拱壩課程設(shè)計(jì)計(jì)算建鞏物課程設(shè)設(shè)計(jì)題目：拱壩學(xué)院：土木建筑工程學(xué)院班級(jí)：水電061姓名：徐君學(xué)號(hào):060807110296第一章工程概況某工程位于排坡河中游河段，以發(fā)電為主。電指導(dǎo)老師：肖良錦老師

站裝機(jī)2X630KW,壩址以上流域面積151Km2。樞紐主要建筑物有混凝土拱壩，壩后引水式廠房等。大壩為五等5級(jí)建筑物。設(shè)計(jì)洪水（三十年一遇）367m3/s，校核洪水（二百年一遇）572m3/s。壩址河床為較對(duì)稱的V型河谷，兩岸坡較陡。河床及漫灘砂礫石層厚為0~3m，弱風(fēng)化層厚2~2.5m。壩后沖刷坑范圍以內(nèi)河床為爐山組中至厚層白云巖，其巖性堅(jiān)硬致密，隱節(jié)理發(fā)育，抗沖刷強(qiáng)度高。上游壩址溢流堰頂高程375.00m。電站額定引用流量2X2.69m3/s。該電站位于我省東部多暴雨地區(qū)，洪水強(qiáng)度大，流域坡度陡，匯流快，洪水陡漲陡落，樞紐建筑物布置多集中于河床。確定正常蓄水位與溢流堰頂高程平齊。課程設(shè)計(jì)任務(wù)根據(jù)以上提供的基本情況及地形圖，布置設(shè)計(jì)混凝土拱壩。步驟如下：1、拱壩布置的原則在地形圖上布置雙曲拱壩。選擇7擇7層拱壩肩及河床的開(kāi)挖深度按5m，壩頂無(wú)通行汽車要求。根據(jù)布置的尺寸進(jìn)行拱壩應(yīng)力分析，直至滿足應(yīng)力要求為止。（時(shí)間2天）2、 選擇壩頂溢流方式及消能方式，進(jìn)行相應(yīng)水力學(xué)計(jì)算。確定；孔口尺寸、閘墩寬度、上游設(shè)計(jì)水位、校核水位、下游設(shè)計(jì)水位、校核水位、工作橋。（時(shí)間1天）3、 根據(jù)布置及計(jì)算結(jié)果，要求提供以下成果。（時(shí)間2天）拱壩平面布置圖（建議比例1：200）溢流壩剖面圖（建議比例1：200）非溢流壩剖面圖（建議比例1：200）拱壩下游立視圖或展視圖（建議比例1：200）設(shè)計(jì)計(jì)算書(shū)1份第二章拱壩的體形和布置2.1設(shè)計(jì)參數(shù)壩體材料：C20混凝土，容重2.4t/m3,彈模為X109（壩體彈?？紤]徐變的影響，取為瞬時(shí)彈性模量的0.6--0.7），泊松比0.167,線脹系數(shù)1X105/^，導(dǎo)溫系數(shù)3m2/月。壩基：白云巖，容重2.5t/m3,彈模29.82x109,泊松比0.17，線脹系數(shù)1.4X10-5/C,導(dǎo)溫系數(shù)3m2/月。淤沙浮容重按1.3t/m3,內(nèi)摩擦角14°。溫度荷載按規(guī)范（SD145-85）計(jì)算，封拱灌漿溫度取8一12C。2.2控制指標(biāo)大壩拱肩穩(wěn)定及應(yīng)力控制指標(biāo)均嚴(yán)格按照《混凝土拱壩設(shè)計(jì)規(guī)范》（SD145-85）執(zhí)行，見(jiàn)表2-1、2-2。表2-1抗滑穩(wěn)定安全系數(shù)表類別荷載組合情況安全系數(shù)抗剪斷強(qiáng)度Ks'基本組合3特殊組合2.5表2-2大壩允許應(yīng)力表類別荷載組合情允許應(yīng)況力允許拉應(yīng)力(kg/cm)2基本組臺(tái)12特殊組合15允許壓應(yīng)力(kg/cm)2基本組合50特殊組合552.3壩頂高程的擬定2.3.1設(shè)計(jì)洪水位計(jì)算：Q溢Q總Q036722.69361.62m3/s,取單寬流量q=50m3/s，—, m.LQ溢/q361.62/507.23 ，校核洪水位計(jì)算：Q溢Q總Q057222.69566.62m3/s'LQ溢/q566.62/5011.33m，所以取L=12m,n=3,b=4m。通過(guò)EXCEL計(jì)算，設(shè)計(jì)水位382.00,校核水位386.00設(shè)計(jì)洪水位的計(jì)算流量Q水位H孔口數(shù)n流量系數(shù)m側(cè)收縮系數(shù)堰寬bnbm2gH3/2630.490.94344.32990826.0530.490.94348.64298656.130.490.94352.97392466.1530.490.94357.3226489

