【某公路隧道支护结构设计计算案例9600字】

某公路隧道支护结构设计计算案例目录TOC\o"1-3"\h\u14612某公路隧道支护结构设计计算案例 )式中—喷层的安全系数。1.2.3Ⅳ级围岩锚喷支护验算1.计算参数（1）围岩参数：重度，粘聚力，内摩擦角，变形模量，泊松比。初始应力场：支护参数：则,，锚杆间距所以采用锚杆，单根锚杆截面面积,弹性模量,杆体极限拉力值,抗剪强度,抗拉强度,安全系数,锚杆间距,,喷层采用C25混凝土,,,喷层厚度,剪切模量，弹性模量；无锚杆时，围岩位移值按经验确定，取预留变形量的0.3倍；锚固前毛洞四周位移，即,。2.确定围岩塑性区加锚后的、值3.计算、、、及喷层厚度采用薄壁圆筒公式计算喷混凝土结构的刚度。联立解得=8.054m,,,,满足要求。4.验算锚杆长度1.计算围岩稳定性安全度 解之得满足要求。6.验算喷层强度7.验算喷层厚度满足要求。1.2.4Ⅴ级围岩锚喷支护验算1.计算参数（1）围岩参数，，，，。（2）初始应力场（3）支护参数则，。（4）锚杆间距所以采用锚杆，单根锚杆截面面积,弹性模量,杆体极限拉力值,抗剪强度,抗拉强度,安全系数,锚杆间距,,喷层采用C30混凝土,,喷层厚度,剪切模量，弹性模量无锚杆时，围岩位移值按经验确定，取预留变形量的0.3倍；锚固前毛洞四周位移=(0.5~0.8)，即=0.036m,=0.8=0.0288m。2.确定围岩塑性区加锚后的。3.计算喷层厚度=0.2m<0.04,=0.2264m。采用薄壁圆筒公式计算喷混凝土结构的刚度。解之得、、、满足要求。4.验算锚杆长度1.计算围岩稳定性安全度解之得满足要求。6.验算喷层强度7.验算喷层厚度满足要求。1.3二次衬砌结构设计1.3.1Ⅲ级围岩衬砌验算采用ansys进行数值模拟验算杨家函公路隧道Ⅲ级围岩衬砌结构内力。杨家函隧道Ⅳ级围岩衬砌设计图，如图1.2所示。图1.2杨家函隧道Ⅲ级围岩衬砌支护设计（单位：cm）1.设计基本资料（1）岩体特征岩体为Ⅲ级围岩，围岩的弹性抗力系数，计算摩擦角，岩体重度，变形模量，泊松比，粘聚力，内摩擦角。（2）衬砌材料初期支护喷射混凝土选择采用C25混凝土；重度，弹性模量，混凝土衬砌轴心抗压强度标准值：，混凝土轴心抗拉强度标准值：。Ⅳ级围岩二次衬砌选择采用C30防水混凝土；重度，弹性模量，混凝土衬砌轴心抗压强度标准值：，混凝土轴心抗拉强度标准值：。2.数值模拟荷载结构法基本假定：①按平面应变问题进行处理②结构属于小变形③弹簧单元只受压。按照隧道断面几何数据建立分析模型。即H=0.35、IZZ=0.0035729167、EX=3e10、PRXY=0.25、DENS=2500。单元网格划分：将上半圆拱划分为25个网格,一共为50个单元网格。首先在CAD中绘制结构图，设为面域并输出为sat文件，然后在ansys中导入sat文件。选用Beam3单元模拟衬砌结构，对模型施加围岩垂直、水平荷载、重力，围岩、二次衬砌之间施加径向弹簧，添加边墙底端垂直、水平位移约束。数值求解，采用全牛顿-拉普森法，进行分析求解。求解后采用生死单元命令杀死全部受拉弹簧，进行第二次求解。最后，处理数据结构，得到弯矩、轴力、剪力。3.ANSYS数值分析过程。图1.3单元网格划分图图1.4施加荷载约束图图1.5施加弹簧图图1.6施加径向弹簧后变形图图1.7去除受拉弹簧后变形图图1.8弯矩图

图1.9轴力图图10剪力图表1.5单元内力表STATCURRENTCURRENTCURRENTCURRENTCURRENTCURRENTELEMNINJQIQJMIMJ1-0.48127E+06-0.48140E+06-2477.2-6079-55247-53449.2-0.47898E+06-0.47938E+06-11330-14912-53449-47934.3-0.48061E+06-0.48127E+06-19960-23503-47934-38800.4-0.48604E+06-0.48696E+06-27622.-31107-38800-26457.5-0.49505E+06-0.49622E+06-33602-37009-26457-11617.6-0.50728E+06-0.50870E+06-37226-40538-116174721.77-0.52230E+06-0.52396E+06-37886-410844721.721322.8-0.53955E+06-0.54144E+06-35049-3811621322.36698.9-0.55841E+06-0.56052E+06-28275-3119436698.49196.10-0.57818E+06-0.58050E+06-17226-1998149196.57016.11-0.59811E+06-0.60063E+06-1678.1-4254.457016.58263.12-0.61743E+06-0.62013E+06184751609258263.50998.13-0.63534E+06-0.63821E+06432164103850998.33291.14-0.65105E+06-0.65407E+06724007044033291.3271.815-0.66378E+06-0.66694E+060.10576E+060.10403E+063271.8-40818.16-0.67916E+06-0.68244E+06-10686-12180-40818-36012.17-0.69795E+06-0.70133E+06-38240-39489.-36012-19677.18-0.71539E+06-0.71886E+06-29156-30152.-19677-7212.419-0.72972E+06-0.73324E+06-14144-14882.-7212.4-1112.320-0.73390E+06-0.73747E+06-3871.9-4348.2-1112.3611.2921-0.73780E+06-0.74139E+06-1673.1-1884.8611.291363.022-0.74178E+06-0.74538E+06-4433.6-4379.61363.03211.223-0.74598E+06-0.74957E+06-7852.1-7532.73211.26448.524-0.75020E+06-0.75376E+06-4202.5-3619.46448.58092.325-0.75349E+06-0.75699E+0618831196758092.3-0.14957E-1026-0.75595E+06-0.75245E+06-19685-188420.1033E-108096.827-0.75266E+06-0.74910E+063591.24174.38096.86464.8（续表1.5）ELEMNINJQIQJMIMJ28-0.74842E+06-0.74483E+067511.37830.76464.83240.529-0.74420E+06-0.74060E+064368.94422.93240.51392.830-0.74023E+06-0.73663E+061881.71670.01392.8646.3531-0.73636E+06-0.73278E+064350.83874.5646.35-1082.332-0.73219E+06-0.72866E+061489314151.