6532.9672.9552.2311.077拱冠下游21.5419.5933.116-0.668-1.4791.8831.4810.641-0.141-0.328拱端上游18.1336.3010.028-2.709-1.2941.5850.9730.006-0.572-0.286拱端下游33.93522.81617.98913.3575.3972.9663.5233.6992.8211.195壩體均勻溫降Δt（oC）4.1262.9582.3051.8881.599均勻溫降產(chǎn)生的應(yīng)力（MPa）拱冠上游0.1610.2620.3830.4280.2010.1670.1950.2220.2040.081拱冠下游-0.179-0.317-0.545-0.769-0.726-0.186-0.236-0.316-0.366-0.293拱端上游-0.311-0.515-0.836-0.994-0.712-0.323-0.384-0.486-0.473-0.287拱端下游0.2990.4790.6860.7340.2940.3110.3570.3980.3490.118表2-21拱圈地震時(shí)內(nèi)力系數(shù)表層數(shù)12345φA52o49.5o45o40.5o37.5oA10.0389605380.0296807110.0174058780.0096009750.006182435B11.2791475841.0871776490.7853981630.5421739850.41077988A20.0441396820.0332563780.0190987140.0103442730.00658816B24.828259094.2654245333.3640058742.6016525372.163274995A30.1208650780.1108820880.0935258510.077163380.066892563B30.1317367230.1198470810.0996836840.0812298040.069892153A40.0001048396.51743×10-52.55707×10-59.1532×10-64.2956×10-6B40.374042730.3120238770.2188006640.1473797620.063068138A50.0415225320.0314685450.0182522960.0099726240.006385298B51.78971161.5032627851.0651526620.7231517630.542512983A60.1401374850.1112895760.0707963270.0428195680.02955263B61.4094184221.25809694610.7667184310.627331196A70.8448466960.7403380490.5707963270.4261787830.343218228B79.2011611418.8866002828.2831853077.6299425987.167545179A80.0700687420.0556447880.0353981630.0214098340.014776315B81.1271325590.9992174970.7853981630.5964486070.4852747120.0001533510.0004221250.0010036580.0023101560.0094045850.8724734360.859734240.8095274350.6636389390.3729885390.0059282870.0078454490.0128291740.0232561190.0408235910.0036140570.0056162210.010908630.0213778190.0221820180.9313032880.9157424020.8596806890.7119275710.4265200750.1658521040.1502785340.1239833680.1004738410.086337490.08300260.0753492650.0624863090.0513462360.047099116α21.751.51.2510.050.0440.0380.0310.025?A（弧度）0.9080.8640.7850.7070.654水頭Y（m）017.842.767.692.500.1920.4620.7311fy（查表插值）00.5330.5590.4650.420q0=KhCzfyρwH（kPa）013.27813.92711.57210.468Ru（m）190.490181.880163.405139.88090.395表2-22縱向地震荷載計(jì)算表層數(shù)12345縱向地震慣性力拱冠H0（kN）1561.9931981.8111918.6181381.843450.332V0（kN）00000M0（kN·m）1979.3003176.2494710.0016253.0413814.711左拱端HAL（kN）2242.0412801.4332672.8972006.642838.326VAL（kN）230.523213.60440.438-221.757-352.776MAL（kN·m）3477.6591147.887-4601.221-10005.913-6904.218右拱端HAR（kN）2242.0412801.4332672.8972006.642838.326VAR（kN）230.523213.60440.438-221.757-352.776MAR（kN·m）3477.6591147.