6.230.490.94361.68908716.2230.490.94363.44060626.2430.490.94365.19494366.2630.490.94366.9520946RH=7m,河底高程349.00，再往下開(kāi)挖5m,壩底高程344.00堰頂高程校核洪水位的計(jì)算375.00，設(shè)計(jì)水位382.00.830.490.94530.13057388.130.490.94540.101528.230.490.94550.13420688.330.490.94560.22825658.430.490.94570.38329848.4130.490.94571.40214318.4230.490.94572.4215937所以取H=9m，堰頂高程375.00，校核水位384.00.2.3.2壩頂高程根據(jù)各種運(yùn)行情況的水庫(kù)靜水位加上相應(yīng)超高后的最大值確定。頂超高值A(chǔ)h按下式計(jì)算(官?gòu)d水庫(kù)公式)ah=h+h+h1%zc式中：Ah??…?…壩頂距水庫(kù)靜水位高度(m)hp%??…?…累計(jì)頻率為1%時(shí)的浪高(m)h??…?…波浪中心線至水庫(kù)靜水位的高度(m)h………安全超高(m)：正常運(yùn)用情況取0.3m，非常運(yùn)用情況取0.2m2.3.3波浪要素按“官?gòu)d水庫(kù)”公式計(jì)算：h產(chǎn)0004眄V5/4D1/32 0.8h12cth2HLLLD…長(zhǎng)。?…吹程，由壩前沿水面至對(duì)岸的最大直線距離(km),取為D…長(zhǎng)。V0?…計(jì)算風(fēng)速(m/s)，據(jù)資料取15m/s2.3.4壩頂高程計(jì)算成果見(jiàn)下表:計(jì)算情況 設(shè)計(jì)情況cCC校核情況cc』相］應(yīng)水位（m）382384*沖/s)15 ca 15 ca D(km)0.046 rxq 0.046rxoh(m)0.3AHO0.2AHOhj(m、)0.18rxr\A0.18rxr\Ah(m) ▲2 L_ 、 0.04CRO0.04rr街（m）0.520.042壩1頂高程（m）382.52384.42結(jié)論：綜合考慮后，取壩頂高程為385.0m河床底部高程為349.0m，按地質(zhì)提供的基本資料，開(kāi)挖按5.0m計(jì)，則壩高為41.0m，屬于中壩，在壩頂高程385.0m開(kāi)挖后的河谷水平寬度為56.90m。2.4拱壩體型設(shè)計(jì)根據(jù)美國(guó)墾務(wù)局的建議公式進(jìn)行計(jì)算:2.4.1壩頂厚度TcTc=0.01（H+1.2L1）式中Tc 壩頂厚度（m）H——最大壩高（m）=43.7L 頂拱弦長(zhǎng)（m）=194.50經(jīng)計(jì)算得Tc=0.01x（41.0+1.2x56.90）=1.09m，據(jù)工程經(jīng)驗(yàn)，拱壩頂部寬度Tc不小于3m,取Tc=5m。2.4.2拱圈厚度1）、底拱厚度trBT30.0012HLL（HH/122'B 12'122）H拱冠梁的高度（m）=41.0L1——壩頂高程處拱端可利用巖基面間的河谷寬度（m）=56.90L2壩底以上0.15H，即350.15高程處拱端可利用巖基面間的河谷寬度（m）=11.12經(jīng)計(jì)算得TB=2.78m。綜合考慮后，取壩底厚度為Tb=7.0m（2）、0.45H高度，即高程362.45處的厚度T0.45HT=095T經(jīng)計(jì)算得到0.45H BT045H=6.65m。2.4.3上游面曲線初擬參考其他工程經(jīng)驗(yàn)及規(guī)范要求進(jìn)行設(shè)計(jì)：z01HDaHs1Z1般情況下有：P1=0.6~0.7P2=0.15-0.2S=0.15~0.3綜合考慮后取參數(shù)計(jì)算如下:7H0.6541.026.65m氣iH0.1741.07.00m

2S1SZ10.20(41.026.65)2.87m由此可知，A、D、B三點(diǎn)的坐標(biāo)為:點(diǎn)號(hào)-CT-7.0點(diǎn)號(hào)-CT-7.0Z—o-26.65-4.13-41.0-4.13a2Z2'定出A、B、C三點(diǎn)位置后，可按二次拋物線方程，azyaa2Z2'解出a10.564,a20.0113，計(jì)算各點(diǎn)坐標(biāo)如下表：Z-1.0-3.0-5.0-10.0-15.0-20.025.0Y-0.553-1.590-2.538-4.510-5.189-6.767.038Z-27.0-30.0-35.037.040.0-41.0Y-6.990-6.750-5.898-5.398-4.480-4.1292.5拱壩布置布置原則：壩體輪廓力求簡(jiǎn)單，基巖面、壩面變化平順，避免有任何突變。