-1082.3-7186.933-0.71788E+06-0.71441E+063017729181.-7186.9-19661.34-0.70045E+06-0.69707E+063953238283.-19661.-36011.35-0.68180E+06-0.67852E+061223010731.-36011.-40841.36-0.66694E+06-0.66378E+06-0.10403E+06-0.1057E+06-408413248.137-0.65407E+06-0.65104E+06-70440-72400.3248.133268.38-0.63821E+06-0.63533E+06-41039-43217.33268.50971.39-0.62013E+06-0.61743E+06-16093-18477.50971.58240.40-0.60063E+06-0.59811E+064252.11671.858240.56994.41-0.58049E+06-0.57817E+061997917223.56994.49176.42-0.56052E+06-0.55840E+063119028271.49176.36679.43-0.54144E+06-0.53954E+063811235041.36679.21301.44-0.52396E+06-0.52229E+064107937881.21301.4710.645-0.50870E+06-0.50728E+064053337221.4710.6-11630.46-0.49622E+06-0.49504E+063700433596.-11630-26467.47-0.48696E+06-0.48604E+063110127616.-26467-38808.48-0.48127E+06-0.48060E+062349719953.-38808-47939.49-0.47937E+06-0.47898E+061490611324.-47939-53451.50-0.48140E+06-0.48127E+066072.62470.8-53451-55247.1.3.2Ⅳ级围岩衬砌验算根据杨家函公路隧道的工程地质条件，选定合适的支护参数后，根据地下结构原理进行Ⅳ级围岩验算。首先进行手算进行验算，之后采用ansys16.0进行数值模拟验算。杨家函隧道Ⅳ级围岩衬砌设计图，如图1.11所示。图1.11Ⅳ级围岩衬砌支护设计（单位：cm）1．设计资料（1）杨家函公路隧道Ⅳ级围岩岩体特征岩体为Ⅳ级围岩，围岩的弹性抗力系数K=400Mpa/m，计算摩擦角，岩体重度，变形模量，泊松比，粘聚力，内摩擦角。（2）杨家函公路隧道Ⅳ级围岩衬砌材料初期支护喷射混凝土选择采用C25混凝土；重度，弹性模量，混凝土衬砌轴心抗压强度标准值：，混凝土轴心抗拉强度标准值：。Ⅳ级围岩二次衬砌选择采用C30防水混凝土；重度，弹性模量，混凝土衬砌轴心抗压强度标准值：，混凝土轴心抗拉强度标准值：。（3）结构尺寸2.主动荷载杨家函公路隧道的Ⅳ级围岩，为深埋隧道。根据《公路隧道设计细则》（JTGTD70-2010）中的规定，Ⅳ级围岩中二次衬砌承担外荷载的0.3，所以q=0.3×177.8544=53.3563kpa，e=0.3×44.4646=13.3391kpa3.绘制分块图结构是对称结构，荷载也是左右对称，因此采用隧道内轮廓左半部分半结构进行计算，半跨结构计算示意图如图1.12图1.12半跨结构计算图示4.计算半拱轴线长度(1).计算半拱轴线长度s式中为各圆弧轴线半径(2).计算半跨结构分块轴线长度分块长度a.计算半跨结构各分段截面中心的几何要素b.求各截面、竖直轴的夹角角度校核；1.各分段截面的中心坐标计算（单位：cm）利用几何关系，中心坐标可由下式计算： 利用上式可得表1.5表1.5曲墙拱结构几何计算要素截面φi(°)sinφicosφixi(cm)yi(cm)00.0000000.0000001.0000000.0000000.000000113.2500000.2292000.9733791.3465520.148544226.5000010.4461980.8949342.6214120.586266339.7500010.6394390.7688423.7567041.289863453.0000010.7986360.6018154.6919842.221872566.2500010.9153110.4027471.3774553.332674679.5000020.9832550.1822351.7766234.563126792.7500020.998848-0.0479781.8682341.9676648106.0000020.961262-0.2756371.6474127.807150校度校核；6.计算基本结构的单位位移惯性矩，b取单位长度，计算过程见表1.16表1.6曲墙拱结构的δik截面I1/Iyy(1+y积分系数00.003573279.8768540.0000000.000000279.876854110.003573279.87685441.5740276.175572369.200481420.003573279.876854164.08228496.195864704.237286230.003573279.876854361.002799461.6441531467.526605440.003573279.876854621.8505461381.6723162901.250262250.003573279.876854932.7383153108.5127325253.866216460.003573279.8768541277.1133505827.6291338661.732687270.003573279.8768541670.2110279967.25821913587.557128480.003573279.8768542181.04058217058.93958121708.8975991∑6438.16764618333.2376185860.296911129243.816643注：的计算按式辛普森法进行，以下各表均同。如图1.13所示，求曲线在上的曲边体型的面积，可应用精度较高的——辛普森方法计算，即把分成n等分，n必须为偶数。