高速公路隧道工程課程設(shè)計(jì)計(jì)算書

PAGE高速公路隧道工工程課程設(shè)設(shè)計(jì)計(jì)算書書目錄HYPERLINK\l"_Toc282798273"一基本資料1HYPERLINK\l"_Toc282798274"二荷載確定1HYPERLINK\l"_Toc282798275"2.1圍巖豎豎豎向均布布壓力力1HYPERLINK\l"_Toc282798276"2.2圍巖水水水平均布布力22HYPERLINK\l"_Toc282798277"三襯砌幾何要素素素2HYPERLINK\l"_Toc282798278"3.1襯砌幾何何何尺寸2HYPERLINK\l"_Toc282798279"3.2半拱軸軸軸線長度度S及分段軸軸長△S2HYPERLINK\l"_Toc282798280"3.3割分塊塊塊接縫重重心幾幾何要素素3HYPERLINK\l"_Toc282798281"四計(jì)算位移3HYPERLINK\l"_Toc282798282"4.1單位位位位移4HYPERLINK\l"_Toc282798283"4.2載位移移移——主動荷荷載載在基本本結(jié)構(gòu)構(gòu)中引起起的位位移4HYPERLINK\l"_Toc282798284"4.3載位移移移——單位彈彈性性抗力及及相應(yīng)應(yīng)的摩擦擦力引引起的位位移88HYPERLINK\l"_Toc282798285"4.4墻低（彈彈性地基基上的的剛性梁梁）位位移12HYPERLINK\l"_Toc282798286"五解力法方程1113HYPERLINK\l"_Toc282798287"六計(jì)算主動荷載載載和被動動荷載載（）分別別產(chǎn)產(chǎn)生的襯襯砌內(nèi)內(nèi)力13HYPERLINK\l"_Toc282798288"七最大抗力值的的的求解155HYPERLINK\l"_Toc282798289"八計(jì)算襯砌總內(nèi)內(nèi)內(nèi)力16HYPERLINK\l"_Toc282798290"九襯砌截面強(qiáng)度度度檢算（檢檢算算幾個控控制截截面）166HYPERLINK\l"_Toc282798291"9.1拱頂（截截面0）16HYPERLINK\l"_Toc282798292"9.2截面面面（7）18HYPERLINK\l"_Toc282798293"9.3墻低（截截面8）偏心檢檢查查18HYPERLINK\l"_Toc282798294"十內(nèi)力圖18PAGE5一基本資料高速公路隧道，結(jié)結(jié)構(gòu)斷面面如圖圖1所示，圍圍巖巖級別為V級，容重重，圍圍巖的彈彈性抗抗力系數(shù)數(shù)，襯襯砌材料C20混凝土，彈彈彈性模量量，容容重。圖1襯砌砌結(jié)結(jié)構(gòu)斷面二荷載確定2.1圍巖豎豎豎向均布布壓力力：式中：s——圍圍圍巖級別別，此此處s=5;;——圍巖容重，此此此處=188kkN/㎡；——跨度影響系系數(shù)數(shù)，=1+ii((Bm-5)，毛毛洞洞跨度Bm=12..330m，Bm=5~1155時，i=0..1，此處:=1+00..1×（12.33--5）=1.7733所以，有：考慮到初期之處處處承擔(dān)大大部分分圍巖壓壓力，而而二次襯襯砌一一般作為為安全全儲備，故故對對圍巖壓壓力進(jìn)進(jìn)行折減減，對對于本隧隧道按按照50%折減，即即2.2圍巖水水水平均布布力：：e=0...4×qq=00.4××1112.11044=444.884166kPPa三襯砌幾何要要素素3.1襯砌幾何何何尺寸內(nèi)輪廓半徑r111=5.77m，r2=8.22mm；內(nèi)徑r1、rrr2所畫圓曲曲線線的終點(diǎn)點(diǎn)截面面與豎直直軸的的夾角=9900°，=1011..6°；截面厚度d=000.455m。此處墻底截面為為為自內(nèi)輪輪廓半半徑r2的圓心向向內(nèi)內(nèi)輪廓墻墻底做做連線并并延長長至與外外輪廓廓相交，其其交交點(diǎn)到內(nèi)內(nèi)輪廓廓墻底間間的連連線。外輪廓線半徑：：：R1=5.77++0.445==6.115mmR2=8.2++00.45===8.665mm拱軸線半徑：===5.77+00.5××0..45==5..9255=8.2+0...5×00.445=88.4425拱軸線各段圓弧弧弧中心角角：=90°=1111.6°°3.2半拱軸軸軸線長度S及分段軸軸長△S分段軸線長度:::半拱軸線長度為為為：S=S1+S2=9.33006966+11.7005771=111..0122688m將半拱軸線等分分分為8段，每段段軸軸長為：：3.3割分塊塊塊接縫重重心幾幾何要素素（1）與豎直軸軸夾夾角另一方面，角度閉合差=000。各接縫中心點(diǎn)坐坐坐標(biāo)可由由圖1中直接量量出出。四計(jì)算位移圖2襯砌結(jié)結(jié)結(jié)構(gòu)計(jì)算圖圖4.1單位位位位移用辛普生法近似似似計(jì)算，按按計(jì)計(jì)算列表表進(jìn)行行。