布置基本步驟：將地形圖上可利用的基巖線確定后，試定頂拱軸線位置。頂拱軸線半徑可用R軸=0.6L（L為頂拱高程處拱端可利用基巖面間的河谷寬度）擬定。將頂拱軸線在地形圖上移動(dòng)，調(diào)整位置，盡量使拱軸線與巖基面等高線在拱端處的交角不小于30，并使兩端夾角大致相近。按選定的半徑、中心角及頂拱厚度在畫(huà)出頂拱內(nèi)外緣弧線。按初定拱冠梁剖面尺寸，至上而下，選取7道拱圈，繪制各層拱圈剖面布置圖，布置原則與頂拱相同。進(jìn)行應(yīng)力計(jì)算和壩肩巖體抗。經(jīng)過(guò)應(yīng)力控制的優(yōu)化后得到拱壩體型。計(jì)算采用提供程滑穩(wěn)定校核序計(jì)算。設(shè)計(jì)過(guò)程中嚴(yán)格按照有關(guān)規(guī)范的要求來(lái)進(jìn)行大壩體形的設(shè)計(jì)調(diào)整。分布示意圖各層拱圈參數(shù)如下表（單位：米）：序號(hào)河谷寬下高程拱厚序號(hào)河谷寬下高程拱厚半徑R半徑R上高程56.9037.00385.0379.03.00拱圈244.3128.80379.0373.04.11拱圈334.5022.43373.0367.05.14拱圈426.3217.1156.9037.00385.0379.03.00拱圈244.3128.80379.0373.04.11拱圈334.5022.43373.0367.05.14拱圈426.3217.11367.0361.06.07拱圈521.4513.94361.0355.0拱圈521.4513.94361.0355.011.39拱圈615.7010.21355.0349.07.20拱圈7第三章應(yīng)力計(jì)算8.855.80拱圈615.7010.21355.0349.07.20拱圈7第三章應(yīng)力計(jì)算8.855.80349.0344.07.213.1計(jì)算方法及荷載組合3.1.1計(jì)算方法3.1.1計(jì)算方法拱壩應(yīng)力按拱梁分載法（拱冠梁法）計(jì)算，利用本設(shè)計(jì)以提供的VB程序在計(jì)算機(jī)機(jī)上計(jì)算。計(jì)算初擬采用7層拱，其高程分別為：385.0、379.0、373.0、367.0、361.0、355.0、349.0m。荷載組合情況分基本組合及特殊組合兩類：基本組合正常蓄水位+相應(yīng)尾水位+設(shè)計(jì)正常溫降+自重+揚(yáng)壓力+泥沙壓力+浪壓力。設(shè)計(jì)蓄水位+相應(yīng)尾水位+設(shè)計(jì)正常溫升+自重+揚(yáng)壓力+泥沙壓力+浪壓力特殊組合為：核洪水位+相應(yīng)尾水位+設(shè)計(jì)正常溫升+自重+揚(yáng)壓力+泥沙壓力+浪壓力校核洪水位+相應(yīng)尾水位+設(shè)計(jì)正常溫降自重+揚(yáng)壓力+泥沙壓力+浪壓力+地震荷載載。3.2應(yīng)力計(jì)算(見(jiàn)附件)第四章溢流壩設(shè)計(jì)4.1孔口設(shè)計(jì)4.1.1泄水方式的選擇：為使水庫(kù)有較好的超泄能力，采用開(kāi)敞式孔口。4.1.2洪水標(biāo)準(zhǔn)的確定；本次設(shè)計(jì)的拱壩是五級(jí)建筑物，采用30年一遇的洪水標(biāo)準(zhǔn)設(shè)計(jì)，200年一遇的洪水校核。4.1.3流量的確定：設(shè)計(jì)情況下，溢流壩的下泄流量為367m/s；校核情況下，溢流壩的下泄流量3為572m/s。34.1.4單寬流量的選擇：壩址處基巖比較堅(jiān)硬完整，綜合樞紐的布置及下游的消能防沖要求，單寬流量范圍30一50m3/s，取單款流量50m3/s。4.1.5孔口凈寬的擬定：分別計(jì)算設(shè)計(jì)和校核情況下溢洪道所需孔口寬度。計(jì)算成果如下：表4-1孔口凈寬計(jì)算計(jì)算情況流量Q(m3/s單寬流量q(m3/s)孔口凈寬B(m)設(shè)計(jì)情況367507.34校核情況57211.4411.44根據(jù)以上計(jì)算，溢流壩孔口凈寬取12.0m，假設(shè)每一孔寬度為4m，孔數(shù)為34.1.6溢流壩段總長(zhǎng)度(溢流孔口的總寬度)的確定：根據(jù)工程經(jīng)驗(yàn)擬訂孔口支墩的厚度為：中墩1m,邊墩1m,則溢流壩段的總長(zhǎng)度L為：L0nb(n1)b432114.0m堰頂高程的確定：據(jù)設(shè)計(jì)資4」.7料，堰頂高程取375.0m。