分别求出n个小段曲边体型的面积（每3点组成的曲线用抛物线代替），然后求和：图1.13辛普森法计算变位校核计算结果正确7.计算主动荷载在基本结构中产生的位移和（1）衬砌每一块上的作用力竖向力：式中：——相邻两截面之间的衬砌外缘的水平投影（由分块图量取）侧向水平力：式中：——相邻两截面之间的衬砌外缘的垂直投影（由分块图量取）自重力：以上各集中力均通过相应荷载图形的形心,衬砌每一块上的作用力计算过程，见表1.3分块上个集中力对下一分点的截面形心的力臂由分块图上量取，见图1.13，并分别记为、、。图1.14单元主动荷载图示弯矩：轴力：式中：、——相邻两截面中心点的坐标增量：表1.7和计算过程截面集中力(KN)力臂（m）−Qi−WiaW−EiQiWiEiaqaeaw073.98918110.9314002.1489290.6532000.2509000.673900-48.329733-7.366670-0.539166170.04615110.9314006.3307370.5783000.3939000.639200-40.507689-6.987351-2.493677262.37885010.93140010.1763990.4727000.5160000.570500-29.486483-6.236364-1.251022351.38745310.93140013.4791610.3418000.6106000.471400-17.564231-1.153062-8.230375437.66421210.93140016.0656120.1928000.6727000.347200-7.261660-3.795382-10.807337521.93477510.93140017.795693-0.0335000.7113000.2064000.734815-2.256241-12.65807760.05335610.93140018.578698-0.1276000.6964000.0051000.006808-0.055750-12.93820670.00000010.93140018.3719420.0000000.640400-0.1194000.0000001.305209-11.765392873.98918110.9314002.1489290.6532000.2509000.673900-48.329733-7.366670-0.539166表1.8计算过程截面i=1i=1∆∆−∆−∆M000000001001.278938181056.23556991284.920581212.148929011.2108456160.437722524-102.8257134-0.940634631-209.9906353161.89813198.479665871.0782858340.703596315-178.8856054-1.966261657-431.81637054239.208382218.656065260.8883165150.932009594-212.4927564-17.3876318-696.64442745301.527234732.135225810.6510519071.1108013-196.3098813-31.6958506-950.51453876350.122846948.200837850.3791243311.230452297-132.74009-59.30883166-1156.7429637382.989021861.996531160.0841325791.404537511-32.22185398-92.69460359-1294.6465688393.973778184.57522964-0.303700461.839486557119.6500175-151.5749979-1341.031731表1.9的计算过程截面sincos∑（Q+W）−∑sin−cosN0010000010.2292000.97337947.749600-2.14892910.944227-2.0917238.85250420.4461980.894934161.898132-6.33073774.023384-1.66559468.35779030.6394390.768842239.208382-18.656065152.959169-14.343563138.61560640.7986360.601815301.527235-32.135226240.810357-19.339462221.47089550.9153110.402747350.122847-48.200838320.471461-19.412728301.05873360.9832550.182236382.989022-61.996531376.575835-12.026913364.54892370.998848-0.047978393.973778-84.575230393.5200734.057761397.57783480.961262-0.275637404.905178-102.947172389.21983828.376086417.595925校核：计算误差：0.754971%<5%计算误差表明计算结果在误差范围内。计算过程，见表1.10。的计算过程见表1.11（2）主动荷载位移和计算过程，见表1.22表1.10、计算过程截面M0ip1/Iiyi1+yiM0ip/IiyiM0ip/IiM0ip(1+yi)/Ii积分系数00279.87685420100011-56.23556991279.87685420.1485437381.148543738-15739.0344-2337.934999-18076.969442-209.99063579.87685420.5862662621.586266262-58771.51834-34451.75839-93227.2767323-431.8163705279.87685421.2898625772.289862577-121974.9148-157330.8779-279301.792744-696.6444274279.87685422.2218721713.221872171-194974.6508-433208.7507-628183.401525-950.5145387279.87685423.3326734714.332673471-266027.0189-886581.1885-1152608.20746-1156.742963279.87685424.5631257681.563125768-323741.5816-1477291.805-1801037.38727-1294.646568279.87685421.8477179576.967663278-362341.6087-2162332.713-2524674.32148-1341.031731279.87685427.1180564458.807149835-375323.7423-2930208.693-3305532.4351∑10666.66667-4594637.551-19654452.18-24249089.73所以计算正确。