地下工程课程设计-公路隧道设计

课程设计(论文)任务书专业班级地下工程12-02班学生姓名一、题目某2车道时速120km/h高速公路隧道V级围岩段结构及施工方法设计二、起止日期2015年6月22日至2015年7月9日三、主要任务与要求公路隧道参数：时速120km/h,两车道，围岩等级V级，上覆土层平均重度18.5kN/m3,埋深60m,地下水距拱顶20m,平均内摩擦角42°,配筋设计按容许状应力法。设计要求如下:(1)隧道横断面设计，根据设计数据确定建筑限界和净空断面(建筑界限按最小宽度)；(2)查阅相关文献资料，选择隧道断面参数；(3)隧道结构设计，采用荷载结构法计算衬砌内力；根据相关规范，利用工程类比法确定初次支护参数；(4)施工方法与工艺流程。评阅人年月日目录一、初始条件……………………2二、隧道洞身设计……………2隧道建筑界限及内轮廓图的确定………2三、隧道衬砌结构设计……………………33.1支护方法及衬砌材料………33.2隧道深浅埋的确定及围岩压力的计算……4四、衬砌结构内力计算……………………64.1基本资料……………………64.2在同济曙光软件中步骤……………………7配筋……………………13五、隧道开挖施工…………15隧道开挖施工方案……………………15施工顺序…………………15施工要点…………………15施工方法优缺点………16六、附录…………17#摘要本设计为公路隧道设计，该隧道为两车道隧道，根据任务书的要求车速120km/h、围岩等级Ⅴ级、隧道埋深60m。本设计的主要任务是隧道的支护结构和施工设计。本设计主要内容包括：各级围岩荷载计算、利用有限元软件进行衬砌的内力计算、复合式衬砌设计、施工工艺设计等。关键词：公路隧道限界结构计算配筋环形开挖留核心土法一、初始条件某高速公路隧道通过Ⅲ级围岩，埋深H=60m，隧道围岩天然容重γ=23KN∕m3,计算摩擦角φ=42。；衬砌材料采用C25喷射混凝土，材料容重γ=22KN/m3，变形模量E=25GPa。hh二、隧道洞身设计2.1隧道建筑界限及内轮廓图的确定该隧道横断面是根据两车道高速公路Ⅴ级围岩来设计的，根据《公路隧道设计规范》确定隧道的建筑限界如下：表2.1公路隧道建筑限界横断面醉成最小宽度公路等级设计速度（km/h）车道宽度（W）侧向宽度余宽C人行道R检修道J隧道建筑净宽左侧LL右侧LR左侧右侧设检修道设人行道不设人行道、检修道1203.75×20.751.250.750.7511高速公路一级公路1003.75×20.510.750.7510.5803.75×20.50.750.750.7510.25603.50×20.50.750.750.759.75803.75×20.750.75111二级公路三级公路四603.50×20.50.5110403.50×20.250.250.759级公路303.25×20.250.250.257.5203.00×20.250.250.257W—行车道宽度；取3.75×2mC—余宽；因设置检修道，故余宽取为0mJ—检修道宽度；双侧设置，取为1.0mH—建筑限界高度；取为5.0mEL—建筑限界左顶角宽度；取0.75m

h—检修道高度；取为0.25m设计行车速度为120km/h,建筑限界左右顶角高度均取1m；隧道轮廓线如下图：图2.1隧道内轮廓限界图单位：m根据规范要求，隧道衬砌结构厚度为65cm（一次衬砌为20cm和二次衬砌45cm）通过作图得到隧道的尺寸如下：图2.2隧道内轮廓图得到如下尺寸:R=6.2682m。三、隧道衬砌结构设计支护方法及衬砌材料根据《公路隧道设计规范》（JTG-2004），本设计为高速公路，采用复合式衬砌，复合式衬砌是由初期支护和二次衬砌及中间防水层组合而成的衬砌形式。复合式衬砌应符合下列规定：