單位位位移移的計(jì)算算見表表1單位位移計(jì)算如如如下：計(jì)算精度校核為為為：閉合差4.2載位移移移——主動荷載載在在基本結(jié)結(jié)構(gòu)中中引起的的位移移（1）每一楔楔塊上上的作用用力豎向力：式中：bi———襯砌外緣相相鄰鄰兩截面之之之間的水水平投投影長度度，由由圖2量得：PAGE6單位位移移計(jì)計(jì)算表表1截面Φ（°）sinΦcosΦx（m）y(m)d(m)0001000.450.0075999131.6877720.00000.0000131.687772113.31188810.23030.97311.36680.16080.450.0075999131.68777221.1753333.4050177.442228226.62366630.44810.8942.65320.63320.450.0075999131.68777283.38444452.799000351.254449339.93544440.64190.76683.79891.38690.450.0075999131.687772182.637770253.299993750.260006453.24722260.80120.59844.74362.38190.450.0075999131.687772313.665558747.1200071506.133396566.55900070.91750.39785.43713.56780.450.0075999131.687772469.8333371676.2777282747.622276679.87088890.98440.17595.8294.88430.450.0075999131.687772643.2000003141.5888184559.666690792.23822280.9992-0.0391115.91956.25110.450.0075999131.687772823.1900015145.8444386923.9111138101.60.9796-0.2011115.74867.61790.450.0075999131.6877721003.1888027642.1222689780.177745∑0.06834441185.1888523540.26666718662.444491126928.1116766注：1.I——截截面慣性矩矩矩，2.不考慮軸力力的的影響PAGE19自重力：式中：di————接縫i的襯砌截截面面厚度，本本設(shè)設(shè)計(jì)為等等厚度度襯砌；作用在各楔體上上上的力均均列入入表2，各集中中力力均通過過相應(yīng)應(yīng)的圖形形的行行心。（2）外荷載在在基基本結(jié)構(gòu)中中中產(chǎn)生的的內(nèi)力力。楔體上各集中力力力對下一一接縫縫的力臂臂由圖圖2中量得，分分分別記為為內(nèi)力力按照下下式計(jì)計(jì)算（見見圖3）。彎矩：軸力：式中：圖3內(nèi)力計(jì)算圖圖示示載位移計(jì)算算表表3截面sinΦcosΦΣ（Q+G)ΣEsina(Q+++G）cosaΣE00.00001.00000.00000.00000.00000.00000.000010.23030.9731173.2522277.210539.9001117.016632.88355520.44810.8940337.49222328.842111151.23000325.784999125.44555430.64190.7668485.95888863.993444311.93666949.070222262.86666840.80120.5984609.639991110.413335488.44222866.071444422.37111450.91750.3978704.026666165.846667645.94444465.973888579.97000660.98440.1759764.614448227.136662752.68666839.953222712.73333670.9992-0.039111788.018881290.681112787.387777-11.365556798.75333380.9796-0.201111803.540005353.324449787.148883-71.053336858.201119載位移的計(jì)算表表表表2截面集中力力臂△x△y-△x-△yQGE0000000000000000-1158.86222614.2477777.21050.65330.67340.3015-103.788849-9.594444-2.1740000.00000.00000.68340.04020.00000.0000-115.5555332149.84999414.24777721.6316660.57290.63320.4422-85.848887-9.021666-9.565555173.1100027.21051.28640.4724-222.688890-3.406333-446.0888443134.07666414.24777735.1513330.45230.55280.5628-60.642227-7.876111-19.783332337.20777328.8421111.14570.7538-386.333384-21.741112-942.4666604109.29000214.24777746.4200000.31160.44220.6533-34.054448-6.300333-30.326662485.53111363.9934440.94470.9950-458.688815-63.673335-1535.5550222579.99744414.24777755.4332220.15080.31160.7035-12.063336-4.439666-38.997772609.069992110.4133350.69351.1859-422.388895-130.933393-2144.3333155646.19811114.24777761.2895550.02010.16080.7236-0.928666-2.291000-44.349991703.314442165.8466670.39201.3166-275.699992-218.355537-2685.999531179.013214.24777763.545000-0.1809990.01010.70351.6305-0.143999-44.703339763.760000227.1366620.09041.3668-69.043339-310.444497-3108.666640081.132314.24777762.643777-0.221111-0.0603330.65330.25030.8591-40.925551787.020008290.681112-0.1608881.3668126.552229-397.300030-3419.2222988基本結(jié)構(gòu)中，主主主動荷載載產(chǎn)生生彎矩的的校核核為：另一方面，從表表表2中得到閉合差（3）主動荷載載位位移（計(jì)算過程程見見表4）。