（3）墙底（弹性地基上的刚性梁）单位弯矩作用下墙底截面产生的转角主动荷载作用下墙底截面的转角8.解主动荷载作用下的力法方程式中：其中——拱矢高，解得：9.求主动荷载作用下各截面的内力，以及校核计算精度主动荷载作用下各截面的内力的计算过程，见表1.23表1.11和计算过程截面X1pX2pyiMipMip/IiyiMip/Ii积分系数X2pcosφiNip0266.0230.000000266.02300074453.6803810.0000001131.794000131.7940001266.02320.171348229.95877864360.1394959560.2956854132.179063141.0315672266.02379.611441131.64380637963.56165022256.7553912121.526717189.8845063266.023171.1555991.3622281500.7635901931.7787924104.404108243.0197144266.023301.716910-128.9045183607.390933-80159.350910281.722869303.1937645266.023452.557061-231.934477-64913.091913-216334.139312454.690584351.7493176266.023619.645101-271.074862-75867.579755-346193.308119224.746491389.2954147266.023810.372867-218.250701-61083.319564-364524.6830904-6.515142391.0626928266.0231060.164105-14.844627-4154.667385-32436.1107881-37.429899380.166025∑-318201.838650-3118078.90976310.求单位弹性反力、相应摩擦力作用下，基本结构中产生的变位，a各截面的弹性反力强度假定拱部弹性抗力按抛物线分布，其中抗力零点位于拱顶两侧45°，最大抗力点位于拱角。假设最大弹性反力零点在截面3，即；最大弹性反力值，假定在截面6，即拱圈任意截面的外缘弹性反力强度计算示意图如图1.12图1.15单元单位弹性反力荷载示意拱圈：边墙：b各分块上的弹性反力集中力作用方向垂直衬砌外缘，并通过分块上弹性反力图形的形心。各点弹性反力的计算过程，见表1.12表1.12各点弹性反力的计算过程截面40.4103480.2051741.3991000.2870590.7986360.6018150.2292550.17275650.7687880.5895681.3991000.8248640.9153110.4027470.7550080.33221161.0000000.8843941.3991001.2373560.9832550.1822361.2166360.22549070.2026360.6013181.3991000.8413040.998848-0.0479780.840335-0.04036480.0000000.1013181.3991000.1417540.961262-0.2756370.136263-0.039073表1.13的计算过程截面0.2870590.8248641.2373560.8413040.141754M0iσ(σh)r4kR4r4kr5kR5r5kr6kR6r6kr7kR7r7kr8kR8r8k40.406540.11672-0.116751.758610.504900.616900.50893-1.013863.087210.886341.966511.622340.626370.77515-3.283874.374571.255943.289862.714081.975862.445190.852900.71765-7.132984.971701.427374.569283.769573.298974.082582.199241.850490.994350.14097-11.271表1.14的计算过截面φisinφicosφi∑Rvsinφi∑Rv∑Rhcosφi∑RhN0iσ(σ-h)453.0000000.7986360.6018150.1727560.1379693950.2292550.1379690566.2500000.9153110.4027470.5049680.4622028650.9842630.3964090.065794679.5000000.9832550.1822360.7304580.7182263942.2008990.4010820.317144792.7500000.998848-0.0479780.6900940.6892990623.041235-0.1459130.8352128106.0000000.961262-0.2756370.6510210.6258015983.177497-0.8758371.501639e.计算作用下产生的荷载位移和计算结果,见表1.28表1.15和计算过程截面Miσ01/Iiyi1+yiMiσ0/IiyiMiσ0/IiMiσ0(1+yi)/Ii积分系数4-0.116716279.882.2218723.221872171-32.66613929-72.57998581-101.246125125-1.013825279.883.3326734.332673471-283.7460385-941.6328948-1229.37893346-3.283822279.884.5631261.563125768-919.0658592-4193.813104-5112.87896427-7.132861279.881.9676646.967664-1996.322762-11913.38348-13909.7062448-11.270989279.887.8071508.80715-3154.489061-24627.56927-27782.058331∑-14178.22826-84596.42093-98774.64919校核：经校核，故计算结果正确11.