1初期支护宜采用锚喷支护，即由喷射混凝土，锚杆，钢筋网和钢筋支架等支护形式单独或组合使用，锚杆宜采用全长粘结锚杆。2二次衬砌宜采用模筑混凝土或模筑钢筋混凝土结构，衬砌截面宜采用连结圆顺的等厚衬砌断面，仰拱厚度宜与拱墙厚度相同。由规范8.4.2-1，对于两车道Ⅴ级围岩：初期支护：拱部边墙的喷射混凝土厚度为15-20cm，拱墙的锚杆长度为3-4m，锚杆间距为0.8-1.2m；二次衬砌厚度：拱墙混凝土厚度为45cm。因此确定衬砌尺寸及规格如下：深埋隧道外层初期支护，根据规范规定，采用锚喷支护，锚杆采用普通水泥砂浆锚杆，规格HRBΦ20×2.5m，采用梅花型局部布设，采用C25喷射混凝土。初次衬砌：采用C25喷射混凝土，厚度为19.8cm。防水板：采用塑料防水板及无纱布，且无纺布密度为300g/m2,防水板应采用铺满的EVA板防水层，厚度为2.0mm，搭接长度为150mm。二次衬砌：根据《公路隧道设计规范》，采用C25号模筑防水混凝土，厚度为45cm。整个衬砌厚度为19.8+0.2+45=65cm。*⅛h<βχ^^⑵询蛆C25⅞MBiMi4财45自EVAtH^i»1MVwn图2.3衬砌示意图隧道深浅埋的确定及围岩压力的计算隧道的内轮廓尺寸为B12.24m，H=9.3m

因为Ⅴ级围岩需要预留变形量，查《公路隧道设计规范》8.4.1知Ⅴ级围岩需预留变形量为80-100mm，衬砌厚度为65cm，又每侧超挖量为10cm，故隧道的近似开挖尺寸为：B=6268×2+650×2+100×2=14036mmtH=6268+H=6268+3500+650×2+100×2=11268mmt深浅埋的判别H=2.5hpHp—深浅埋隧道的分界深度；h=0.45×2s-1×ωh—等效荷载高度ω—跨度影响系数；ω=1+i×(B-5)

ti—围岩压力增减率，当Bt>5m时取i=0.1（3.3）h=0.45×2s-ι×ω=0.45×25-i×[1+0.1×(14.036-5)]=13.7059mH=2.5h=2.5×13.7059=34.2648mp埋深H=60m>Hp=33.7320m故为深埋隧道。幺=11268_=0.8028<1.7又Bt 14036q=γhq=γhq=γh=23×13.7059=315.2362kN/m表3.1水平均布压力e的取值围岩级别1、11IIIIVVVl水平均布压力e0<0.15q(0.15~0.3)q(0.3~0.5)q(0.5~1.0)q因为该隧道围岩级别为Ⅴ围岩水平均布压力为：e=(0.3-0.5)q=94.5708-157.6181kN/m2取e=120kN/m2。

图3.1荷载示意图四、衬砌结构内力计算基本资料表4.1隧道衬砌基本资料公里等级高速公路围岩级别Ⅴ级围岩容重r=18.5KN/m3材料容重Y=22KN/m3h材料变形模量E=23Gpah衬砌厚度d=0.65m⅞M*M<Q.JMtSmjWlfn图4.1衬砌结构断面图4.2在同济曙光软件中步骤如下1、隧道建筑限界设计图4.2图4.32、隧道衬砌横断面设计图4.43、荷载计算表4.2荷载计算取值py1py2py3py4315.2362kN/m315.2362kN/m315.2362kN/m315.2362kN/mPx1Px2Px3Px4315.2362kN/m315.2362kN/m315.2362kN/m315.2362kN/m在菜单中选择 荷载计篁 ，程序将计算出作用在结构上的围岩压力，并且在屏幕上衬砌断面图的旁边生成结构计算简图。该围岩压力将自动填写在“分布荷载“对话框中，若不作修改将直接用于后面的计算，若要修改则选择菜单中的 ⅛⅛构分布荷我①)… ，将弹出如下对话框^^荷哉 ⅛⅛⅛l分布荷载家G敬 py3↑IIII0II?「行向线性分布「艰毋均R^性分布rX^E均项!彼粉布Pxl= Pwr P—TOC\o"1-5"\h\zPyl-[u Pp2- ~Pκ3= Pκ4= pPp3= PM=单位kH?⅛图4.5在菜单中选择材料(山…，用以添加材料，将弹出如下对话框：

