铁路单洞双线隧道工程毕业设计

1、PAGE 隧道工程课课程设计计姓名：专业班级：学号：指导老师：目录TOC o 1-3 h z u HYPERLINK l _Toc376951512第一章工程程概况 PAGEREF _Toc376951512 h 11 HYPERLINK l _Toc3769515131.1 隧隧道概况况 PAGEREF _Toc376951513 h 1 HYPERLINK l _Toc3769515141.2 工工程地质质及水文文地质 PAGEREF _Toc376951514 h 11 HYPERLINK l _Toc3769515151.2.11工程地地质 PAGEREF _Toc376951515

2、h 1 HYPERLINK l _Toc3769515161.2.22 水文文地质 PAGEREF _Toc376951516 h 11 HYPERLINK l _Toc376951517第二章隧道道深浅埋埋判定及及围岩压压力的计计算 PAGEREF _Toc376951517 h 2 HYPERLINK l _Toc3769515182.1 深深浅埋隧隧道的判判定原则则 PAGEREF _Toc376951518 h 2 HYPERLINK l _Toc3769515192.2 围围岩压力力的计算算方法 PAGEREF _Toc376951519 h 22 HYPERLINK l _Toc3

3、769515202.3 级围岩岩计算 PAGEREF _Toc376951520 h 33 HYPERLINK l _Toc3769515212.3.11 级围岩岩深浅埋埋的判定定 PAGEREF _Toc376951521 h 3 HYPERLINK l _Toc3769515222.3.22 级围岩岩压力的的计算 PAGEREF _Toc376951522 h 44 HYPERLINK l _Toc3769515232.4 级围岩岩的计算算 PAGEREF _Toc376951523 h 4 HYPERLINK l _Toc3769515242.4.11 级围岩岩深浅埋埋判定 PAGERE

4、F _Toc376951524 h 44 HYPERLINK l _Toc3769515252.4.22 级围岩岩压力的的计算 PAGEREF _Toc376951525 h 44 HYPERLINK l _Toc376951526第三章衬砌砌内力计计算与检检算 PAGEREF _Toc376951526 h 5 HYPERLINK l _Toc3769515273.1 AAnsyys的加加载求解解过程 PAGEREF _Toc376951527 h 55 HYPERLINK l _Toc3769515283.2 衬衬砌结构构强度检检算原理理 PAGEREF _Toc376951528 h 5

5、 HYPERLINK l _Toc3769515293.3 IIV级围围岩衬砌砌内力计计算与强强度检算算 PAGEREF _Toc376951529 h 6 HYPERLINK l _Toc3769515303.4 VV级围岩岩衬砌内内力计算算与强度度检算 PAGEREF _Toc376951530 h 99 HYPERLINK l _Toc376951531第四章衬砌砌截面配配筋计算算 PAGEREF _Toc376951531 h 19 HYPERLINK l _Toc3769515324.1 截截面配筋筋原理 PAGEREF _Toc376951532 h 119 HYPERLINK l

6、 _Toc3769515334.2 IIV级围围岩配筋筋计算 PAGEREF _Toc376951533 h 119 HYPERLINK l _Toc3769515344.3 VV级围岩岩配筋计计算 PAGEREF _Toc376951534 h 200 HYPERLINK l _Toc3769515354.3.11 断面面1的配筋筋计算 PAGEREF _Toc376951535 h 220 HYPERLINK l _Toc3769515364.3.22 断面面2的配筋筋计算 PAGEREF _Toc376951536 h 221 PAGE 53第一章工程程概况1.1 隧隧道概况况太中银铁路

7、路为客货货共线的的双线铁铁路。线线路上一一共建有有22座隧道道，其中中王家庄庄2号隧道道位于王王家庄东东侧，隧隧道进口口地势较较陡，此此处岩石石裸露，进进口前方方为一冲冲沟，冲冲沟内有有水，地地势狭窄窄。出口口坡度陡陡，为黄黄土覆盖盖，并有有大量植植被，出出口前方方为一冲冲沟，沟沟内地势势平缓，沟沟内经过过开采，原原有地形形已改变变。隧道道进口里里程DK1194+0822，出口口里程DK1194+4500，全长3688m。隧道道位于半半径为50000m曲线上上，隧道道内坡度度为7.5的下坡坡，最大大埋深61.08mm。隧道道进出线线间距4.449m，DK1194+3400至出口口线间距距为4.