解单位弹性反力、摩擦力作用下的力法方程式中均同前,计算解、：代入原方程检验，计算正确单位弹性反力图、摩擦力作用下截面的内力，并校核计算精度计算过程，见表1.16截面Miσ0X1σ(KN*m)X2σyi(KN*m)MiσMiσ/IiyiMiσ/Ii积分系数N0iσX2σcosφiNiσ00-4.0677770-4.067777-1807.9008890101.7865971.78659710-4.0677770.270847-3.796930-1687.524543-250.6712032401.7390364631.73903620-4.0677771.068967-2.998810-1332.80452-781.3783241201.5988870461.59888730-4.0677772.351867-1.715910-762.6266398-983.6835629401.37361051.3736114-0.164657-4.0677774.051244-0.181190-80.5289799-178.9250994201.07520091.0752015-1.051222-4.0677776.0766200.957621421.609521418.41755640.0732550.7195460.7928016-3.215500-4.0677778.3201621.036885460.83767692102.86027820.3248570.3255810.6504397-6.692908-4.06777710.8811210.12043653.52712026319.4318340.766927-0.0857180.6812098-10.712175-4.06777714.235143-0.544809-242.1373143-1890.40229311.260585-0.4924530.768132∑-11839.088022408.689897表1.16和计算过程最大弹性反力值的计算计算和：式中：计算过程见表1.30（14）计算衬砌截面总的内力，并校核计算精度a.衬砌各截面内力计算过程，见表1.17表1.17计算过程截面Mip/IiMiσ/Iiyh-yiMip/Ii(yh-yi)Miσ/Ii(yh-yi)积分系数0118232.4444-1807.9008894.563125768539509.5138-8249.67913111102203.9015-1687.5245434.41458203451187.507-7449.7155214260286.13589-1332.804523.976859505239749.4926-5300.376323232383.212581-762.62663983.2732631917800.882017-2496.27770844-57290.8968-59.221848282.341253597-134132.5182-138.653365325-103081.9899442.23047961.230452297-126837.4713544.143509546-120477.7166430.47216180002∑2079347.133-56731.13739（14）计算衬砌截面总的内力，并校核计算精度a.衬砌各截面内力计算过程，见表1.18表1.18和计算过程截面MipMiσσhMiNipNiσσhNiMi/IiMiyi/Ii积分系数0266.023-202.420719163.60228093131.7948.90463991224.698639917800.8063011229.9587784-188.942841741.01593674141.03156786.53793247227.569499511479.411351701.19466942131.6438058-149.2267917-13.58298588189.884506479.56381716269.4483235-3801.563358-2228.728341231.362228308-81.38711042-80.02488211243.019713568.35360623311.3733197-22397.11226-28889.1969444-128.9045178-6.630744632-131.5352624303.193764553.50414793356.6979124-37933.18288-84282.683425-231.934477449.51411454-182.4203629351.74931739.08009183394.8294088-51051.2373-170150.434946-271.074862548.19760037-222.8772621389.295413631.98332085421.2787345-62378.18698-284639.512427-218.2507008-11.89981944-234.1505202391.062691837.29633166428.3590235-65533.31101-391080.733648-14.84462657-54.91849684-69.76312341380.166025450.21909933430.3851247-19521.08352-152431.25261∑-719971.1406-3248397.784b.校核计算精度校核：符合精度要求4.数值模拟按照隧道断面几何数据建立分析模型。即H=0.35、IZZ=0.0035729167、EX=31e9、PRXY=0.25、DENS=2300。单元网格划分：将上半圆拱划分为25个网格,一共为50个单元网格。首先在CAD中绘制结构图，设为面域并输出为sat文件，然后在ansys中导入sat文件。选用Beam单元模拟衬砌结构，对模型施加围岩垂直、水平荷载、重力，围岩、二次衬砌之间施加径向弹簧，添加边墙底端垂直、水平位移约束。数值求解，采用全牛顿-拉普森法，进行分析求解。求解后采用生死单元命令杀死全部受拉弹簧，进行第二次求解。最后，处理数据结构，得到弯矩、轴力、剪力。ANSYS数值分析过程见下图。图1.16单元网格划分图图1.17施加荷载、约束图图1.18施加径向弹簧图图1.19施加径向弹簧后变形图图1.20去除受拉弹簧后变形图图1.21弯矩图图1.22剪力图图1.23轴力图表1.单元内力值STATCURRENTCURRENTCURRENTCURRENTCURRENTCURRENTELEMNINJQIQJMIMJ1-0.90783E+06-0.90796E+06-3891.4-7201.0-89990.-87658.2-0.89573E+06-0.89610E+06-16381.-19676.-87658.-80080.3-0.89050E+06-0.89111E+06-29617.-32877.