高速公路隧道工程課程設(shè)計計算書

PAGE高速公路隧道工程課程設(shè)計計算書目錄HYPERLINK\l"_Toc282798273"一基本資料料1HYPERLINK\l"_Toc282798274"二荷載確定定1HYPERLINK\l"_Toc282798275"2.1圍圍巖豎向向均布壓壓力1HYPERLINK\l"_Toc282798276"2.2圍圍巖水平平均布力力2HYPERLINK\l"_Toc282798277"三襯砌幾何何要素22HYPERLINK\l"_Toc282798278"3.1襯砌砌幾何尺尺寸2HYPERLINK\l"_Toc282798279"3.2半半拱軸線線長度SS及分段段軸長△S2HYPERLINK\l"_Toc282798280"3.3割割分塊接接縫重心心幾何要要素3HYPERLINK\l"_Toc282798281"四計算位移移3HYPERLINK\l"_Toc282798282"4.1單單位位移移4HYPERLINK\l"_Toc282798283"4.2載載位移———主動動荷載在在基本結(jié)結(jié)構(gòu)中引引起的位位移4HYPERLINK\l"_Toc282798284"4.3載載位移———單位位彈性抗抗力及相相應(yīng)的摩摩擦力引引起的位位移8HYPERLINK\l"_Toc282798285"4.4墻墻低（彈彈性地基基上的剛剛性梁）位位移122HYPERLINK\l"_Toc282798286"五解力法方方程133HYPERLINK\l"_Toc282798287"六計算主動動荷載和和被動荷荷載（）分分別產(chǎn)生生的襯砌砌內(nèi)力113HYPERLINK\l"_Toc282798288"七最大抗力力值的求求解155HYPERLINK\l"_Toc282798289"八計算襯砌砌總內(nèi)力力16HYPERLINK\l"_Toc282798290"九襯砌截面面強度檢檢算（檢檢算幾個個控制截截面）116HYPERLINK\l"_Toc282798291"9.1拱拱頂（截截面0）16HYPERLINK\l"_Toc282798292"9.2截面（77）18HYPERLINK\l"_Toc282798293"9.3墻墻低（截截面8）偏心心檢查118HYPERLINK\l"_Toc282798294"十內(nèi)力圖118PAGE5一基本資資料高速公路隧隧道，結(jié)結(jié)構(gòu)斷面面如圖11所示，圍圍巖級別別為V級，容重重，圍巖的的彈性抗抗力系數(shù)數(shù)，襯砌材材料C20混凝土土，彈性模模量，容重。圖1襯砌結(jié)結(jié)構(gòu)斷面面二荷載確確定2.1圍圍巖豎向向均布壓壓力：式中：s———圍巖巖級別，此此處s==5;——圍巖容容重，此此處=118kNN/㎡；——跨度影影響系數(shù)數(shù)，=1++i(BBm-5))，毛洞跨跨度Bm=122.300m，Bm=5~~15時時，i=00.1，此處:=1++0.11×（12..3-55）=1..73所以，有：：考慮到初期期之處承承擔(dān)大部部分圍巖巖壓力，而而二次襯襯砌一般般作為安安全儲備備，故對對圍巖壓壓力進行行折減，對對于本隧隧道按照照50%%折減，即即2.2圍圍巖水平平均布力力：e==0.44×q==0.44×1112.1104==44..84116kPPa三襯砌幾幾何要素素3.1襯砌砌幾何尺尺寸內(nèi)輪廓半徑徑r1=5..7m，r2=8..2m；；內(nèi)徑r1、r2所畫圓圓曲線的的終點截截面與豎豎直軸的的夾角==90°°，=1001.66°；截面厚度dd=0..45mm。此處墻底截截面為自自內(nèi)輪廓廓半徑r2的圓心心向內(nèi)輪輪廓墻底底做連線線并延長長至與外外輪廓相相交，其其交點到到內(nèi)輪廓廓墻底間間的連線線。外輪廓線半半徑：R1=5..7+00.455=6..15mmR2=8..2+00.455=8..65mm拱軸線半徑徑：=5..7+00.5××0.445=55.9225=8.2++0.55×0..45==8.4425拱軸線各段段圓弧中中心角：：=90°==11..6°3.2半半拱軸線線長度SS及分段段軸長△S分段軸線長長度:半拱軸線長長度為：：S=SS1+S2=9..306696++1.7705771=111.0012668m將半拱軸線線等分為為8段，每每段軸長長為：3.3割割分塊接接縫重心心幾何要要素（1）與豎豎直軸夾夾角另一方面，角度閉合差差=0。各接縫中心心點坐標(biāo)標(biāo)可由圖圖1中直接接量出。四計算位位移圖2襯襯砌結(jié)構(gòu)構(gòu)計算圖圖4.1單單位位移移用辛普生法法近似計計算，按按計算列列表進行行。單位位位移的的計算見見表1單位位移計計算如下下：計算精度校校核為：：閉合差4.2載載位移——主動荷荷載在基基本結(jié)構(gòu)構(gòu)中引起起的位移移（1）每每一楔塊塊上的作作用力豎向力：式中：bii——襯砌外外緣相鄰鄰兩截面面之間的的水平投投影長度度，由圖圖2量得：：PAGE7單位位位移計算算表表1截面Φ（°）sinΦcosΦx（m）y(m)d(m)0001000.450.007759131.6687220.000000.00000131.668722113.31118110.230030.973311.366680.160080.450.007759131.66872221.177533.40550177.444288226.62236330.448810.89442.653320.633320.450.007759131.66872283.3884452.79990351.225499339.93354440.641190.766683.798