8、440m。1.2 工工程地质质及水文文地质1.2.11工程地地质(1) 隧隧道洞身身通过的的地层为为第四系系中更新新统洪积积层老黄黄土，奥奥陶系下下统灰白白色石灰灰岩。地层描述如如下：老黄土：稍稍湿、坚坚硬状态态，具垂垂直节理理;奥陶系下统统灰白色色石灰岩岩：强风风化弱弱风化，节节理发育育，岩层层产状119515。(2) 分分布里程程、围岩岩分级及及岩土施施工工程程分级分布里程围岩分级DK1944+0882DDK1994+2299DK1944+2999DDK1994+4400DK1944+4000DDK1994+4450岩性岩土施工工程分级老黄土石灰岩W22(3) 土土壤最大大冻结深深度：11

9、.044m。(4) 地地震动峰峰值加速速度0.05gg，地震震基本烈烈度VII度。1.2.22 水文地地质隧道洞体内内土石界界面有地地下水。第二章隧道道深浅埋埋判定及及围岩压压力的计计算2.1 深深浅埋隧隧道的判判定原则则深、浅埋隧隧道分界界深度至至少应大大于坍方方的平均均高度且且有一定定余量。根根据经验验，这个个深度通通常为222.5倍的坍坍方平均均高度值值，即：式中，深深浅埋隧隧道分界界的深度度；等效荷载载高度值值系数222.5在松软软的围岩岩中取高高限，在在较坚硬硬围岩中中取低限限。当隧道覆盖盖层厚度度时为超超浅埋，时为浅埋，时为深埋。2.2 围围岩压力力的计算算方法(1) 当当隧道埋埋

10、深h小于或或等于等等效荷载载高度hhq（即）时时，为超超浅埋隧隧道，围围岩压力力按全土土柱计算算。围岩垂直均均布压力力为：式中，r围岩容容重，见见表2-1；h隧道埋埋置深度度。围岩水平均均布压力力e按朗金金公式计计算表2-1 围岩压压力相关关计算参参数围岩级别容重r（kkN/mm3）弹性反力系系数K（MPaa/m）岩体两侧摩摩擦系角角()计算摩擦角角0()= 4 * ROMANIV202332005500( 0.770.9 )050600= 5 * ROMANV172001002200( 0.550.7 )040500(2) 当当隧道埋埋深h大于等等效荷载载高度hhq且小于于深浅埋埋分界深深度

11、（）时时，为一一般浅埋埋隧道，围围岩压力力按谢家家休公式式计算：围岩垂直均均布压力力为：式中，B坑道跨跨度；r围岩的的容度；h洞顶覆覆土厚度度；岩体两侧侧摩擦角角，见表表2-1；侧压力系系数；围岩计算算摩擦角角，见表表2-1；产生最大大推力时时的破裂裂角；围岩水平压压力按下下式计算算：隧道顶部水水平压力力： 隧道底部水水平压力力： (3) 当当隧道埋埋深h大于或或等于深深浅埋分分界深度度Hp（即）时时，为深深埋隧道道，围岩岩压力按按自然拱拱内岩体体重量计计算：单线铁路隧隧道按概概率极限限状态设设计时的的垂直压压力为：单线、双线线及多线线铁路隧隧道按破破坏阶段段设计时时垂直压压力为：式中，hqq

12、等效荷荷载高度度值；s围岩级级别，如如级围岩岩s=3；r围岩的的容重w宽度影影响系数数，其值值为：其中，B坑道宽宽度；iB每增增加1m时，围围岩压力力的增减减率（以以B=5m为基准准），当当B5m时，取取i=0.1。围岩的水平平均布压压力e按表2-2计算求求得。表2-2 围岩水水平均布布压力围岩级别= 1 * ROMANI= 2 * ROMANII= 3 * ROMANIII= 4 * ROMANIV= 5 * ROMANV= 6 * ROMANVI水平均布压压力00.155q(0.1550.3)qq(0.3000.5)qq(0.51.00)q2.3 级围岩岩计算2.3.11 级围岩岩深浅埋埋

