隧道工程课程设计

武汉理工大学课程设计1初始条件某高速公路隧道道道通过=3\*ROMANIIIII类围岩(即=4\*ROMANIV级围岩)，埋深H=300m，隧道围围岩岩天然容容重γ=23KKN/mm3，计算摩摩擦擦角ф=35oo,变形模量E=6GGPPa,采用矿山山法法施工；；衬砌砌材料采采用C25喷射混凝凝土土，材料料容重重，变形模模量量。2隧道洞身设计计计2.1隧道建筑筑筑界限及及内轮轮廓图的的确定定该隧道横断面是是是根据两两车道道高速公公路=4\*ROMANIIV级围岩岩来来设计的的，根根据《公公路隧隧道设计计规范范》确定定隧道道的建筑筑限界界如下：：W—行车道宽度度；；取3.755××2mC—余宽；因设设置置检修道，故故余宽取为0mJ—检修道宽度度；；双侧设置置置，取为1.0××22mH—建筑限界高高度度；取为5.0mm22—左侧向宽宽度度；取为1.0mm—右侧向宽度；；；取为1.5mm—建筑限界左顶顶顶角宽度；；取取1.0mm—建筑限界右顶顶顶角宽度；；取取1.0mmh—检修道高度度；；取为0.255mm隧道净宽为1...0+11.00+7..500+1..500+1..0==12mm设计行车速度为为为120kkmm/h,建筑限界界左左右顶角角高度度均取1m；隧道轮轮廓廓线如下下图：：图1隧隧隧道内轮廓廓限限界图根据规范要求，隧隧道衬砌结构构厚度为50cm（一次衬砌砌为15cm和二次衬砌35cm）通过作图图得到隧道的的尺寸如下：：图2隧隧隧道内轮廓廓图图得到如下尺寸:::3隧道衬砌结构构构设计3.1支护方法法法及衬砌砌材料料根据《公路隧道道道设计规规范》（JTG--20044），本设设计为高速速公路，采采用复合式式衬砌，复复合式衬砌砌是由初期期支护和二二次衬砌及及中间防水水层组合而而成的衬砌砌形式。复合式衬砌应符符符合下列列规定定：1初期支护宜采采采用锚喷支支护护，即由由喷射射混凝土土，锚锚杆，钢钢筋网网和钢筋筋支架架等支护护形式式单独或或组合合使用，锚锚杆杆宜采用用全长长粘结锚锚杆。2二次衬砌宜采采采用模筑混混凝凝土或模模筑钢钢筋混凝凝土结结构，衬衬砌截截面宜采采用连连结圆顺顺的等等厚衬砌砌断面面，仰拱拱厚度度宜与拱拱墙厚厚度相同同。由规范8.4...2-1，对于两两车车道=4\*ROMANIV级围岩岩：：初期支护：拱部部部边墙的的喷射射混凝土土厚度度为12-1155cm，拱墙的的锚锚杆长度度为2.5--33m，锚杆间间距距为1.0--11.2m；二次衬砌厚度：：：拱墙混混凝土土厚度为35cmm因此确定衬砌尺尺尺寸及规规格如如下：深埋隧道外层初初初期支护护，根根据规范范规定定，采用用锚喷喷支护，锚锚杆杆采用普普通水水泥砂浆浆锚杆杆，规格HRB200××2.55m，采用梅梅花花型局部部布设设，采用C25喷射混凝凝土土。初次衬砌：采用用用C25喷射混凝凝土土，厚度度为14.88ccm。防水板：采用塑塑塑料防水水板及及无纱布布，且且无纺布布密度度为300gg//m2,防水板应应采采用铺满满的EVA板防水层层，厚厚度为2.0mmm，搭接长长度度为150mmm。二次衬砌：根据据据《公路路隧道道设计规规范》，采采采用C25号模筑防防水水混凝土土，厚厚度为35cm。整个衬砌厚度为为为14.88++0.22+335=550ccm。3.2隧道深浅浅浅埋的确确定及及围岩压压力的的计算隧道的内轮廓尺尺尺寸为B=122..37m，H=133..69mm因为=4\*ROMANIV级围岩岩岩需要预预留变变形量，查查《公公路隧道道设计计规范》8.4..1知=4\*ROMANIV级围岩岩需需预留变变形量量为50-8800mm，衬砌厚厚度度为50cm，又每侧侧超超挖量为10cm，故隧道道的的近似开开挖尺尺寸为：：由于是=4\*ROMANIV级围围围岩—深浅埋隧道的的的分界深度度—等效荷载高度度度—跨度影响系数数数；i—围岩压力增增减减率，当取取取i=0..11埋深故为深埋隧隧隧道。又可用公式计算均均均布垂直直压力力：因为该隧道围岩岩岩级别为为=4\*ROMANIVV围岩水平平均均不压力力为：：4衬砌结构内力力力计算4.1基本资料料料公里等级高速公路路围岩级别=4\*ROMANIV级围岩容重r=223KKN/mm3弹性抗力系数K==0.118××106KN/mm变形模量材料容重材料变形模量衬砌厚度d==0..5m图3衬砌砌砌结构断面面图图4.2荷载的确确确定4.2.1围岩岩岩压力的的确定定隧道的内轮廓尺尺尺寸为B=122..37m，H=133..69mm因为=4\*ROMANIV级围岩岩岩需要预预留变变形量，查查《公公路隧道道设计计规范》8.4..1知=4\*ROMANIV级围岩岩需需预留变变形量量为50-8800mm，衬砌厚厚度度为50cm，又每侧侧超超挖量为10cm，故隧道道的的近似开开挖尺尺寸为：：由于是=4\*ROMANIV级围围围岩—深浅埋隧道的的的分界深度度—等效荷载高度度度—跨度影响系数数数；i—围岩压力增增减减率，当取取取i=0..11埋深故为深埋隧隧隧道。