定型設(shè)計(jì)水頭Hd的確定：4.1.8堰上最大水頭H校核洪水位-堰頂高程=384.0-735.0=9.0mT所以，定型設(shè)計(jì)水頭h75% 95%，H6758.55. d取Hd=7.20m4.1.9下游最高水位計(jì)算:下游水位計(jì)算水深n面積A濕周水力半徑水力坡降1“cCR流QACRJ河寬h10.051.631X3.368R=A/X0.484263658J0.0321/6n17.7232614量3.5984339152.250.0525.32713.951.8151651970.03222.0893374134.83402719.170.0547.15719.22.4566055430.03223.2319626307.167152512.580.0557.59321.332.7004735780.03223.6013394399.5///59913.48.50.0562.78622.342.8099713570.03223.758206447.303602513.88.70.0564.85922.752.8515717740.03223.8164693466.621527913.990.0567.96623.342.9119965720.03223.899848495.857936714.1100.0578.30425.293.0966109070.03224.1459577595.1///56414.610.50.0583.46926.253.1803772150.03224.2536125645.826633214.9通過(guò)計(jì)算，由水位流量關(guān)系曲線知設(shè)計(jì)水位對(duì)應(yīng)的下游水位約為357.3，校核水位對(duì)應(yīng)的下游水位約為358.74.2溢流壩設(shè)計(jì)4.2.1頂部曲線段1.850.85XMW1.850.85XMW按上式算得的坐標(biāo)值如下表:Y/m0.20.40.60.81.01.52.0X/m1.5092.1952.7343.1933.6034.4865.2402.503.04.05.06.07.05.9126.5247.6228.5999.49010.318.09.010.11.8011.8112.5054.2.2挑流鼻坎設(shè)計(jì)挑流鼻坎有連續(xù)式鼻坎和差動(dòng)式，本設(shè)計(jì)采用連續(xù)式；按規(guī)范規(guī)定，鼻坎挑射角15~35之間，根據(jù)工程經(jīng)驗(yàn)，挑射角一般取 20~25之間，，取23;鼻壩壩頂高程高出下游最高水位1—2m，所以鼻坎高程為358.7+2=360.7m,反弧半徑R=（4一10）h，h為校核洪水位時(shí)反弧處的水深（常近似取鼻坎上水深）。4.2.3反弧半徑的確定1.富坎處水流速V的計(jì)鼻坎處水流速V2的計(jì)算，對(duì)上游和鼻坎處列方程：zz122p1 21Vg1 ^2 p2 22Vg2 ”w121 2g 2 2g w122.設(shè)計(jì)時(shí)：V22g(z1z2)29.8(382.0360.7)20.4m/s因?yàn)镼ABh，所以鼻壩平均水深為：hQBvQ一校核洪水時(shí)溢流壩下泄流量為ma/s；B一鼻坎處水面寬度，m。"6[220.4 1.50m3.校核時(shí)：V22g(z1z2)29.8(384.0360.7)21.4m/s需2.23m，反弧半徑1221.4根據(jù)經(jīng)驗(yàn)公式R=(4—10)h，取R=7.0m.4.2.4挑距及沖刷坑深度估算鼻坎挑射角度一般采用。=20一25度，取23度。水舌挑射距離：222Lv〔2sincosv〔cosv12sin22g(h〔h2)g式中：L一壩下游垂直面到挑流水舌外緣進(jìn)入下游水面后與河床面交點(diǎn)的水平距離，m；v一為坎頂水面流速；v1h一為坎頂平均水深h在鉛直向的投h1影，h1=hcos；h2為坎頂至河床面的高差;設(shè)計(jì)時(shí):Li20.4sin23cos2320.4cos2320.4sin2329.8(1.3816.70)9.82 2254.44m校核時(shí)：1L%2.4sin23cos2321.4cos2321.4sin2329.8(2.0516.70)9.8 2 2 258.85m4.2.5沖刷坑深度最大沖坑水墊厚度估算:tkqH0.50.25其中，tk:水墊厚度；q：?jiǎn)螌捔髁浚幌掠嗡徊?；a:沖刷系數(shù)，對(duì)堅(jiān)硬完整巖石a=0.9一1.2，堅(jiān)硬但完整性較差的巖石a=1.2—1.5，軟弱破碎，裂隙發(fā)育的基巖a=1.2一2.0。