截面(1+y)00.000131.687770.0001.0000.0000.0000.0001-115.55553131.6877721.1751.161-15216...8911-2446.88876-17663...76772-446.08884131.6877783.3841.633-58743...6199-37196...4599-95940...07883-942.46666131.68777182.637772.387-12411000.7445-17212999.1992-29623999.93364-1535.55502131.68777313.666663.382-202206666005-68384000.66615-2144.33331131.68777469.834444.568-28238111.1000-100747779.22888-128986660.338776-2685.99953131.68777643.200005.884-35370555.7552-172760005.00055-208131110.775777-3108.66664131.68777823.190007.251-40937111.3992-255902221.55066-296839992.889778-3419.22230131.687771003.188808.618-45026888.9442-343010003.77722-388037772.77133Σ-189600004.44966-941761116.77022-1131366621..1998主動荷載位移計(jì)計(jì)計(jì)算表表4計(jì)算精度校核：：：閉合差：4.3載位移移移——單位彈性性抗抗力及相相應(yīng)的的摩擦力力引起起的位移移（1）各接縫處處的的抗力強(qiáng)度度度抗力上零點(diǎn)假定定定在接縫3，最大抗力值假定定定在接縫6，最大抗力值以上上上各截面面抗力力強(qiáng)度按按下式式計(jì)算：：查表1，算得最大抗力值以下下下各截面面抗力力強(qiáng)度按按下式式計(jì)算：：式中：由圖2中量得：：則：按比例將所求得得得抗力繪繪于圖圖2上。（2）各楔體上上抗抗力集中力力力按下式計(jì)算算：：式中：—表示楔楔楔體i外緣長度度，可可以通過過量取取夾角，用用弧弧長公式式求得得，的方向向垂垂直于襯襯砌外外緣，并并通過過楔體上上抗力力圖形的的形心心。（3）抗力集中中力力玉摩擦力力力的合力力按下式計(jì)算：式中：—圍巖于于于襯砌間間的摩摩擦系數(shù)數(shù)，此此處取。則：其作作用用方向與與抗力力集中力力的夾夾角；由于于摩摩擦力的的方向向與襯砌砌位移移方向相相反，其其方向向向上。將得方向線延長長長，使之交交于于豎直軸軸，量量取夾角角，將將分解為水水平平和豎直直兩個個分力：：以上計(jì)算結(jié)果列列列入表5中。彈性抗力及摩擦擦擦力計(jì)算算表表5截面R300.00000.00000.000000.00001.00000.00000.000040.41270.20641.42890.300760.2262220.86800.49660.26100.149350.77150.59211.42890.862871.9529990.95080.30980.82030.267361.00000.88571.42891.290784.8520000.99600.08971.28540.115870.74820.87411.35521.208097.4317770.9916-0.1293331.1979-0.15622280.00000.37411.41330.5392108.6311130.9476-0.3195550.5110-0.172333（4）計(jì)算單位位抗抗力及其相相相應(yīng)的摩摩擦力力在基本本結(jié)構(gòu)構(gòu)中產(chǎn)生生的內(nèi)內(nèi)力彎矩：軸軸軸力：式中：—力至接接接縫中心心點(diǎn)的的力臂，由由圖圖2量得。計(jì)算見表6及表表表7.計(jì)算表表7截面453.2473330.80120.59840.14930.11960.26100.1562-0.036555566.5591110.91750.39780.41660.38221.08130.4302-0.047999679.8709990.98440.17590.53240.52412.36680.41630.1078792.2383330.9992-0.0391110.37620.37593.5646-0.1394440.51528101.6000000.9796-0.2011110.20390.19974.0756-0.8196661.0193計(jì)算表表6截面40.4824-0.1451110.14511151.8593-0.5591110.6533-0.5636661.12277763.1959-0.9610002.0201-1.7429990.6935-0.8951113.59899974.4321-1.3327773.3567-2.8961112.0603-2.6591110.7638-0.9227777.81066685.5376-1.6651114.6029-3.9712223.4070-4.3972222.1407-2.5860000.9749-0.525777-13.145553（5）單位抗力力及相相應(yīng)摩擦擦力產(chǎn)生生的載載位移。計(jì)計(jì)算算見表8.