891.386690.450.007759131.668722182.663700253.229933750.226066453.24472660.801120.598844.743362.381190.450.007759131.668722313.666588747.1120771506..13996566.55590770.917750.397785.437713.567780.450.007759131.668722469.8833771676..272282747..62776679.87708990.984440.175595.82994.884430.450.007759131.668722643.2200003141..581184559..66990792.23382880.99992-0.033915.919956.251110.450.007759131.668722823.1190115145..843386923..911138101.660.97996-0.200115.748867.617790.450.007759131.6687221003..180027642..126689780..17445∑0.0688341185..185523540..26667186622.44491269288.16676注：1.I—截面慣慣性矩，2.不考慮慮軸力的的影響PAGE19自重力：式中：dii——接縫i的襯砌砌截面厚厚度，本本設(shè)計為為等厚度度襯砌；；作用在各楔楔體上的的力均列列入表2，各集集中力均均通過相相應(yīng)的圖圖形的行行心。（2）外荷荷載在基基本結(jié)構(gòu)構(gòu)中產(chǎn)生生的內(nèi)力力。楔體上各集集中力對對下一接接縫的力力臂由圖圖2中量得得，分別別記為內(nèi)內(nèi)力按照照下式計計算（見見圖3）。彎矩：軸力：式中：圖3內(nèi)力計算算圖示載位移移計算表表3截面sinΦcosΦΣ（Q+GG)ΣEsina((Q+GG）cosaΣΣE00.000001.000000.000000.000000.000000.000000.0000010.230030.97331173.2252777.2100539.900017.0166632.8883520.448810.89440337.44923328.84421151.22303325.78849125.44454430.641190.76668485.99588863.99934311.99369949.07702262.88668840.801120.59884609.663911110.441355488.44428866.07714422.33714450.917750.39778704.002666165.884677645.99444465.97738579.99706660.984440.17559764.661488227.113622752.66868839.95532712.77336670.99992-0.03391788.001811290.668122787.338777-11.336566798.77533380.97996-0.20011803.554055353.332499787.114833-71.005366858.220199載位移的計計算表表2截面集中力力臂△x△y-△x-△yQGE0000000000000000--1158.88626614.244777.210050.653330.673340.30115-103..78449-9.59944-2.177400.000000.000000.683340.040020.000000.00000-115..553332149.88494414.2447721.633160.572290.633320.44222-85.884877-9.02216-9.56655173.1110227.210051.286640.47224-222..68990-3.40063-446..084443134.00764414.2447735.155130.452230.552280.56228-60.664277-7.87761-19.778322337.22073328.844211.145570.75338-386..33884-21.774122-942..466604109.22902214.2447746.422000.311160.442220.65333-34.005488-6.30003-30.332622485.55313363.999340.944470.99550-458..68115-63.667355-15355.50022579.9997414.2447755.433320.150080.311160.70335-12.006366-4.43396-38.999722609.006922110.4413550.693351.18559-422..38995-130..93993-21444.33315646.1998114.2447761.288950.020010.160080.72336-0.92286-2.29910-44.334911703.331422165.8846770.392201.31666-275..69992-218..35337-26855.9553179.0133214.2447763.54450-0.188090.010010.703351.63005-0.14439-44.770399763.776000227.1136220.090041.36668-69.004399-310..44997-31088.6664081.1322314.2447762.64437-0.22211-0.066030.653330.250030.85991-40.992511787.002088290.668122-0.166081.36668126.555299-397..30330-34199.22298基本結(jié)構(gòu)中中，主動動荷載產(chǎn)產(chǎn)生彎矩矩的校核核為：另一方面，從從表2中得到到閉合差（3）主動動荷載位位移（計算過過程見表表4）。