設(shè)計(jì)洪水位的情況：?jiǎn)螌捔髁縬=50.0m/s,上下游水位差H=382.0-357.3=24.7m,沖刷坑系數(shù)。=1.0，所以：H：LQ°5~'025 05025、 0.5 0.251.050.00'524.70'2515.76tk,tkh215.76(360.7349)4.06m校核洪水位的情況:單寬流量q=50m/s,上下游水位差H=384-358.7=25.3m,沖刷坑系數(shù)°=1.0所以："“0.251.0500.525,0.251/tk.tkh215.86(360.7349)4.16m附件：拱壩應(yīng)力計(jì)算1.正常蓄水位時(shí)荷載組合:拱壩NHB1HB2HSFSMSMH7375354356.3141.30.98MCGCECEFKCCSu2.40.000012600000300000000.80.17高程外半徑拱圈厚壩趾距岸坡角AF壩肩彈模EFHRTYAFEF385.0037.003.002.8752.132600000379.0028.804.115.3248.732600000373.0022.435.147.4143.182600000367.0017.116.079.1034.482600000361.0013.946.819.8628.492600000355.0010.217.209.5631.022600000349.005.807.17半中心角A50.5050.5050.5050.0049.5050.0048.508.3532.982600000壩體積V=10045.9890494511mA3溫升G=57.57/(T+2.44)計(jì)算結(jié)E=2(雙向扭轉(zhuǎn)效應(yīng)）(1)荷載分配高程總荷載梁載扭載梁載（震）拱載（震）扭載（震）HPXXAZXvXAvZv3850.00-5.638.99-3.36-5.638.99-3.363790.00-1.979.36-7.39-1.979.36-7.393731.962.089.70-9.812.089.70-9.813677.845.088.46-5.695.088.46-5.6936113.70.3712.54當(dāng)量矩形長(zhǎng)寬比m=14.87507932792630.810.37122.540.81355 20.630.0516.12果拱載

4.460.0516.124.46349 26.37-8.9727.557.79-8.9727.557.79⑵拱端內(nèi)力MaoVaoHaoMaovVaovHaov142.181012.89343.49142.181012.89343.49369.52 803.45369.52803.45308.48577.50 641.75577.50641.75302.96587.13 457.31587.13457.31281.14372.67 455.80372.67455.80305.39173.24 395.34173.24395.34272.808.60 288.30308.48302.96281.14308.48302.96281.14305.39272.80189.18拱應(yīng)力(T/m^2)(壓為正)拱端拱冠拱端（震）Sau拱端（震）SauSauvSadv206.7206.716.9200.1-63.5180.1-85.2130.6130.6-66.885.2-18.753.21.927.027.027.1SadSouSouvSodvTOC\o"1-5"\h\z64.4171.8-63.5 4.5164.7-85.2 -14.0-14.0166.6-66.8 -10.1-10.1151.3-18.7 15.1118.326.492.926.826.826.3Sod171.8164.7166.6151.3Sod171.8164.7166.6151.3118.392.926.30.000.0022.800.000.0022.8048.3522.49110.191.03187.5615.30-269.09-16.56335.3710.19320.910.000.0032.8132.8122.8055.2055.2022.49-40.36-40.361.03-196.03-196.03-15.30-244.49-244.49-16.56-378.33-378.3310.19梁應(yīng)力(T/m^2)(壓為正)梁應(yīng)力梁自重應(yīng)力ScuScdScuvScdv0.0048.35110.190.0048.35110.19187.56269.09335.37320.91梁應(yīng)力(震)0.00.00.00.0-0.2-4.731.037.89.4-19.371.030.046.3-32.7114.521.390.8-27.4143.4129.30.7168.1-302.71520.9-363.21814.3⑹拱冠變位RorRorvRorRorv0.00.024.9-0.237.89.430.046.321.390.832.2129.3-302.71520.93.88688038148437E-032.63010603821414E-032.63010603821414E-03