13、的判定定偏于安全考考虑，取取隧道开开挖最大大轮廓尺尺寸进行行围岩压压力的计计算。开挖轮廓：B=133.444m，=111.811m等效荷载高高度：深浅埋分界界深度：由于围岩为为级，极极为软弱弱破碎且且节理发发育，故故深浅埋埋分界深深度取为为。由隧道纵断断面图可可知，级围岩岩中，隧隧道的最最小埋深深，故处处于级围岩岩的隧道道均为深深埋隧道道。2.3.22 级围岩岩压力的的计算根据铁路路隧道设设计规范范推荐荐的方法法：垂直均布松松动压力力：水平均布松松动压力力：2.4 级围岩岩的计算算2.4.11 级围岩岩深浅埋埋判定隧道开挖最最大轮廓廓尺寸：B=133.844m，=122.422m等效荷载高高度

14、：深浅埋分界界深度：由于围岩为为级，岩岩体软弱弱破碎、节节理发育育、强-弱风化化且含地地下水，故故取。由隧道纵断断面图知知，处于于级围岩岩的隧道道最小埋埋深0m，最大大埋深，故级围岩岩中的隧隧道可分分为超浅浅埋和一一般浅埋埋隧道。2.4.22 级围岩岩压力的的计算(1) 对对于埋深深的超浅浅埋隧道道，衬砌砌统一按按超浅埋埋段隧道道的最大大埋深处处的围岩岩压力进进行设计计和检算算。超浅埋隧道道垂直松松动压力力按全土土柱计算算：垂直均布松松动压力力：水平松动压压力：隧道顶部隧道底部(2) 对对于埋深深的一般般浅埋隧隧道，衬衬砌统一一按照一一般浅埋埋段隧道道的最大大埋深处处的围岩岩压力进进行设计计和

15、检算算。一般浅埋隧隧道围岩岩压力按按谢家休休公式计计算：对于级围围岩，计计算摩擦擦角垂直均布松松动压力力：水平松动压压力：隧道顶部：隧道底部：第三章衬砌砌内力计计算与检检算3.1 AAnsyys的加载载求解过过程在衬砌内力力计算中中，首先先拟定衬衬砌结构构厚度及及参数值值，然后后再Anssys程序中中建立模模型并添添加约束束，进行行加载，最最后求得得各单元元内力值值。Ansyss加载求求衬砌内内力过程程：进入前处理理，定义义单元类类型、材材料属性性、实常常数。建模：建立立关键点点，连接接关键点点生成二二衬轴线线设置线单元元属性，划划分单元元施加水平、竖竖向弹簧簧支撑施加边界条条件施加围岩压压力

16、，与与重力加加速度求解进入后处理理，定义义轴力、弯弯矩单元元表，显显示轴力力、弯矩矩图3.2 衬衬砌结构构强度检检算原理理隧道衬砌为为双线复复合衬砌砌，参照照铁路路隧道设设计规范范按破破损阶段段法及容容许应力力法检算算隧道结结构截面面。隧道结构截截面抗压压强度按按下式计计算：式中，K安全系系数，见见表3-1；N轴向力力（MN）；Ra混凝凝土或砌砌体的抗抗压极限限强度（Mpa），见见表3-2；构件纵向向弯曲系系数，对对于隧道道衬砌，可可取=11.0b截面宽宽度；h截面厚厚度；轴向力偏偏心影响响系数，查查规范可可得，计计算公式式如下： 且1.0000表3-1 混凝土土何砌体体结构的的强度安安全系数

17、数K圬工种类混凝土砌体荷载组合主要荷载主要荷+附附加荷载载主要荷载主要荷+附附加荷载载破坏原因混凝土或砌砌体达到抗压极限限强度2.42.02.72.3混凝土达到到抗拉极限强度3.63.0表3-2 混凝土土的极限限强度（Mpa）强度种类符号混凝土强度度等级C15C20C25C30C40C50抗 压Ra12.015.519.022.529.536.5弯曲抗压Rw15.019.424.228.136.945.6抗 拉R11.41.72.02.22.73.1注：1 片片石混凝凝土的抗抗压极限限强度可可采用表表中数据据；2 表中弯弯曲抗压压极限强强度Rw=1.25RRa换算。从抗裂要求求出发，混混凝土矩

18、矩形截面面偏心受受压构件件的抗拉拉强度按按下式计计算：式中，R11混凝土土的抗拉拉极限强强度；e0检算算截面偏偏心距； 其他符符号同前前。对混凝土矩矩形构件件，按铁铁路隧道道设计规规范规规定的安安全系数数及材料料强度竖竖直计算算结果表表明，当当e00.22h时，有有抗压强强度控制制承载能能力，不不必检算算抗裂；当e00.22h时，由由抗拉强强度控制制承载能能力，不不必检算算抗压。3.3 = 4 * ROMANIIV级围围岩衬砌砌内力计计算与强强度检算算= 4 * ROMANIV级围岩岩中的隧隧道都为为深埋隧隧道，取取如下断断面衬砌砌进行强强度的检检算。图3-1 = 4 * ROMANIV级围围