又可用公式计算均均均布垂直直压力力：考虑一衬后的围围围岩释放放变形形折减系系数0.44.2.2衬砌砌砌自重（1）全部垂直直荷荷载q=61.76668+111==72..7668KNN/mm2围岩水平均布压压压力e=0.4×7772.77688=299.11KN//m224.3衬砌几何何何要素4.3.1衬砌砌砌的几何何尺寸寸内轮廓线半径：：：内径所画圆曲线线线端点截截面与与竖直轴轴线的的夹角：：拱顶截面厚度，拱拱底截面面厚度度4.3.2半拱拱拱轴线长长度S及分段轴轴长长将半拱轴长度等等等分为8段，则4.4计算位移移移4.4.1单位位位位移用辛普生法近似似似计算，按按计计算列表表进行行，单位位位移移的计算算列表表见表4-1表4-1单位位位位移计算表表截面αsinαcosαxyd1/Iy/Iy2/I(1+y)2///I积分系数1/33300.0000.0001.0000.0000.0000.50096.0000.0000.00096.0001115.2500.2630.9651.5750.2210.50096.00021.2164.689143.121114230.5000.5080.8622.9920.8420.50096.00080.83268.061325.725552345.7500.7160.6984.2021.7860.50096.000171.45666306.22000745.132224461.0000.8750.4855.2343.2170.50096.000308.83222993.513331707.177772576.2500.9710.2386.1685.6100.50096.000538.560003021.322224194.444424691.5001.000-0.0266.4298.1760.50096.000784.896666417.311108083.1000227106.750.958-0.2886.00710.7220.50096.0001029.3111211036.2228313190.9990748122.000.848-0.5304.97213.0200.50096.0001249.9222016273.9995818869.777981∑768.003547.0777229568.5559337430.77737注：1I—--截截面的惯性性性矩，I=bdd3/12,,b取单位长长度2不考虑轴力影影影响单位位移值计算算算如下：：计算精度校核：：：闭合差△=04.4.2载位位位移——主动荷载载在在基本结结构中中引起的的位移移1）每一块上的的的作用力(竖向力Q、水平力E、自重力G),分别由下下面面各式求求得，Qi=q×bbiiEi=e×hhiiGi=(ddii-1+di)/2××△S×rh其中：bi————衬砌外缘缘相相邻两截截面间间的水平平投影影长度hi——衬砌外外缘相邻邻两截截面间的的竖直直投影长长度di——接缝ii的衬砌砌截面面厚度均由图3直接量量量得，其其值见见表4-2。各集中中力力均通过过相应应图形的的形心心表4-2载位移移移Mop计算表截面投影长度集中力S-Qaq-Gag-GagbhQGEaqagae00.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.00011.5750.224114.6100023.1007.4010.7880.7880.1120.112-18.19111-0.82921.4240.612103.6222223.10020.2200.7120.7120.306-73.77999-16.44777-6.18731.2100.95088.04923.10031.3880.6050.6050.475-53.27000-13.97666-14.9099941.0200.97974.22323.10032.3460.5100.5100.490-37.85444-11.78111-15.8333350.9332.84567.89323.10093.9990.4670.4671.423-31.67222-10.77666-133.7111360.2672.56619.42923.10084.7810.1340.1341.283-2.594-3.084-108.7777470.4172.54630.34423.10084.1200.2090.2091.273-6.327-4.816-107.0888580.7852.29857.12323.10075.9260.3930.3931.149-22.42111-9.067-87.23999续表4-2∑i-1（Q+++G）∑i-1ExyΔxΔy-Δx∑i-11（Q++G）-Δy∑i-11EMoip0.0000.0000.0000.0000.0000.0000.0000.0000.0000.0000.0001.5310.1941.5310.1940.0000.000-18.90888137.710007.4012.9640.7651.4330.571-197.33338-4.226-316.88885264.4311127.6214