1.5530341345244E-031.5530341345244E-038.08289280549594E-048.08289280549594E-043.88213462772187E-043.88213462772187E-041.85836161183693E-041.85836161183693E-042.8896855112947E-052.8896855112947E-05⑺最大應(yīng)力Sou64.4(1)Sou64.4(1)-14.0(3)最大206.7(1) 27.1(7)171.8(1)37.8(3)1520.9(7)最小27.0(7) -85.2(3)26.3(7)-302.7(7)-0.2(2)2.設(shè)計(jì)水位荷載組合：拱壩

NHB1HB2HSFSMSMH7382357.3356.3141.30.98MCGCECEFKCCSu2.40.000012600000300000000.80.17高程外半徑拱圈厚壩趾距岸坡角AF壩肩彈模EFHRTYAFEF385.0037.003.002.8752.132600000379.0028.804.115.3248.732600000373.0022.435.147.4143.182600000半中心角A50.5050.5050.50

367.0017.11367.0017.116.079.1034.482600000361.0013.946.819.8628.492600000355.0010.217.209.5631.022600000349.005.807.178.3532.98260000050.0049.5050.0048.50當(dāng)量矩形長(zhǎng)寬比m=14.8750793279263V=1壩0體5積890494511G=57.57/ m八3（T+溫升）計(jì)算雙向扭轉(zhuǎn)效應(yīng)）配總荷載梁載 結(jié)果E=2（載（1）分荷高 拱載程扭梁載（震）拱載（震）扭載載H（震）PXXAZXvXAv Zv385 0.00-6.339.90-3.57 -6.33 9.90-3.57

-6.83-1.6711.44-6.83TOC\o"1-5"\h\z373 8.82 3.48 13.65-8.313.4813.65-8.31367 14.70 4.15 14.53-3.984.1514.53-3.98361 20.58 -0.16 18.702.04-0.1618.702.04355 25.24 -1.33 22.424.14-1.3322.424.14349 30.00 -5.41 30.754.65-5.4130.754.65⑵拱端內(nèi)力MaoVaoMaovVaovHaov131.811113.86131.811113.86376.60332.77 966.56332.77966.56364.44498.30 847.06498.30847.06379.98Hao376.60Hao376.60364.44379.98361.80301.54 575.43366.35301.54575.43366.35141.28 475.74317.21141.28475.74317.216.83 311.12201.706.83311.12201.70（3）拱應(yīng)力（T/m^2）（壓為正）拱端拱冠拱端 拱冠毒U) S蕾)SouSodSauvSadvSouvSodv211.0 35.179.1178.6211.035.1 79.1178.6201.2 -36.125.1169.4201.2-36.1 25.1169.4178.4 -50.511.0166.8178.4-50.5 11.0166.8129.5 -34.212.8146.7129.5-34.2 12.8146.786.5 2.429.7113.234.7 88.934.7 88.928.5 28.114.714.734.788.928.728.728.528.1⑷粱內(nèi)力MocVocWocMocvVocvWocv0.00 0.00 0.000.000.000.0042.31 24.00 