在菜单中选择材料(山…，用以添加材料，将弹出如下对话框：图4.6单击添加材料,..，该对话框将变为：图4.7双击材料If，将弹出如下对话框：图4.84、计算结果显示：表4.3软件计算结果节点号坐标（x，y）N（kN）V（kN）M(kN•m)1( 49.540000,0.302000)1859.8-1576.3-659.29562( 50.652000,0.302000)1859.8-1226-225.26873( 51.764000,0.302000)1859.8-875.7112.30784( 52.876000,0.302000)1859.8-525.4353.43395( 53.988000,0.302000)1859.8-175.1498.10956( 55.100000,0.302000)1859.8175.1546.33477( 56.212000,0.302000)1859.8525.4498.10958( 57.324000,0.302000)1859.8875.7353.43399( 58.436000,0.302000)1859.81226112.3078

10(59.548000,0.302000)1859.81576.3-225.268711(60.660000,0.302000)2403.8-873.4-659.295612(61.947224,3.799199)2130.5200.5158.388713(61.217897,7.454019)2072.9-10.1-39.326614(58.687079,10.189816)1717.4-102.9-25.994515(55.100000,11.201000)1717.4102.966.077616(51.512921,10.189816)2072.910.1-25.994517(48.982103,7.454019)2130.5-200.5-39.326618(48.252776,3.799199)2403.8873.4158.388719(49.540000,0.302000)1859.8-1576.3-659.295620(50.652000,0.302000)1859.8-1226-225.268721(51.764000,0.302000)1859.8-875.7112.307822(52.876000,0.302000)1859.8-525.4353.433923(53.988000,0.302000)1859.8-175.1498.109524(55.100000,0.302000)1859.8175.1546.334725(56.212000,0.302000)1859.8525.4498.109526(57.324000,0.302000)1859.8875.7353.433927(58.436000,0.302000)1859.81226112.307828(59.548000,0.302000)1859.81576.3-225.268729(60.660000,0.302000)2403.8-873.4-659.295630(61.947224,3.799199)2130.5200.5158.388731(61.217897,7.454019)2072.9-10.1-39.326632(58.687079,10.189816)1717.4-102.9-25.994533(55.100000,11.201000)1717.4102.966.077634(51.512921,10.189816)2072.910.1-25.994535(48.982103,7.454019)2130.5-200.5-39.326636(48.252776,3.799199)2403.8873.4158.388737(49.540000,0.302000)1859.8-1576.3-659.295638(50.652000,0.302000)1859.8-1226-225.268739(51.764000,0.302000)1859.8-875.7112.307840(52.876000,0.302000)1859.8-525.4353.433941(53.988000,0.302000)1859.8-175.1498.109542(55.100000,0.302000)1859.8175.1546.334743(56.212000,0.302000)1859.8525.4498.109544(57.324000,0.302000)1859.8875.7353.433945(58.436000,0.302000)1859.81226112.307846(59.548000,0.302000)1859.81576.3-225.268747(60.660000,0.302000)2403.8-873.4-659.295648(61.947224,3.799199)2130.5200.5158.3887