截面(1+y))00.0000131.66870.00001.00000.00000.00000.00001-115..5533131.668721.17751.1611-152116.8891-24466.8776-176663.77672-446..0844131.668783.38841.6333-587443.6619-371996.4459-959440.00783-942..4666131.6687182.66372.3877-1241110..7455-1721129..1922-2962239..93664-15355.5002131.6687313.66663.3822-2022206..6055-6838840..66115-21444.3331131.6687469.88344.5688-2823381..1000-100774799.2888-128998600.38876-26855.9553131.6687643.22005.8844-3537705..7522-172776055.0005-208113100.75577-31088.6664131.6687823.11907.2511-4093371..3922-255990211.5006-296883922.89978-34199.2330131.66871003..18008.6188-4502268..9422-343001033.7772-388003722.7113Σ-189660044.4996-941776166.7002-1131136221.1198主動荷載位位移計算算表表4計算精度校校核：閉合差：4.3載載位移——單位彈彈性抗力力及相應(yīng)應(yīng)的摩擦擦力引起起的位移移（1）各接接縫處的的抗力強強度抗力上零點點假定在在接縫3，最大抗力值值假定在在接縫6，最大抗力值值以上各各截面抗抗力強度度按下式式計算：：查表1，算算得最大抗力值值以下各各截面抗抗力強度度按下式式計算：：式中：由圖2中量量得：則：按比例將所所求得抗抗力繪于于圖2上。（2）各楔楔體上抗抗力集中中力按下式式計算：：式中：—表表示楔體體i外緣長長度，可可以通過過量取夾夾角，用用弧長公公式求得得，的方方向垂直直于襯砌砌外緣，并并通過楔楔體上抗抗力圖形形的形心心。（3）抗力力集中力力玉摩擦擦力的合合力按下式計算算：式中：—圍圍巖于襯襯砌間的的摩擦系系數(shù)，此此處取。則：：其作用用方向與與抗力集集中力的的夾角；；由于摩摩擦力的的方向與與襯砌位位移方向向相反，其其方向向向上。將得方向線線延長，使使之交于于豎直軸軸，量取取夾角，將將分解為為水平和和豎直兩兩個分力力：以上計算結(jié)結(jié)果列入入表5中。彈性抗力及及摩擦力力計算表表表5截面R300.000000.000000.0000000.000001.000000.000000.0000040.412270.206641.428890.3000760.222620.868800.496660.261100.1499350.771150.592211.428890.8622871.955290.950080.309980.820030.2677361.000000.885571.428891.2900784.855200.996600.089971.285540.1155870.748820.874411.355521.2088097.433170.99116-0.122931.19779-0.1556280.000000.374411.413330.53992108.6631330.94776-0.311950.51110-0.17723（4）計算算單位抗抗力及其其相應(yīng)的的摩擦力力在基本本結(jié)構(gòu)中中產(chǎn)生的的內(nèi)力彎矩：軸力：：式中：—力力至接縫縫中心點點的力臂臂，由圖圖2量得。計算見表66及表7.計算表表7截面453.244730.801120.598840.149930.119960.261100.15662-0.03365566.555910.917750.397780.416660.382221.081130.43002-0.04479679.877090.984440.175590.532240.524412.366680.416630.10778792.233830.99992-0.033910.376620.375593.56446-0.133940.515528101.6600000.97996-0.200110.203390.199974.07556-0.811961.01993計算表表6截面40.48224-0.144510.1445151.85993-0.555910.65333-0.566361.1222763.19559-0.966102.02001-1.744290.69335-0.899513.5998974.43221-1.333273.35667-2.899612.06003-2.655910.76338-0.922277.8110685.53776-1.666514.60229-3.977123.40770-4.399722.14007-2.588600.97449-0.52257-13.114533（5）單位位抗力及及相應(yīng)摩摩擦力產(chǎn)產(chǎn)生的載載位移。