887-4601.221-10005.913-6904.218縱向地震激蕩力拱冠H0（kN）02209.8741954.9561152.356403.211V0（kN）00000M0（kN·m）02380.3293842.6904468.2921622.957左拱端HAL（kN）02227.8682013.8211247.792508.219VAL（kN）085.890-53.093-212.226-287.723MAL（kN·m）0-779.972-5275.788-7855.312-6504.095右拱端HAR（kN）02227.8682013.8211247.792508.219VAR（kN）085.890-53.093-212.226-287.723MAR（kN·m）0-779.972-5275.788-7855.312-6504.095表2-23橫向地震荷載計(jì)算表層數(shù)12345橫向地震慣性力拱冠H0（kN）00000V0（kN）296.926346.414293.846209.209104.241M0（kN·m）00000左拱端HAL（kN）-1234.325-1556.792-1524.011-1255.063-690.379VAL（kN）-1097.576-1289.372-1108.449-796.797-398.354MAL（kN·m）-32906.892-34432.870-23524.694-12555.545-3453.116右拱端HAR（kN）1234.3251556.7921524.0111255.063690.379VAR（kN）-1097.576-1289.372-1108.449-796.797-398.354MAR（kN·m）32906.89234432.87023524.69412555.5453453.116橫向地震激蕩力拱冠H0（kN）00000V0（kN）0181.833142.09783.11144.525M0（kN·m）00000左拱端HAL（kN）0102.23772.06236.62615.205VAL（kN）0-674.578-530.981-308.335-153.005MAL（kN·m）0-17955.831-11162.713-4729.527-1176.816右拱端HAR（kN）0-102.237-72.062-36.626-15.205VAR（kN）0-674.578-530.981-308.335-153.005MAR（kN·m）017955.83111162.7134729.5271176.816表2-24縱向地震內(nèi)力計(jì)算成果表層數(shù)12345拱冠H0（kN）1561.9934191.6853873.5732534.200853.543V0（kN）00000M0（kN·m）1979.3005556.5788552.69110721.3335437.668左拱端HAL（kN）2242.0415029.3014686.7183254.4341346.545VAL（kN）230.523299.494-12.656-433.983-640.499MAL（kN·m）3477.659367.914-9877.010-17861.226-13408.314右拱端HAR（kN）2242.0415029.3014686.7183254.4341346.545VAR（kN）230.523299.494-12.656-433.983-640.499MAR（kN·m）3477.659367.914-9877.010-17861.226-13408.314表2-25縱向地震應(yīng)力計(jì)算成果表（單位：MPa）層數(shù)12345拱冠上游0.3810.5490.4050.2570.081下游0.0100.1220.050-0.021-0.015左拱端上游0.6060.4160.071-0.080-0.067下游-0.0460.3880.4810.3830.171右拱端上游0.6060.4160.071-0.080-0.067下游-0.0460.3880.4810.3830.171表2-26橫向地震內(nèi)力計(jì)算成果表層數(shù)12345拱冠H0（kN）00000V0（kN）296.926528.247435.943292.320148.766M0（kN·m）00000左拱端HAL（kN）-1234.325-1454.555-1451.949-1218.437-675.173VAL（kN）-1097.576-1963.950-1639.430-1105.132-551.359MAL（kN·m）-28213.658-49988.701-34687.407-17285.072-4629.932右拱端HAR（kN）1234.3251454.5551451.9491218.437675.173VAR（kN）-1097.576-1963.950-1639.430-1105.132-551.359MAR（kN·m）32906.89252388.70134687.40717285.0724629.932表2-27橫向地震應(yīng)力計(jì)算成果表（單位：MPa）層數(shù)12345拱冠上游00000下游00000左拱端上游-2.799-2.036-0.806-0.281-0.067下游2.4911.8030.6350.1680.015右拱端上游3.2392.1280.8060.2810.067下游-2.931-1.895-0.635-0.168-0.015表2-28工況三(縱向地震力情況下)應(yīng)力計(jì)算表(單位：MPa)層數(shù)拱冠左拱端右拱端拱冠梁上游下游上游下游上游下游上游下游13.2001