.2101.6761.2460.911-329.48881-25.16333-753.68884375.5811159.0095.1882.8690.9781.193-367.31118-70.39888-1256.88869472.9044491.3565.8324.2520.6441.383-304.55550-126.34445-1863.99925563.89666185.354446.1525.7640.3201.512-180.44447-280.25556-2439.00079606.42555270.135556.1437.309-0.0091.5455.458-417.35559-2969.22207659.87000354.255555.8068.817-0.3371.508222.37666-534.21116-3399.777742）外荷载在基基基本结构中中产产生的内内力块上各集中力对对对下一接接缝的的力臂由由图直直接量得得，分分别记以aq、ae、ag。内力按下式计算算算之：弯矩：轴力：式中Δxi、Δyi——相邻两接缝缝中中心点的坐坐坐标增值值。Δxi=xi--xxi-11Δyi=yi--yyi-11Moip和Nooiip的计算算见见表4-3及表4-4。表4-3载位移移移Noip计算表表截面αsinαcosα∑i（Q+G）∑iEsinα*∑∑∑i（Q+G）cosα*∑iiiENop00.0000.0001.0000.0000.0000.0000.0000.000115.2500.2630.965137.710007.40136.2227.14029.082230.5000.5080.862264.4311127.621134.2099923.799110.41000345.7500.7160.698375.5811159.009269.0299941.176227.85333461.0000.8750.485472.9044491.356413.6111144.290369.32111576.2500.9710.238563.89666185.35444547.7366644.056503.68000691.5001.000-0.026606.42555270.13555606.21888-7.071613.289997106.750000.958-0.288659.87000354.25555631.87222-102.09995733.967778122.000000.848-0.530740.09333430.18111627.63444-227.96661855.59555主动荷载位移计算过程见表444-4表4-4主动荷荷荷载位移计计算算表截面Mp01/Iy/I1+yMp0/IyMp0/IMp0(1+yyy)/II积分系数1/33300.00096.0000.0001.0000.0000.0000.00011-18.9088896.00018.6241.194-1815.11183-352.14446-2167.3332942-316.8888596.00073.4401.765-30420...9822-23272...0511-53693...034423-753.6888496.000160.896662.676-72353...6922-12126444.7888-19361888.488044-1256.8886996.000275.424443.869-12065999.3991-34617111.7992-46683111.188325-1863.9992596.000408.192225.252-17893666.7886-76083999.2115-93977666.000246-2439.0007996.000553.344446.764-23415111.5660-134964449.55944-158380001.1154427-2969.2220796.000701.664448.309-28504333.8995-208338885.88322-236842229.7728848-3399.7777496.000846.432229.817-32637888.2991-287767777.33944-320405555.668661∑-108314446.77955-605974444.00644-714289990.88600△1p=△S//Eh×∑Mpp0/I=8..44×100-55×（-1088331466.7795）=-990988.4426××100-5△2p=△SSS/Ehh×∑Mp0y/I=88..4×110--8×(--6605997444.00644)=-5509001..8500×110-5计算精度校核△Sp=△1ppp+△2p△Sp=△S///Eh×∑Mp0(1+y)/I因此，△Sp===8.44×110-5×（-7144228900.8860）=-66000000.2276××100-5△1p+△2pp==-（90988..4266+5509001..850）×10-66=-6600000..2766×110-5闭合差△=0...000。