49(61.217897,7.454019)2072.9-10.1-39.326650(58.687079,10.189816)1717.4-102.9-25.994551(55.100000,11.201000)1717.4102.966.077652(51.512921,10.189816)2072.910.1-25.994553(48.982103,7.454019)2130.5-200.5-39.326654(48.252776,3.799199)2403.8873.4158.388755(49.540000,0.302000)1859.8-1576.3-659.295656(50.652000,0.302000)1859.8-1226-225.268757(51.764000,0.302000)1859.8-875.7112.307858(52.876000,0.302000)1859.8-525.4353.433959(53.988000,0.302000)1859.8-175.1498.109560(55.100000,0.302000)1859.8175.1546.334761(56.212000,0.302000)1859.8525.4498.109562(57.324000,0.302000)1859.8875.7353.433963(58.436000,0.302000)1859.81226112.307864(59.548000,0.302000)1859.81576.3-225.268765(60.660000,0.302000)2403.8-873.4-659.295666(61.947224,3.799199)2130.5200.5158.388767(61.217897,7.454019)2072.9-10.1-39.326668(58.687079,10.189816)1717.4-102.9-25.994569(55.100000,11.201000)1717.4102.966.077670(51.512921,10.189816)2072.910.1-25.994571(48.982103,7.454019)2130.5-200.5-39.326672(48.252776,3.799199)2403.8873.4158.388773(49.540000,0.302000)1859.8-1576.3-659.295674(50.652000,0.302000)1859.8-1226-225.268775(51.764000,0.302000)1859.8-875.7112.307876(52.876000,0.302000)1859.8-525.4353.433977(53.988000,0.302000)1859.8-175.1498.109578(55.100000,0.302000)1859.8175.1546.334779(56.212000,0.302000)1859.8525.4498.109580(57.324000,0.302000)1859.8875.7353.433981(58.436000,0.302000)1859.81226112.307882(59.548000,0.302000)1859.81576.3-225.268783(60.660000,0.302000)2403.8-873.4-659.295684(61.947224,3.799199)2130.5200.5158.388785(61.217897,7.454019)2072.9-10.1-39.326686(58.687079,10.189816)1717.4-102.9-25.994587(55.100000,11.201000)1717.4102.966.0776

88(51.512921,10.189816)2072.910.1-25.994589(48.982103,7.454019)2130.5-200.5-39.326690(48.252776,3.799199)2403.8873.4158.388791(49.540000,0.302000)1859.8-1576.3-659.295692(50.652000,0.302000)1859.8-1226-225.268793(51.764000,0.302000)1859.8-875.7112.307894(52.876000,0.302000)1859.8-525.4353.433995(53.988000,0.302000)1859.8-175.1498.109596(55.100000,0.302000)1859.8175.1546.334797(56.212000,0.302000)1859.8525.4498.109598(57.324000,0.302000)1859.8875.7353.433999(58.436000,0.302000)1859.81226112.3078100(59.548000,0.302000)1859.81576.3-225.2687101(60.660000,0.302000)2403.8-873.4-659.2956102(61.947224,3.799199)2130.5200.5158.3887103(61.217897,7.454019)2072.9-10.1-39.3266104(58.687079,10.189816)1717.4-102.9-25.9945105(55.100000,11.201000)1717.4102.966.0776106(51.512921,10.189816)2072.910.1-25.9945107(48.982103,7.454019)2130.5-200.5-39.3266108(48.252776,3.799199)2403.8873.4158.3887结果内力图显示如下图4.9轴力图

图4.10剪力图图图4.10剪力图图4.11弯矩图4.3配筋在衬砌结构中最大弯矩截面为拱顶截面，轴力N=1859.8kN，弯矩M=546.3347kN，配筋采用对称配筋，选用C25混凝土，HRB500钢筋，混凝土保护层厚度为40mm。3.1判断偏心受压类型截面设计尺寸为h×b=650×1000mmN（4.1）X= （4.1）αfb1cX=202mm<ξh=0.482×650=313.3000mmb0且X>2a'=2×40mm=80mm，判定为大偏心受压，上式计算所得到的X值s有效。Me=——Me=——0N（4.2）ea=max∫h,b,20mm