.7061.9153.3191.9153.3190.0000.00023.7111.3671.0054.2681.0054.2680.6590.42833.5830.375-0.4094.578-0.4094.5781.0640.89342.691-0.529-1.1263.553-1.1263.5530.5192.06551.240-0.636-0.6411.484-0.6411.484-1.0783.975表2-29工況三(橫向地震力情況下)應(yīng)力計(jì)算表(單位：MPa)層數(shù)拱冠左拱端右拱端拱冠梁上游下游上游下游上游下游上游下游12.8191.696-1.4905.8564.5480.4340.0000.00023.1621.245-1.4475.6832.7171.9840.6590.42833.1770.324-1.2854.7320.3263.4621.0640.89342.434-0.507-1.3263.338-0.7643.0030.5192.06551.159-0.620-0.6411.328-0.5061.298-1.0783.975表2-30工況一（正常蓄水位＋溫降）的應(yīng)力計(jì)算表（單位：MPa）層數(shù)拱冠拱端拱冠梁上游下游上游下游上游下游12.9871.7841.3443.50023.1481.2580.6752.7080.7670.32733.0760.439-0.1632.1160.9481.04742.393-0.431-0.7441.312-0.3712.32551.168-0.105-0.4270.558-0.9074.151表2-31工況二（設(shè)計(jì)洪水位＋溫升）的應(yīng)力計(jì)算表（單位：MPa）層數(shù)拱冠拱端拱冠梁上游下游上游下游上游下游13.3882.6712.4083.6940.0000.00023.2782.0141.6242.9511.0690.03233.1431.2240.7872.4121.4220.57942.5350.3740.1341.6811.0041.67551.485-0.0700.1610.9520.1273.002表2-32工況四（校核洪水位＋溫升）的應(yīng)力計(jì)算表（單位：MPa）層數(shù)拱冠拱端拱冠梁上游下游上游下游上游下游13.7362.9142.6134.0860.0000.00023.5852.1711.7343.2271.147-0.02733.3911.2900.8122.5981.3990.63342.6930.3720.1151.7830.8581.85351.547-0.0880.1550.993-0.1083.2732.4壩肩穩(wěn)定分析其計(jì)算公式如下： =1\*GB3①由均勻水壓pa產(chǎn)生：，，（2-45） =2\*GB3②由均勻溫升Δt產(chǎn)生：，，（2-46）將拱端軸力HA和剪力VA投影到滑動(dòng)面上：（2-47）（2-48）抗滑穩(wěn)定安全系數(shù)Kc的計(jì)算公式為：（2-50）拱壩的壩肩穩(wěn)定分析計(jì)算詳見(jiàn)表2-33~2.36。表2-33均勻水壓力及均勻溫升等截面拱端內(nèi)力系數(shù)表層數(shù)12345均勻水壓力ha26.03414.5599.0095.3242.052Ua-0.183-0.339-0.666-1.028-1.074ma-1.317-1.376-1.497-1.339-0.557均勻溫升ha0.0060.0180.0590.1300.209Ua0.0080.0210.0550.1100.158ma0.0510.0830.1240.1440.084表2-34拱端作用力計(jì)算表計(jì)算項(xiàng)目層數(shù)12345T（m）812.51721.526Δt（oC）-4.126-2.958-2.305-1.888-1.599正常蓄水位+溫降+地震拱圈分得荷載pa（kpa）90.01154.21205.22216.80232.12均勻水壓力HA（kN）18203.5528096.4031491.2124173.4611811.23VA（kN）-127.89-654.23-2326.62-4667.81-6184.20均勻溫降HA（kN）-50.57-167.66-579.97-1331.14-2186.40VA（kN）-62.69-192.33-545.60-1130.02-1656.89地震內(nèi)力左拱端1007.723574.753234.772036.00671.37671.37-867.05-1664.46-1652.09-1539.12-1191.86-1191.86右拱端3476.376483.866138.674472.872021.722021.72-867.05-1664.46-1652.09-1539.12-1191.86-1191.86左拱端ΣHA（kN）19160.7031503.4934146.0124878.3210296.19ΣVA（kN）-1057.64-2511.02-4524.30-7336.95-9032.95右拱端ΣHA（kN）21629.3534412.6037049.9127315.1911646.54ΣVA（kN）-1057.64-2511.02-4524.30-7336.95-9032.95校核洪水位＋溫升拱圈分得荷載pa（kpa）118.63191.43245.72244.49246.66均勻水壓力HA（kN）24708.0734838.1337633.5227983.8013157.00VA（kN）-173.59-811.21-2780.4