19、岩隧道道断面衬衬砌图表3-3 断面1的衬砌砌结构及及围岩参参数表结构及围岩岩容重(kNN/m33)弹性抗力系系数(Mpa/m)弹性模量（Gpa）泊松比C25混凝凝土2329.50.2= 4 * ROMANIV级围岩岩22350利用anssys求解，得得到衬砌砌的变形形图、弯弯矩图及及轴力图图如下：图3-2 = 4 * ROMANIV级围围岩变形形图图3-3 = 4 * ROMANIV级围围岩弯矩矩图图3-4 = 4 * ROMANIV级围围岩轴力力图表3-4 = 4 * ROMANIV级围围岩所有有点的内内力计算算及强度度检算结结果节点弯矩轴力高h偏心距e00轴力偏心影影响系数数抗压抗裂强度检

20、算13.33EE+033-5.622E+0050.55.92EE-0331.00EE+000121.35EE+033-5.633E+0050.52.40EE-0331.00EE+00013-4.755E+003-5.644E+0050.58.43EE-0331.00EE+00014-1.522E+004-5.666E+0050.52.69EE-0221.00EE+00015-2.966E+004-5.711E+0050.55.18EE-0229.49EE-01116-4.533E+004-5.811E+0050.57.80EE-0228.54EE-01117-5.622E+004-6.000E

21、+0050.59.37EE-0227.82EE-01118-5.100E+004-6.333E+0050.58.05EE-0228.43EE-01119-1.299E+004-6.944E+0050.51.86EE-0221.00EE+0001101.08EE+044-7.677E+0050.41.41EE-0221.00EE+0001112.97EE+044-8.444E+0050.43.52EE-0229.70EE-0111123.83EE+044-9.099E+0050.44.22EE-0229.47EE-0111132.73EE+044-9.599E+0050.42.85EE-0229

22、.88EE-0111149.47EE+033-1.000E+0060.49.47EE-0331.00EE+0001153.16EE+033-1.033E+0060.43.07EE-0331.00EE+0001162.36EE+033-1.055E+0060.42.26EE-0331.00EE+0001172.31EE+033-1.044E+0060.42.21EE-0331.00EE+0001184.15EE+022-1.044E+0060.44.00EE-0441.00EE+000119-4.099E+003-1.033E+0060.43.96EE-0331.00EE+000120-1.13

23、3E+004-1.033E+0060.41.10EE-0221.00EE+000121-1.988E+004-1.033E+0060.41.93EE-0221.00EE+000122-2.555E+004-1.033E+0060.42.47EE-0229.96EE-011123-2.100E+004-1.055E+0060.42.00EE-0221.00EE+0001243.18EE+033-1.099E+0060.42.92EE-0331.00EE+0001255.57EE+044-1.066E+0060.45.26EE-0229.03EE-0111268.08EE+044-1.022E+0

24、060.47.89EE-0227.57EE-0111278.37EE+044-9.866E+0050.48.49EE-0227.19EE-0111287.00EE+044-9.488E+0050.47.39EE-0227.88EE-0113294.50EE+044-9.111E+0050.44.94EE-0229.17EE-0111301.39EE+044-8.788E+0050.41.58EE-0221.00EE+000131-1.877E+004-8.499E+0050.42.20EE-0221.00EE+000132-4.866E+004-8.277E+0050.45.87EE-0228

25、.73EE-011133-7.244E+004-8.111E+0050.48.93EE-0226.90EE-011134-8.788E+004-8.033E+0050.41.09EE-0115.53EE-011335-9.300E+004-8.022E+0050.41.16EE-0115.08EE-011436-8.788E+004-8.100E+0050.41.08EE-0115.60EE-011437-7.244E+004-8.255E+0050.48.77EE-0227.00EE-011438-4.866E+004-8.488E+0050.45.73EE-0228.80EE-011339

26、-1.877E+004-8.766E+0050.42.13EE-0221.00EE+0001401.39EE+044-9.099E+0050.41.53EE-0221.00EE+0001414.50EE+044-9.455E+0050.44.77EE-0229.25EE-0111427.00EE+044-9.833E+0050.47.13EE-0228.04EE-0111438.37EE+044-1.022E+0060.48.21EE-0227.37EE-0111448.08EE+044-1.055E+0060.47.66EE-0227.72EE-0113455.57EE+044-1.099E