計計算見表表8.單位抗力及及相應(yīng)摩摩擦力產(chǎn)產(chǎn)生的載載位移計計算表表8截面4-0.14451131.668722313.6665883.38119-19.110200-45.449900-64.6601005-1.12227131.668722469.8833774.56778-147..84992-527..49664-675..345566-3.59989131.668722643.2200005.88443-473..93442-23144.83367-27888.777087-7.81106131.668722823.1190117.25111-10288.55520-64299.58815-74588.133358-13.114533131.6687221003..180028.61779-17311.06632-131887.006655-149118.112977Σ-34000.50006-225004.448011-259004.998077校核為：閉合差：4.4墻墻低（彈彈性地基基上的剛剛性梁）位位移單位彎矩矩作用下下的轉(zhuǎn)角角：主動荷載作作用下的的轉(zhuǎn)角：：單位抗力及及相應(yīng)摩摩擦力作作用下的的轉(zhuǎn)角：：五解力法法方程襯砌矢高計算力法法方程的的系數(shù)為為：以上將單位位抗力及及相應(yīng)摩摩擦力產(chǎn)產(chǎn)生的位位移乘以以，即為為被動荷荷載的載載位移。求求解方程程為：式中：式中：，以上解的值值應(yīng)帶入入原方程程，校核核計算。六計算主主動荷載載和被動動荷載（）分別產(chǎn)生的襯砌內(nèi)力計算公式為為：計算過程列列入表9、10。.主、被動荷荷載作用用下襯砌砌彎矩計計算表表9截面00.00000294.2207330.00000294.2207330-2.477430.00000-2.477431-115..64992294.22073366.10080244.6666110-2.477430.32887-2.144562-446..45338294.220733260.332099108.0074440-2.477431.29443-1.188003-943..24006294.220733570.118177-78.8851660-2.477432.834490.360064-15366.74437294.220733979.224577-263..29007-0.14451-2.477434.868882.249945-21466.01126294.2207331466..79224-385..01228-1.12227-2.477437.292283.695586-26877.93363294.2207332008..03114-385..69777-3.59989-2.477439.983393.910067-31100.72260294.2207332569..94996-246..56991-7.81106-2.4774312.777772.492288-34211.12228294.2207333131..867794.95224-13.114533-2.4774315.57715-0.04480主主、被動動荷載作作用下襯襯砌軸力力計算表表表10截面00.00000411.111966411.11196602.044412.04441132.88835400.006055432.99440001.989911.989912125.444544367.554099492.99863301.827741.827743262.886688315.224655578.11133301.567741.567744422.337144246.001400668.338544-0.033651.223321.186665579.997066163.554344743.551400-0.044790.813310.765526712.77336672.31159785.0049550.107780.359960.467737798.775333-16.007488782.6678660.51552-0.077990.435538858.220199-82.667611775.5525881.01993-0.411110.60883七最大抗抗力值的的求解首先求出最最大抗力力方向內(nèi)內(nèi)的位移移?？紤]到到接縫5的徑向向位移與與水平方方向有一一定的偏偏離，因因此修正正后有：：計算過程列列入表11，位移移值為：：最大抗力值值為：最大抗力位位移修正正計算表表表11截面0387433.34464-325..832284.884431892334.112699-15911.466491322199.40048-282..548894.723351521888.335877-13344.611992142322.02210-155..389924.25111605011.74445-660..575513-103883.77505547.499033.49774-363116.112911166.0092554-346772.002499296.2220552.50224-867663.227522741.2262115-507001.227944486.6691551.31665-667448.223433640.7729336-507991.446077514.997944000Σ2120996.559144-20388.57760八計算襯襯砌總內(nèi)內(nèi)力按下式計算算襯砌總總內(nèi)力：：計算過過程列入入表12..計算精