4.4.3载位位位移——单位弹性性抗抗力及相相应的的摩擦力力引起起的位移移1）各接缝处的的抗抗力强度按假定拱部弹性性性抗力的的上零零点位于于与垂垂直轴接接近450的第3截面，α3=45.7755°=αb;最大抗力位于第第第5截面,α5=76.2255°=αh;拱部各截面抗力力力强度，按按镰镰刀形分分布，最最大抗力力值以以上各截截面抗抗力强度度按下下式计算算：σi=σh（ccos2αb--cos22αi）/（cos2αb-coss2αh）计算得，σ3=0，σ4=0.558847σh，σ5=σh。边墙截面弹性抗抗抗力计算算公式式为：σ=σh[1-((yyiˊ/yhˊ)2]式中yiˊ————所求抗力力截截面与外外轮廓廓线交点点到最最大截面面抗力力截面的的垂直直距离；；yhˊ——墙底底外边缘cˊ到到最大抗力力力截面的的垂直直距离。(yiˊ和yhˊ在图3中可量得)y6ˊ=2.447mm;y7ˊ=4.9933m;y8ˊ=6.8877m;则有：σ666=σh[1-（2.477//6.887）2]=00..87007σhσ7=σh[[1-（4.993//6.887）2]=00..48550σhσ8=0;按比例将所求得得得的抗力力绘在在图4上。图4结构抗力图图2）各楔块上抗抗抗力集中力力按下式近似计算算算：式中，——楔块块块i外缘长度度，由由图3量得。的方向垂直于衬衬衬砌外缘缘，并并通过楔楔块上上抗力图图形的的形心。3）抗力集中力力力与摩擦力力之之合力按近似计算:式中μ———围岩与与衬砌砌间的摩摩擦系系数。取μ=0.22,,则=11..01998其作用用用方向与与抗力力集中力力的夹夹角为β=arccttanμ=11..3301°。由于摩摩擦擦阻力的的方向向与衬砌砌位移移方向相相反，其其方向朝朝上。的作作用点即为为与衬砌外外缘的交点点。将的方方方向线延延长，使使之交于于竖直直轴。量量取夹夹角ψk(自竖直轴轴反反时针方方向量量度)。将分解为为水水平与竖竖向两两个分力力：RH=RissinψkRRV=Ricosψk以上计算例入表表表4-5中，并参见图3。表4-5弹性性性抗力及摩摩擦擦力计算算表截面σ(σh)(σi-1+σσii)/2△S外(σh))R(σh)ψksinψkcosψk30.00000.0000.00000.00000.0000.0001.00040.58470.2922.16700.646164.6760.9040.42851.00000.7922.16701.751079.9260.9850.17560.87070.9352.16702.067095.1760.996-0.09070.48500.6782.16701.4980110.426660.937-0.34980.00000.2432.16700.5359125.676660.812-0.583续表4-5RH(σh)RV(σh)vhRi(σh)0.0000.0000.0000.5840.2760.2760.5840.6341.7240.3060.5832.3081.7172.059-0.1860.3964.3672.0271.404-0.523-0.1275.7701.4690.435-0.313-0.4396.2060.5254）计算单位抗抗抗力图及其其相相应的摩摩擦力力在基本本结构构中产生生的内内力弯矩矩矩轴力力力式中rKii-----力Ri至接缝中中心心点K的力臂，由由由图3量得，计计算算见表4-6和表4-7表4-6Mσσσ0计算表截面号R4=0.644661σhR5=1.755110σhR6=2.066770σhR7=1.499880σhR8=0.533559σhMoσ(σh))r4i-R4r4ir5i-R5r5ir6i-R6r6ir7i-R7r7ir8i-R8r8i40.8236-0.532-0.53252.5623-1.6560.7563-1.324-2.98064.0536-2.6192.4634-4.3130.8280-1.711-8.64475.3654-3.4673.6842-6.4512.3729-4.9050.7853-1.176-15.9999987.2631-4.6935.3648-9.3943.8727-8.0052.4563-3.6800.9365-0.502-26.27333表4-7Nσσσ0计算表截面号αsinαcosαΣRV(σh))ΣRH(σh)))sinαΣRVVV(σh)cosαΣRHHH(σh)Noσ(σh))461.0000000.87440.48530.27630.58400.24160.2834-0.041888576.0000000.97010.24260.58262.30800.56520.55990.0054691.5000000.9997-0.0254440.39624.36660.3960-0.1108880.50687107.0000000.9566-0.291555-0.1266665.7704-0.121111-1.6819991.56078122.0000000.8486-0.529000-0.4392226.2057-0.372777-3.2829992.91025）单位抗力及及相相应摩擦力力力产生的的载位位移计算过程见表444-8。