27、+0060.45.13EE-0229.09EE-0111463.18EE+033-1.055E+0060.43.04EE-0331.00EE+000147-2.100E+004-1.033E+0060.42.04EE-0221.00EE+000148-2.555E+004-1.022E+0060.42.49EE-0229.95EE-011149-1.988E+004-1.022E+0060.41.94EE-0221.00EE+000150-1.133E+004-1.033E+0060.41.10EE-0221.00EE+000151-4.099E+003-1.033E+0060.43.96EE

28、-0331.00EE+0001524.15EE+022-1.044E+0060.44.00EE-0441.00EE+0001532.31EE+033-1.044E+0060.42.22EE-0331.00EE+0001542.36EE+033-1.022E+0060.42.31EE-0331.00EE+0001553.16EE+033-9.955E+0050.43.18EE-0331.00EE+0001569.47EE+033-9.544E+0050.49.93EE-0331.00EE+0001572.73EE+044-9.044E+0050.43.02EE-0229.84EE-0111583

29、.83EE+044-8.400E+0050.44.56EE-0229.33EE-0111592.97EE+044-7.644E+0050.43.89EE-0229.58EE-0111601.08EE+044-6.911E+0050.51.57EE-0221.00EE+000161-1.299E+004-6.311E+0050.52.04EE-0221.00EE+000162-5.100E+004-5.988E+0050.58.53EE-0228.21EE-011163-5.622E+004-5.799E+0050.59.71EE-0227.65EE-011164-4.533E+004-5.69

30、9E+0050.57.96EE-0228.47EE-011165-2.966E+004-5.655E+0050.55.24EE-0229.48EE-011166-1.522E+004-5.633E+0050.52.71EE-0221.00EE+000167-4.755E+003-5.622E+0050.58.45EE-0331.00EE+0001681.35EE+033-5.622E+0050.52.40EE-0331.00EE+0001强度验算：1抗压合合格 2抗压不不合格 3抗拉合合格 4抗拉不不合格3.4 = 5 * ROMANVV级围岩岩衬砌内内力计算算与强度度检算(1) 超超浅埋与与

31、一般浅浅埋分界界里程处处隧道断断面1的衬砌砌强度检检算图3-5 隧道断断面1衬砌图图表3-5 断面1的衬砌砌结构及及围岩参参数表结构及围岩岩容重(kNN/m33)弹性抗力系系数(Mpa/m)弹性模量（Gpa）泊松比C30混凝凝土25310.2= 4 * ROMANIV级围岩岩22150利用anssys求解，得得到衬砌砌的变形形图、弯弯矩图及及轴力图图如下：图3-6 断面1变形图图图3-7 断面1弯矩图图图3-8 断面1轴力图图表3-6 = 4 * ROMANV级围岩岩断面1所有点点的内力力计算及及强度检检算结果果节点弯矩轴力高h偏心距e00轴力偏心影影响系数数抗拉抗裂强强度检算算1-6.455

32、E+004-1.155E+0060.65.59EE-0229.64EE-01112-6.988E+004-1.155E+0060.66.05EE-0229.53EE-01113-8.477E+004-1.155E+0060.67.35EE-0229.19EE-01114-1.077E+005-1.155E+0060.69.27EE-0228.57EE-01115-1.322E+005-1.166E+0060.61.14EE-0117.75EE-01116-1.533E+005-1.177E+0060.61.31EE-0117.02EE-01137-1.622E+005-1.199E+0060.

33、61.37EE-0116.78EE-01138-1.477E+005-1.222E+0060.61.21EE-0117.46EE-01139-9.588E+004-1.277E+0060.67.56EE-0229.13EE-0111107.01EE+033-1.366E+0060.65.15EE-0331.00EE+0001117.64EE+044-1.466E+0060.55.24EE-0229.48EE-0111121.23EE+055-1.555E+0060.57.93EE-0228.48EE-0111131.37EE+055-1.633E+0060.58.45EE-0228.25EE-

34、0111141.06EE+055-1.688E+0060.56.35EE-0229.11EE-0111155.67EE+044-1.711E+0060.53.31EE-0229.92EE-0111162.21EE+044-1.744E+0060.51.27EE-0221.00EE+000117-2.811E+003-1.755E+0060.51.61EE-0331.00EE+000118-2.222E+004-1.744E+0060.51.27EE-0221.00EE+000119-3.722E+004-1.744E+0060.52.14EE-0221.00EE+000120-4.599E+0