單位抗力及相應(yīng)應(yīng)應(yīng)摩擦力力產(chǎn)生生的載位位移計(jì)計(jì)算表表8截面4-0.145111131.687772313.6655583.3819-19.102220-45.499990-64.6011105-1.122777131.687772469.8333374.5678-147.844492-527.499964-675.3444566-3.598999131.687772643.2000005.8843-473.933342-2314.8883677-2788.77770887-7.810666131.687772823.1900017.2511-1028.5555200-6429.5558155-7458.11133558-13.145553131.6877721003.1888028.6179-1731.0006322-13187...06665-14918...12997Σ-3400.5550066-22504...48001-25904...98007校核為：閉合差：4.4墻低（彈彈性地基基上的的剛性梁梁）位位移單位彎矩作用用用下的轉(zhuǎn)角角：：主動荷載作用下下下的轉(zhuǎn)角角：單位抗力及相應(yīng)應(yīng)應(yīng)摩擦力力作用用下的轉(zhuǎn)轉(zhuǎn)角：：五解力法方程程襯砌矢高計(jì)算力法方程程程的系數(shù)為為：：以上將單位抗力力力及相應(yīng)應(yīng)摩擦擦力產(chǎn)生生的位位移乘以以，即即為被動動荷載載的載位位移。求求解方程程為：：式中：式中：，以上解的值應(yīng)帶帶帶入原方方程，校校核計(jì)算算。六計(jì)算主動荷荷載載和被動荷荷荷載（）分分別別產(chǎn)生的的襯砌砌內(nèi)力計(jì)算公式為：計(jì)算過程列入表表表9、10。.主、被動荷載作作作用下襯襯砌彎彎矩計(jì)算算表表9截面00.0000294.2077730.0000294.2077730-2.4743330.0000-2.4743331-115.644492294.20777366.108000244.6666610-2.4743330.3287-2.1456662-446.455538294.207773260.320009108.0744440-2.4743331.2943-1.1800003-943.244406294.207773570.181117-78.8511160-2.4743332.83490.36064-1536.7774377294.207773979.245557-263.299907-0.145111-2.4743334.86882.24945-2146.0001266294.2077731466.799924-385.011128-1.122777-2.4743337.29283.69586-2687.9993633294.2077732008.033314-385.699977-3.598999-2.4743339.98393.91067-3110.7772600294.2077732569.944496-246.566691-7.810666-2.47433312.7777772.49288-3421.1112288294.2077733131.8666794.9524-13.145553-2.47433315.571555-0.048000主、被被被動荷載載作用用下襯砌砌軸力力計(jì)算表表10截面00.0000411.119996411.11999602.04412.0441132.883555400.060005432.94444001.98911.98912125.445554367.540009492.98666301.82741.82743262.866668315.246665578.11333301.56741.56744422.371114246.014440668.385554-0.0365551.22321.18665579.970006163.543334743.514440-0.0479990.81310.76526712.73333672.315999785.0499950.10780.35960.46737798.753333-16.074448782.6788860.5152-0.0799990.43538858.201119-82.676661775.5255581.0193-0.4111110.6083七最大抗力值值的的求解首先求出最大抗抗抗力方向向內(nèi)的的位移?？伎伎紤]到接接縫5的徑向位位移移與水平平方向向有一定定的偏偏離，因因此修修正后有有：計(jì)算過程列入表表表11，位移值值為為：最大抗力值為：：：最大抗力位移修修修正計(jì)算算表表11截面038743.3334644-325.8333284.8843189234...12669-1591.4446499132219.4440488-282.5444894.7235152188...35887-1334.6661999214232.0002100-155.3888924.251160501.7774455-660.5777513-10383...7500547.4903333.4974-36316...12991166.0922254-34672...02449296.2200052.5024-86763...27552741.2622215-50701...27994486.6911151.3165-66748...23443640.7299936-50791...46007514.979994000Σ212096...59114-2038.5557600八計(jì)算襯砌總總內(nèi)內(nèi)力按下式計(jì)算襯砌砌砌總內(nèi)力力：計(jì)計(jì)算過程程列入入表12.計(jì)算精度的校核核核為以下下內(nèi)容