50.1542.3124.0050.1573.68 18.57 122.9273.6818.57122.92-50.74 -4.32 211.88-50.74-4.32211.88-223.43 -16.28 298.62-223.43-16.28298.62-263.42 -11.82 362.85-263.42-11.82362.85-393.618.37328.52-393.618.37328.52梁應(yīng)力（T/m^2）（壓為正）梁應(yīng)力（T/m^2）（壓為正）梁應(yīng)力（震）ScuvScdv(5)梁應(yīng)力梁自重應(yīng)力ScuScdScugScdg0.00.00.00.028.9-3.5-4.731.045.27.2-19.371.033.053.4-114.5101.9-27.4143.435.1139.60.7168.1-316.91580.4-363.21814.30.00.028.9-3.545.27.233.053.4101.935.1139.6-316.91580.4(6)拱冠變位RorRorv3.60374764197425E-033.60374764197425E-032.36936901482732E-032.36936901482732E-031.34154914300588E-031.34154914300588E-036.72350255973788E-046.72350255973788E-043.16228606236422E-043.16228606236422E-041.53289047212102E-041.53289047212102E-042.35548514118165E-052.35548514118165E-05⑺最大應(yīng)力Sou79.1(1)Sou79.1(1)SodScuScd最大211.0(1) 35.1(1)178.6(1)45.2(3)1580.4(7)11.0(3)最小28.6(7)-50.5(3)28.1(7)-316.9(7)-3.5(2)11.0(3)3.校核水位荷載組合應(yīng)力計(jì)算:拱壩壩數(shù)據(jù)NHB1HB2HSFSMSMH7384358.7356.3141.30.98MCGCECEFKCCSu2.40.000012600000300000000.80.17高程外半徑拱圈厚壩趾距岸坡角AF壩肩彈模HRT半中心角EF

YAFEF385.0037.003.0050.502.8752.132600000379.0028.804.1150.505.3248.732600000373.0022.435.1450.507.4143.182600000367.0017.116.0750.009.1034.482600000361.0013.946.8149.509.8628.492600000355.0010.217.2050.009.5631.022600000349.005.807.1748.508.3532.982600000當(dāng)量矩形長(zhǎng)寬比m=14.8750793279263壩體積V=10045.9890494511mA3溫升G=57.57/(T+2.44)計(jì)算結(jié)果E=2(雙向扭轉(zhuǎn)效應(yīng))(1)荷載分配

高程總荷載梁載 拱載扭載梁載（震）拱載（震）扭載（震）HPXXAZXvXAvZv3850.00 -6.87 10.40-3.53-6.8710.40 -3.533794.90 -0.97 12.39-6.52-0.9712.39 -6.5237310.78 3.4315.12-7.773.43 15.12 -7.7736716.66 3.7316.47-3.533.73 16.47 -3.5336122.54-0.03 20.452.12-0.03 20.45 2.1235525.83-2.0423.963.91-2.04 23.96 3.9134930.59-4.2330.644.18-4.23 30.644.18⑵拱端內(nèi)力Mao Vao HaoMaovVaovHaov