35、04-1.733E+0060.52.65EE-0221.00EE+000121-4.455E+004-1.733E+0060.52.57EE-0221.00EE+000122-2.755E+004-1.755E+0060.51.57EE-0221.00EE+0001231.16EE+044-1.788E+0060.56.52EE-0331.00EE+0001247.83EE+044-1.822E+0060.54.31EE-0229.72EE-0111251.75EE+055-1.777E+0060.59.89EE-0227.56EE-0111262.20EE+055-1.711E+0060.5

36、1.29EE-0115.98EE-0114272.22EE+055-1.655E+0060.51.35EE-0115.64EE-0114281.89EE+055-1.588E+0060.51.20EE-0116.45EE-0114291.32EE+055-1.511E+0060.58.73EE-0228.12EE-0111305.86EE+044-1.444E+0060.54.07EE-0229.78EE-011131-2.100E+004-1.388E+0060.51.52EE-0221.00EE+000132-9.888E+004-1.333E+0060.57.43EE-0228.70EE

37、-011133-1.677E+005-1.299E+0060.51.30EE-0115.91EE-011434-2.211E+005-1.266E+0060.51.75EE-0113.47EE-011435-2.555E+005-1.255E+0060.52.05EE-0112.18EE-011436-2.677E+005-1.255E+0060.52.14EE-0111.85EE-011437-2.555E+005-1.266E+0060.52.02EE-0112.27EE-011438-2.211E+005-1.299E+0060.51.72EE-0113.66EE-011439-1.67

38、7E+005-1.333E+0060.51.26EE-0116.12EE-011440-9.888E+004-1.388E+0060.57.16EE-0228.80EE-011141-2.100E+004-1.444E+0060.51.46EE-0221.00EE+0001425.86EE+044-1.500E+0060.53.90EE-0229.81EE-0111431.32EE+055-1.577E+0060.58.38EE-0228.28EE-0111441.89EE+055-1.644E+0060.51.15EE-0116.70EE-0114452.22EE+055-1.711E+00

39、60.51.30EE-0115.90EE-0114462.20EE+055-1.766E+0060.51.25EE-0116.19EE-0114471.75EE+055-1.811E+0060.59.67EE-0227.67EE-0111487.83EE+044-1.777E+0060.54.42EE-0229.70EE-0111491.16EE+044-1.744E+0060.56.65EE-0331.00EE+000150-2.755E+004-1.733E+0060.51.59EE-0221.00EE+000151-4.455E+004-1.722E+0060.52.58EE-0221.

40、00EE+000152-4.599E+004-1.733E+0060.52.66EE-0221.00EE+000153-3.722E+004-1.744E+0060.52.14EE-0221.00EE+000154-2.222E+004-1.744E+0060.51.27EE-0221.00EE+000155-2.811E+003-1.733E+0060.51.62EE-0331.00EE+0001562.21EE+044-1.711E+0060.51.29EE-0221.00EE+0001575.67EE+044-1.677E+0060.53.40EE-0229.91EE-0111581.0

41、6EE+055-1.622E+0060.56.57EE-0229.03EE-0111591.37EE+055-1.555E+0060.58.88EE-0228.05EE-0111601.23EE+055-1.455E+0060.58.47EE-0228.24EE-0111617.64EE+044-1.366E+0060.65.63EE-0229.63EE-0111627.01EE+033-1.266E+0060.65.54EE-0331.00EE+000163-9.588E+004-1.222E+0060.67.88EE-0229.03EE-011164-1.477E+005-1.188E+0

42、060.61.24EE-0117.31EE-011365-1.622E+005-1.166E+0060.61.39EE-0116.67EE-011366-1.533E+005-1.166E+0060.61.33EE-0116.96EE-011367-1.322E+005-1.155E+0060.61.14EE-0117.73EE-011168-1.077E+005-1.155E+0060.69.28EE-0228.57EE-011169-8.477E+004-1.155E+0060.67.35EE-0229.19EE-011170-6.988E+004-1.155E+0060.66.05EE-

43、0229.53EE-0111强度验算： 1抗压合合格 2抗压不不合格 3抗拉合合格 4抗拉不不合格(2) 一一般浅埋埋段最大大埋深里里程处隧隧道断面面2的衬砌砌强度检检算图3-9 隧道断断面2衬砌图图利用anssys求解，得得到衬砌砌的变形形图、弯弯矩图及及轴力图图如下：图3-100 断面2衬砌变变形图图3-111 断面2衬砌弯弯矩图图3-122 断面2衬砌轴轴力图表3-7 = 4 * ROMANV级围岩岩断面2所有点点的内力力计算及及强度检检算结果果节点弯矩轴力高h偏心距e00轴力偏心影影响系数数抗拉抗裂强强度检算算1-1.100E+005-2.055E+0060.65.36EE-0229.