表4-8单位位位抗力及相相应应摩擦力力产生生的载位位移计计算表截面号Mσ0（σh）1/Iy/I(1+y)Mσ01/I（σh）Mσ0y/I（σh）Mσ0(1+yy)/II（σh）积分系数111/34-0.53296.000275.424443.869-51.08444-146.56661-197.6444525-2.98096.000408.192225.252-286.05559-1216.33324-1502.3338346-8.64496.000553.344446.764-829.80008-4783.00016-5612.8882427-15.9999996.000701.664448.309-1535.88889-11225...8133-12761...703348-26.2733396.000846.432229.817-2522.11188-22238...1344-24760...32221Σ-3857.22256-27288...6122-31145...8688△1σ=△S//Eh×∑Mσσ01/I=88..4×110--8×(--338577.2256))=-322.440100×110-5△2σ=△S//Eh×∑MMσ0y/I=88..4×110--5×(--2272888..6122)==-2229.222443×100-5校核为：△1σ+△2σσ=-(3322.401110+2229.222443)××100-11=-22661.662553×100-6△Sσ=△S//Eh×∑MMσ0(1+y)/I=8..44×100-111×(--3311445..8688)==-2661..62553××10-6闭合差△=0。4.4.4墙底底底（弹性地地基基上的刚刚性梁梁）位移移1）单位弯矩作作作用下的转转角角：β1=1/(KKII8)=--996.00000/00.118×1006=-53333.333×110-62）主动荷载作作作用下的转转角角：βp=β1M88p0=-333999.77744×5333..33××100-6=--1181332001.44677×10-63）单位抗力及及及相应摩擦擦力力作用下下的转转角：βσ=β1M88σ0=533..333×100-6×(-2266.2773))=-1400122.1779××10-64.5解力法方方方程衬砌矢高ff=y8=11..7776mm计算力法方程的的的系数：：a11=δ1111+β1=（64.55112+55333.33）×10-66=5977.8442××10-66a12=δ1222+fβ1=（297..9954++111.7776××5333.333）×10-6=657788.4448××10-66a22=δ2222+f2β1=（24833..7622+88.8117××11..77762×5333..33）×10-6=7644442.88600×100-66a10=△1ppp+βp+(△1σ+βσ)×σh=-(9098884.226++181132201..4667+33244.0110σh+1400112.11799σh)×1100-6=-(1900041885..7277+1143336..189σh)×100-66a20=△2ppp+fβp+(△2σ+fβσ)×σh=-(509990188.550+111..7766×1181332001.44677+222922.2443σh+11..7776××1440122.1179σh)=-(211186112778.998++16772999.11633σh)×1100-6以上将单位抗力力力图及相相应摩摩擦力产产生的的位移乘乘以σh倍，即被被动动荷载的的载位位移。求解方程：X1=(a1122a20-a22a10)/((a11a22-a122)=（594.553350-111.7778σh）其中：X111p=59944.533500,X1σ=-11..7788X2=(a1122a10-a11a20)/((a11a22-a122)=（243.882255+222.3441σh）其中：X222p=24433.822555,XX2σ=2..33414.6计算主动动动荷载和和被动动荷载（σh=1）分别产产生生的衬砌砌内力力计算公式为：和计算过程列入入入表4-9和表4-10中。