-80080.-66946.4-0.89210E+06-0.89294E+06-42242.-45448.-66946.-48518.5-0.90026E+06-0.90134E+06-52922.-56057.-48518.-25611.6-0.91451E+06-0.91582E+06-60381.-63432.-25611.406.977-0.93417E+06-0.93570E+06-63451.-66397.406.9727697.8-0.95836E+06-0.96011E+06-61076.-63897.27697.53961.9-0.98605E+06-0.98800E+06-52346.-55031.53961.76527.10-0.10161E+07-0.10182E+07-36538.-39072.76527.92418.11-0.10471E+07-0.10494E+07-13122.-15493.92418.98431.12-0.10778E+07-0.10803E+0718219.16026.98431.91234.13-0.11067E+07-0.11093E+0757580.55576.91234.67453.14-0.11324E+07-0.11352E+070.10483E+060.10302E+0667453.23771.15-0.11535E+07-0.11564E+070.15960E+060.15800E+0623771.-42977.16-0.11766E+07-0.11796E+0727637.26262.-42977.-54304.17-0.12038E+07-0.12069E+07-28719.-29867.-54304.-41991.18-0.12302E+07-0.12334E+07-40886.-41803.-41991.-24613.19-0.12529E+07-0.12561E+07-34776.-35451.-24613.-9853.620-0.12581E+07-0.12613E+07-24301.-24739.-9853.6452.6821-0.12631E+07-0.12664E+07-19448.-19643.452.688668.022-0.12680E+07-0.12713E+07-18149.-18100.8668.016286.23-0.12728E+07-0.12761E+07-14679.-14386.16286.22394.24-0.12770E+07-0.12802E+072720.83257.322394.21138.25-0.12791E+07-0.12823E+0749902.50678.21138.-0.53596E-1026-0.12806E+07-0.12774E+07-50671.-49891.-0.71722E-1021131.27-0.12785E+07-0.12752E+07-3298.9-2762.421131.22409.28-0.12742E+07-0.12709E+0714338.14632.22409.16320.29-0.12694E+07-0.12661E+0718066.18116.16320.8716.330-0.12645E+07-0.12612E+0719628.19433.8716.3507.2631-0.12596E+07-0.12563E+0724741.24307.507.26-9801.432-0.12545E+07-0.12512E+0735484.34804.-9801.4-24573.33-0.12319E+07-0.12287E+0741851.40939.-24573.-41973.34-0.12057E+07-0.12026E+0729940.28791.-41973.-54316.35-0.11788E+07-0.11758E+07-26194.-27569.-54316.-43017.36-0.11564E+07-0.11535E+07-0.15800E+06-0.15960E+06-43017.23730.37-0.11352E+07-0.11324E+07-0.10302E+06-0.10483E+0623730.67412.38-0.11093E+07-0.11067E+07-55578.-57582.67412.91194.39-0.10803E+07-0.10778E+07-16028.-18221.91194.98392.40-0.10494E+07-0.10471E+0715489.13118.98392.92380.41-0.10182E+07-0.10160E+0739067.36533.92380.76492.42-0.98799E+06-0.98604E+0655024.52339.76492.53928.43-0.96010E+06-0.95835E+0663890.61068.53928.27667.44-0.93569E+06-0.93416E+0666389.63447.27667.380.7445-0.91582E+06-0.91451E+0663423.60376.380.74-25637.46-0.90134E+06-0.90026E+0656047.52912.-25637.-48536.47-0.89294E+06-0.89209E+0645437.42231.-48536.-66960.48-0.89110E+06-0.89050E+0632866.29606.-66960.-80089.49-0.89610E+06-0.89573E+0619661.16370.-80089.-87662.50-0.90795E+06-0.90783E+067193.93880.3-87662.-89990.MINIMUMVALUESELEM26253636150VALUE-0.12806E+07-0.12823E+07-0.15800E+06-0.15960E+06-89990.-89990.MAXIMUMVALUESELEM766615151211VALUE-44041.0.00000.15960E+060.15800E+0698431.98431.1.结构验算（1）按偏心要求，对于整体式混凝土衬砌，视为偏心受压构件，轴向力的偏心距和截面厚度应满足。（2）按抗压要求，混凝土轴心、偏心受压构件的抗压强度应按下式计算：式中：（3）按抗裂要求，对于混凝土矩形截面，偏心受压构件的抗拉强度按下式计算：式中：当时，可不必按抗裂公式计算；时，可不必按抗压计算。①拱顶验算（单元1）拱顶单元1的内力值为：M=89.990KN*m,N=907.830KNa.偏心验算b.抗压验算可以不进行抗压验算c.