44、69EE-01112-1.188E+005-2.055E+0060.65.77EE-0229.60EE-01113-1.422E+005-2.044E+0060.66.95EE-0229.30EE-01114-1.777E+005-2.044E+0060.68.68EE-0228.77EE-01115-2.166E+005-2.044E+0060.61.06EE-0118.08EE-01116-2.499E+005-2.055E+0060.61.21EE-0117.45EE-01137-2.611E+005-2.088E+0060.61.25EE-0117.28EE-01138-2.333E+

45、005-2.133E+0060.61.10EE-0117.93EE-01119-1.466E+005-2.200E+0060.66.61EE-0229.40EE-0111102.57EE+044-2.344E+0060.61.10EE-0221.00EE+0001111.35EE+055-2.499E+0060.55.42EE-0229.42EE-0111122.06EE+055-2.644E+0060.57.80EE-0228.54EE-0111132.23EE+055-2.755E+0060.58.11EE-0228.40EE-0111141.68EE+055-2.833E+0060.55

46、.94EE-0229.25EE-0111158.50EE+044-2.899E+0060.52.94EE-0229.98EE-0111162.96EE+044-2.933E+0060.51.01EE-0221.00EE+000117-7.988E+003-2.966E+0060.52.70EE-0331.00EE+000118-3.533E+004-2.955E+0060.51.20EE-0221.00EE+000119-5.544E+004-2.944E+0060.51.88EE-0221.00EE+000120-6.611E+004-2.944E+0060.52.25EE-0221.00E

47、E+000121-6.222E+004-2.955E+0060.52.11EE-0221.00EE+000122-3.600E+004-2.977E+0060.51.21EE-0221.00EE+0001232.16EE+044-3.011E+0060.57.18EE-0331.00EE+0001241.18EE+055-3.077E+0060.53.85EE-0229.82EE-0111252.58EE+055-3.000E+0060.58.58EE-0228.19EE-0111263.22EE+055-2.922E+0060.51.10EE-0116.98EE-0114273.23EE+0

48、55-2.833E+0060.51.14EE-0116.76EE-0114282.75EE+055-2.733E+0060.51.01EE-0117.47EE-0114291.90EE+055-2.633E+0060.57.23EE-0228.77EE-0111308.30EE+044-2.533E+0060.53.27EE-0229.93EE-011131-3.366E+004-2.455E+0060.51.37EE-0221.00EE+000132-1.477E+005-2.377E+0060.56.22EE-0229.16EE-011133-2.488E+005-2.311E+0060.

49、51.07EE-0117.13EE-011434-3.266E+005-2.277E+0060.51.44EE-0115.15EE-011435-3.766E+005-2.255E+0060.51.67EE-0113.89EE-011436-3.933E+005-2.255E+0060.51.75EE-0113.51EE-011437-3.766E+005-2.277E+0060.51.66EE-0113.97EE-011438-3.266E+005-2.311E+0060.51.41EE-0115.29EE-011439-2.488E+005-2.377E+0060.51.05EE-0117

50、.27EE-011440-1.477E+005-2.444E+0060.56.03EE-0229.22EE-011141-3.366E+004-2.533E+0060.51.33EE-0221.00EE+0001428.30EE+044-2.633E+0060.53.16EE-0229.95EE-0111431.90EE+055-2.722E+0060.56.98EE-0228.88EE-0111442.75EE+055-2.822E+0060.59.73EE-0227.64EE-0111453.23EE+055-2.922E+0060.51.11EE-0116.94EE-0114463.22

51、EE+055-3.000E+0060.51.07EE-0117.13EE-0114472.58EE+055-3.066E+0060.58.40EE-0228.27EE-0111481.18EE+055-3.000E+0060.53.94EE-0229.81EE-0111492.16EE+044-2.966E+0060.57.29EE-0331.00EE+000150-3.600E+004-2.944E+0060.51.22EE-0221.00EE+000151-6.222E+004-2.933E+0060.52.12EE-0221.00EE+000152-6.611E+004-2.944E+0