表4-9主、被被被动荷载载作用用下衬砌砌弯矩矩计算表表截面MopX1pyX2p*y[Mp]Moσ(σh))X1σ(σh))X2σ*y(σσh))[Moσ](σσσh)00.000594.535550.0000.000594.535550.000-1.7780.000-1.7781-18.80999594.535550.19447.302623.028880.000-1.7780.454-1.3242-315.54445594.535550.765186.52777465.517770.000-1.7781.7910.0133-747.56665594.535551.676408.65222255.621110.000-1.7783.9242.1464-1240.44466594.535552.869699.5355553.604-0.532-1.7786.7164.4065-1816.55511594.535554.2521036.74446-185.23330-2.980-1.7789.9545.1966-2345.22273594.535555.7641405.41110-345.32228-8.644-1.77813.4943.0727-2812.88862594.535557.3091782.12221-436.20007-15.99999-1.77817.110-0.6668-3169.33321594.535558.8172149.80009-424.97776-26.27333-1.77820.641-7.410表4-10主主主、被动荷荷载载作用下下衬砌砌轴力计计算表表截面NopcosaX2pcosφφφ［Np］Noσ(σh))X2σcosφφ(σσh)［Nσ］(σhh)00.0001.000243.82666243.826660.0002.3412.341138.5000.946230.64444269.144440.0002.2142.2142128.414440.827201.72111330.135550.0001.9371.9373251.474440.650158.59111410.065550.0001.5231.5234393.043330.428104.29333497.33666-0.0421.0010.9605526.647770.17542.650569.297770.0050.4090.4156625.41777-0.090-21.99777603.420000.507-0.2110.2967727.27000-0.349-85.09444642.176661.561-0.8170.7448822.16222-0.583-142.19999679.963332.910-1.3651.5454.7计算最大大大抗力值值首先求出最大抗抗抗力方向向内的的位移。由式：并考虑接缝5的的的径向位位移与与水平方方向有有一定的的偏离离，因此此将其其修正如如下计算过程列入表表表3-11。表4-11最大大大抗力位移移修修正计算算表截面号Mp/IMσ/Iyiy5-yiMp/I(Y55--Yi)Mσ/I(Y55--Yi)积分系数1///3078292.66649-234.144400.0005.616-43969111.5199-2314.992294182044.77791-174.333340.2185.398442877...7833-1941.005532261302.666191.6940.8424.774292658...70448.0884333662.00079282.537771.7863.830128925...76441082.11117247058.96666580.240003.2042.41217026.222251399.5444045-24392...3844684.266665.6160.0000.0000.0001Σ207860...2455-1782.33359位移值为：δhp=8.444×10--88×20778860..2445×00.997=116993.66455×100-55δhσ=8.44×110-88×(-117782..3559)×00.977=-14.99772×110--5则可得最大抗力力力σh=δδδhp/((11/K-δhσ)=116693..6445×110--5/[11//(0..188×1006)+144..9722×110-5]=109.077743.8计算衬砌砌砌总内力力按下式进行计算算算：M=Mp+σhMσN=Np+σhhhNσ计算过程列入表表表4-122表4-12衬砌砌砌总内力计计算算表计算精度校核：：：截面号MpMσ[M]M/IMy/INpNσ[N]e积分系数1/3330329.45666-300.2333629.2202805.122200.000243.82666202.34000446.165550.065511286.54666-274.4555512.0911160.699971351.05551269.14444191.40111460.544440.026342146.32000-158.75558-12.43888-1194.00009-5480.55500330.13555167.39999497.53444-0.02500023-24.0000025.8321.832175.882221768.66665410.06555131.60888541.673330.003444-243.277762