126.211168.30394.46126.211168.30394.46315.951041.22390.05315.951041.22390.05468.89923.29408.58468.89923.29408.58454.93699.88387.48454.93699.88387.48281.33609.42383.66281.33609.42383.66133.50495.32328.03133.50495.32328.036.89310.30201.256.89310.30201.25（3）拱應(yīng)力（T/m^2）（壓為正）拱端拱冠拱端（震）拱冠（震）SauSadSouSodSauvSadvSouvSodv213.444.987.0182.3213.444.987.0182.3201.8-23.5177.8-37.5129.2129.2-23.886.88.457.417.828.528.7(4)粱內(nèi)力MocMocvVocv0.000.000.0043.5443.5423.5271.1271.1216.17-23.534.6171.5-37.520.3166.9-23.820.1145.28.433.9111.817.836.788.028.728.428.0Wocv0.0049.35126.2120.320.133.936.728.4Voc0.0023.5216.17166.9145.2111.888.028.0Woc0.0049.35126.21(5)梁應(yīng)力(5)梁應(yīng)力(T/m^2)(壓為正)218.49306.72370.36330.35梁應(yīng)力（震）-62.41 -5.29-62.41 5.29218.49-236.29 -16.39-236.29-16.39306.72-274.34 -10.17-274.34-10.17370.36-398.71 8.65-398.718.65330.35梁應(yīng)力梁自重應(yīng)力ScuScd ScuvScdvScugScdg0.00.0 0.00.00.00.0TOC\o"1-5"\h\z-4.2-4.731.08.6-19.371.057.2-32.7114.5106.0-4.28.632.1 57.2106.0-27.4143.434.9143.8 34.9143.80.7168.1-321.81600.0 -321.81600.0-363.21814.3⑹拱冠變位RorRorv3.45108748640617E-033.45108748640617E-032.25002368855905E-032.25002368855905E-031.26303064787808E-031.26303064787808E-036.29066336840171E-046.29066336840171E-042.95777455103938E-042.95777455103938E-041.45364711852324E-041.45364711852324E-04

2.37451556653924E-052.37451556653924E-05⑺最大應(yīng)力Sou87.0(1)Sou87.0(1)20.1(4)最大213.4(1) 44.9(1)182.3(1)45.3(3)1600.0(7)最小28.5(7) -37.5(3)28.0(7)-321.8(7)-4.2(2)4.校核洪水位荷載組合，考慮地震荷載：拱壩壩數(shù)據(jù)MCGCECEFNHB1HB2HSFSMSMH7375354356.3141.30.98

KCCSu2.40.00001260000030000000.0250.8 0.17高程外半徑拱圈厚半中心角壩趾距岸坡角AF壩肩彈模EFHRTAYAFEF385.0037.003.0050.502.87 52.132600000379.0028.804.1150.505.32 48.732600000373.0022.435.1450.507.41 43.182600000367.0017.116.0750.009.10 34.482600000361.0013.946.8149.509.86 28.492600000355.0010.217.2050.009.56 31.022600000349.005.807.1748.508.3532.982600000當(dāng)量矩形長(zhǎng)寬比m=14.8750793279263壩體積V=10045.9890494511mA3溫升E=2（（1）荷載分配高程G=57.57/（T+2.44）計(jì)雙向算結(jié)扭轉(zhuǎn)效應(yīng)）扭載梁載（震）拱載（震）HPXXAZXvXAvZv3850.00-5.638.99-3.36-5.489.11-3.293790.00-1.979.36-7.39-1.959.66-7.253731.962.089.70-9.811.9710.19-9.603677.845.088.46-5.695.029.08-5.4736113.720.3712.540.810.8213.120.7435520.630.0516.124.46-1.0318.664.05總荷載梁載扭載（震）果