抗裂验算在进行数值模拟分析时采用外荷载，根据规范Ⅳ级围岩二次衬砌只承担外荷载的30%，因此二次衬砌所承担的轴力为N=907830×30%=272349N，满足要求。②侧墙验算（单元20）侧墙单元20的内力值为：M=9.8536KN*m,N=1258.1KNa.偏心检验满足要求。b.抗压验算可以不进行抗压验算c.抗裂验算二次衬砌所承担的轴力为：N=1258100×30%=377430，满足要求。③仰拱端部（单元2处）仰拱端部单元2的内力值为：M=87.658KN*m,N=891.730KNa.偏心检验满足要求。b.抗压验算二次衬砌所承担的轴力为N=895730×30%=268719N满足要求。c.抗裂验算=0.9876>0.07=0.2h可以不进行抗裂验算通过以上验算得知，在拱顶、侧墙截面、仰拱端部处，混凝土强度满足要求，所以不需配筋。1.3.3Ⅴ级围岩衬砌验算根据杨家函公路隧道的工程地质条件，选定合适的支护参数后，根据地下结构原理进行Ⅴ级围岩衬砌结构内力验算。采用ansys16.0进行验算，衬砌结构设计图如图1.24所示。图1.24杨家函隧道Ⅴ级围岩衬砌图1.设计资料（1）杨家函公路隧道Ⅴ级围岩岩体特征岩体为Ⅴ级围岩，围岩的弹性抗力系数K=150Mpa/m，计算摩擦角，岩体重度，变形模量，泊松比，粘聚力，内摩察角。（2杨家函公路隧道Ⅴ级围岩衬砌材料初期支护喷射混凝土选择采用C25混凝土；重度γ=20KN/m2，弹性模量，混凝土衬砌轴心抗压强度标准值：，混凝土轴心抗拉强度标准值：。Ⅳ级围岩二次衬砌选择采用C30防水混凝土；重度γ=20KN/m2，弹性模量，混凝土衬砌轴心抗压强度标准值：，混凝土轴心抗拉强度标准值：。2.结构荷载(2)结构上的荷载为：垂直均布压力：水平均布压力：边墙底部水平围岩压力：3.内力分析采用荷载结构法进行计算。荷载结构法基本假定：①按平面应变问题进行处理②结构属于小变形③弹簧单元只受压。按照杨家函公路隧道断面几何数据建立分析模型，即H=0.45、IZZ=0.00759375、EX=3e10、PRXY=0.4、DENS=2000。单元网格划分：将上半圆拱划分为50个网格，边墙每段划分为4个单元网格，仰拱划分为20个网格，一共为78个单元网格。首先在CAD中绘制结构图，设为面域并输出为sat文件，然后在ansys中导入sat文件。选用Beam单元模拟衬砌结构，对模型施加围岩垂直、水平荷载、重力，围岩、二次衬砌之间施加径向弹簧，添加边墙底端垂直、水平位移约束。数值求解，采用全牛顿-拉普森法，进行分析求解。求解后采用生死单元命令杀死全部受拉弹簧，进行第二次求解。最后，处理数据结构，得到弯矩、轴力、剪力。ANSYS数值分析过程见下图。图1.25单元网格划分图图1.26施加荷载、约束图图1.27施加径向荷载图图1.28施加径向弹簧后变形图图1.29去除受拉弹簧后变形图图1.30弯矩图27图1.31轴力图图1.32剪力图表1.单元内力值图ELEMNINJQIQJMIMJ1-0.35615E+07-0.16748E+07-4563.3-8268.0-0.20098E+06-0.19828E+062-0.31214E+07-0.16333E+07-22079-25764.-0.19828E+06-0.18823E+063-0.27856E+07-0.16040E+07-43870-47514.-0.18823E+06-0.16902E+064-0.25579E+07-0.15870E+07-67462-71047.-0.16902E+06-0.13991E+065-0.24389E+07-0.15825E+07-90369-93874.-0.13991E+06-0.10119E+066-0.24259E+07-0.15900E+07-0.11016E+06-0.11356E+06-0.10119E+06-541757-0.25133E+07-0.16085E+07-0.12450E+06-0.12779E+06-54175-1154.98-0.26934E+07-0.16368E+07-0.13125E+06-0.13440E+06-1154.9546749-0.29565E+07-0.16734E+07-0.12849E+06-0.13149E+06546740.10931E+0610-0.32911E+07-0.17163E+07-0.11458E+06-0.11741E+060.10931E+060.15807E+0611-0.36840E+07-0.17634E+07-88208-908580.15807E+060.19570E+0612-0.41213E+07-0.18124E+07-48425-508760.19570E+060.21657E+0613-0.45880E+07-0.18608E+075333.63093.50.21657E+060.21480E+0614-0.50687E+07-0.19060E+0773218712020.21480E+060.18445E+0615-0.55479E+07-0.19453E+070.15496E+060.15318E+060.18445E+060.11969E+0616-0.60099E+07-0.19763E+070.24988E+060.24834E+060.11969E+061498217-0.64400E+07-0.20058E+070.12926E+060.12798E+0614982-3908018-0.68237E+07-0.20381E+074028139257-39080-5579619-0.71477E+07-0.20697E+07-19789-20548-55796-4731820-0.71780E+07-0.20751E+07-53410-53900-47318-2476621-0.72186E+07-0.20835E+07-72472-72690-247665741.122-0.72640E+07-0.20932E+07-7779-777425741.13843023-0.73110E+07-0.21029E+07-72502-72173384306883524-0.73645E+07-0.21123E+07-52894-52294688359094125-0.74274E+07-0.21204E+07-9591.8-8728.1909419479226-0.74529E+07-0.21092E+070.26348E+060.26454E+06947921354927-0.71617E+07-0.19923E+070.74361E+060.74528E+0613549-0.21554E+06280.20213E+070.11614E+06-0.13348E+06-0.13133E+06-0.21554E+06-0.17479E+06290.17079E+0750964-0.14519E+06-0.14269E+06-0.17479E+06-0.13050E+06（续表ELEMNINJQIQJMIMJ300.11943E+07-14813-0.12361E+06-0.11959E+06-0.13050E+06-732413164720-67584-89102-85057-73241-32238329511.6-0.12077E+06-56706-52637-32238-6494.433-46609.