52、060.52.25EE-0221.00EE+000153-5.544E+004-2.944E+0060.51.88EE-0221.00EE+000154-3.533E+004-2.955E+0060.51.19EE-0221.00EE+000155-7.988E+003-2.933E+0060.52.72EE-0331.00EE+0001562.96EE+044-2.888E+0060.51.03EE-0221.00EE+0001578.50EE+044-2.822E+0060.53.01EE-0229.97EE-0111581.68EE+055-2.744E+0060.56.13EE-022

53、9.19EE-0111592.23EE+055-2.633E+0060.58.47EE-0228.24EE-0111602.06EE+055-2.499E+0060.58.26EE-0228.33EE-0111611.35EE+055-2.344E+0060.65.78EE-0229.60EE-0111622.57EE+044-2.200E+0060.61.17EE-0221.00EE+000163-1.466E+005-2.133E+0060.66.84EE-0229.33EE-011164-2.333E+005-2.088E+0060.61.12EE-0117.83EE-011165-2.

54、611E+005-2.055E+0060.61.27EE-0117.21EE-011366-2.499E+005-2.044E+0060.61.22EE-0117.42EE-011367-2.166E+005-2.044E+0060.61.06EE-0118.07EE-011168-1.777E+005-2.044E+0060.68.68EE-0228.77EE-011169-1.422E+005-2.044E+0060.66.94EE-0229.31EE-011170-1.188E+005-2.055E+0060.65.77EE-0229.60EE-0111强度验算： 1抗压合合格 2抗压不

55、不合格 3抗拉合合格 4抗拉不不合格第四章衬砌砌截面配配筋计算算4.1 截截面配筋筋原理参见铁路路隧道设设计规范范中对对钢筋混混凝土矩矩形截面面强度的的计算公公式，对对检算未未通过截截面进行行对称配配筋设计计。对称称配筋时时，(1) 当当受压区区高度时时，为大大偏心受受压构件件若，则按下下式计算算：或 若，则按下下式计算算：其中，K安全系系数；Rw混凝凝土弯曲曲抗压极极限强度度，Rw=1.225Ra按表采采用； Rg钢钢筋的抗抗拉或抗抗压计算算强度； Ag，AAg受拉和和受压区区钢筋的的截面面面积（m2）；a，a自钢筋筋或的重心心分别至至截面最最近边缘缘的距离离（m）；h截面高高度（m）；h0

56、截面面的有效效高度（m），h0=h-a；x混凝土土受压区区高度（m）；b矩形截截面的宽宽度或T形截面面的肋宽宽（m）。(2) 当当时，为为小偏心心受压构构件，远远离纵向向力一边边的钢筋筋不屈服服。则矩形截面面小偏心心受压构构件的钢钢筋截面面面积，可可按下式式计算：当轴向力NN作用于于钢筋与与的重心心之间时时，尚应应符合下下列要求求：4.2 = 4 * ROMANIIV级围围岩配筋筋计算单元弯矩轴力高h偏心距e00轴力偏心距距影响系系数强度检算35-9.300E+004-8.022E+0050.41.16EE-0115.08EE-011不合格36-8.788E+004-8.100E+0050.4

57、1.08EE-0115.60EE-011不合格37-7.244E+004-8.255E+0050.48.77EE-0227.00EE-011不合格单元37配配筋计算算：矩形截面：，荷载产生的的最大轴轴力设计计值为：，对应应的弯矩矩值混凝土强度度等级为为C255,查表可可知，RRa=199.0MMPa，Rw=244.2MMPa，R1=2.0MPPa。纵向受力钢钢筋选用用HRBB3355，查表表可知，Rg=360MPa取，则。安安全系数数K= 22.4，偏心心距。则：，故属属于大偏偏心受压压。又，取此时公式为为：得：因此按照构构造配筋筋：选用HRBB3355钢筋418，可提提供钢筋筋截面面面积，故全部纵纵向钢筋筋配筋率率满足要要求。4.3 = 5 * ROMANVV级围岩岩配筋计计算4.3.11 断面1的配筋筋计算单元弯矩轴力高h偏心距e00轴力偏心影影响系数数抗拉抗裂强度检算262.20EE+055-1.711E+0060.51.29EE-0115.98EE