-0.17527E+06-31363-27273-6494.47310.634-0.10387E+06-0.23148E+06-14262-101557310.61305935-0.16230E+06-0.28944E+06-4531.0-408.37130591422236-0.22185E+06-0.34899E+06-391.993742.7142221343337-0.28236E+06-0.40987E+06163.234306.9134331238138-0.34361E+06-0.47174E+06-927.173222.5123811184039-0.40530E+06-0.53425E+06-1851.62297.1118401173640-0.40329E+06-0.53118E+06-1900.42252.3117361165441-0.34191E+06-0.46887E+06-2982.01167.6116541208142-0.28093E+06-0.40713E+06-4176.6-32.907120811307243-0.22064E+06-0.34630E+06-3701.3433.38130721384144-0.16121E+06-0.28668E+06347.914470.6138411270745-0.10280E+06-0.22847E+069941.714049127077058.446-45465-0.17183E+0626822.30912.7058.4-6534.04710845-0.11669E+0651834.55903.-6534.0-318994866311-627058378287827-31899-72302490.12129E+06-9051.00.11775E+060.12177E+06-72302-0.12869E+06500.17305E+06577420.13915E+060.14165E+06-0.12869E+06-0.17190E+06510.17703E+06968230.14624E+060.14840E+06-0.17190E+06-0.21723E+0652-0.72688E+07-0.19871E+07-0.74595E+06-0.74428E+06-0.21723E+061205753-0.75772E+07-0.21046E+07-0.26592E+06-0.26485E+06120579372354-0.75658E+07-0.21147E+077442.48310.1937239041255-0.75035E+07-0.21065E+075136851968904126869556-0.74502E+07-0.20970E+077159971928686953853157-0.74032E+07-0.20872E+077746977525385315957.858-0.73578E+07-0.20776E+0772649724315957.8-24532（续表ELEMNINJQIQJMIMJ59-0.73173E+07-0.20694E+075402153531-24532-4713660-0.72870E+07-0.20642E+0720764.20005-47136-5570461-0.69629E+07-0.20332E+07-39019-40044-55704-3908862-0.65788E+07-0.20015E+07-0.12780E+06-0.12909E+06-390881490263-0.61480E+07-0.19729E+07-0.24833E+06-0.24987E+06149020.11960E+0664-0.56843E+07-0.19421E+07-0.15318E+06-0.15496E+060.11960E+060.18436E+0665-0.52028E+07-0.19029E+07-71203-732200.18436E+060.21472E+0666-0.47187E+07-0.18578E+07-3097.2-5337.30.21472E+060.21649E+0667-0.42474E+07-0.18096E+0750870484180.21649E+060.19562E+0668-0.38043E+07-0.17608E+0790850882000.19562E+060.15799E+0669-0.34042E+07-0.17139E+070.11740E+060.11457E+060.15799E+060.10924E+0670-0.30613E+07-0.16712E+070.13148E+060.12847E+060.10924E+065461071-0.27886E+07-0.16348E+070.13439E+060.13123E+0654610-1213.072-0.25977E+07-0.16067E+070.12777E+060.12448E+06-1213.0-5422673-0.24986E+07-0.15885E+070.11354E+060.11014E+06-54226-0.10123E+0674-0.24993E+07-0.15813E+079385590350-0.10123E+06-0.13995E+0675-0.26053E+07-0.15861E+077102667442-0.13995E+06-0.16905E+0676-0.28196E+07-0.16033E+074749443849-0.16905E+06-0.18824E+0677-0.31419E+07-0.16329E+072574322058-0.18824E+06-0.19829E+0678-0.35684E+07-0.16747E+078246.94542.2-0.19829E+06-0.20098E+064.结构验算验算方法与Ⅳ级围岩相同，分别验算拱顶、边墙和仰拱端部。拱顶验算（单元1）拱顶单元1的内力值为：M=200.980KN*m,N=3561.5KN①偏心验算②抗压验算可以不进行抗压验算③抗裂验算在进行数值模拟分析时采用外荷载，根据规范Ⅴ级围岩二次衬砌只承担外荷载的60%，因此二次衬砌所承担的轴力为N=3561500×60%=2136900N，不满足要求。