I3030（4.3）求得e=607.6056mm>0.3ie=ea=max∫h,b,20mm

I3030（4.3）求得e=607.6056mm>0.3ie=e+ei0a（4.4）h=183mm，故按大偏心进行计算。0he=e+—-ai2se=-+e=892.6056mmNa4.2计算A'和AssNe-αfbx(h-x)A'=IC02S f'(h-a')y0s解得A'=3945.7mm2，选7D28(A=A'=4310mm2),截面总配筋率s ssA+A'P=—S S-bh2667×2=0.0121>0.005，满足要求。1000X6503.3验算垂直于弯矩作用平面的受压承载力查表得φ=0.984，则运用式（3.7）来计算NuN=0.9φ(fA+f'A')（4.7）ucysN=0.9X0.984X[19.1x650X1000+410X4310X2]Nu=14125kN>N=2403.952kN由计算可知截面强度满足规范要求。衬砌配筋图如下图4.12断面衬砌配筋图图4.12断面衬砌配筋图7-阈褂国图4.131-1截面详图-IMlp:I图4.14配筋图五、隧道开挖施工隧道开挖施工方案采用如图所示分布施工顺序进行开挖，即先环形开挖留核心土法的施工方法。环形开挖留核心土法，将开挖断面分为上、中、下及底部四个部分逐级掘进施工，核心土面积应不小于整个断面面积的50%。上部宜超前中部3～5m，中部超前下部3～5m，下部超前底部10m左右。为方便机械作业，上部开挖高度控制在4.5m左右，中部台阶高度也控制在4.5m左右，下部台阶控制在3.5m左右。

开挖方案图（比例尺1：200）图5.1施工示意图1图5.2施工示意图2这种施工方法适用于土质易于坍塌的软弱围岩隧道隧道坑道开挖后，在岩体散破坏之前，及时修筑一层柔性薄壁衬砌（第一次衬砌），通过施工中的量测监视，确定围岩变形稳定之后，修筑防水层及第二次衬砌，此即为复合衬砌施工方法（新奥法）。该法并不单纯是一种施工方法，该法是对围岩动态性质通过施工中的量测的认识和理解，通过周密的量测工作，系统的控制坑道变形与应力，从而确定所建立的支护体系受力情况，并不断加以修改、完善。施工顺序开挖弧形导坑——第一次柔性衬砌（拱）——开挖核心及侧壁——第一次柔性衬砌（边墙）——开挖仰拱部分并修筑仰拱——施工测量（位移、应力等量测）——防水层——第二次衬砌。施工要点.环形开挖每循环长度宜为0.5～1m；.开挖后应及时施作喷锚支护、安装钢架支撑或格栅支撑，每两榀钢架之间应采用钢筋连接，并应加锁脚锚杆，全断面初期支护完成距拱部开挖面不宜超过30m；3预留核心土面积的大小应满足开挖面稳定的要求；当地质条件差，围岩自稳时间较短时，开挖前应在拱部设计开挖轮廓线以外，进行超前支护；5.上部弧形，左、右侧墙部，中部核心土开挖各错开3～5m进行平行作业。5.4施工方法优缺点先环形开挖留核心土法的优点：有利于掌子面围岩稳定，初期支护可采用扇形支撑先环形开挖留核心土法在隧道进行临时支护，施工速度较快，工法转化容易不需另外增加开挖成本。先环形开挖留核心土法的主要不足：对围岩下半部的稳定性和强度有一定要求，有时需对拱脚和墙角围岩进行注浆加固或增设锁脚锚杆。六、附录、设计参数.隧道建筑限界表1.1隧道建筑界限参数公路分类汽车专用公路公路等级高速公路地形特征平原微丘是否设检修道或人行道是行车道宽度W(m)7.5路缘带宽度S(m)0.75侧向余宽C(m)0人行道宽度R(m)0检修道宽度J(m)1隧道建筑限界净宽(m)10隧道衬砌类型一心圆曲墙拱隧道衬砌是否设置仰拱设置衬砌横断面厚度是否等厚时地面到拱顶的距离(埋深：m)60.材料参数表1.2材料参数围岩类别Ⅴ类围岩压缩状态地层法向弹性抗力系数3500000.000压缩状态地层切向弹性抗力系数3500000.000拉伸状态地层法向弹性抗力系数0拉伸状态地层切向弹性抗力系数0表1.3混凝土参数混凝土标号弹性模量E(KN/m2，MPa)惯性模量I(m4/m)截面积A(m2/m)25号混凝土28500000.0000.0230.6503.分布荷载表1.4分布荷载参数py1py2py3py4315.2362kN/m315.2362kN/m315.2362kN/m315.2362kN/mPx1Px2Px3Px4315.2362kN/m315.2362kN/m315.2362kN/m315.2362kN/m

.有限元控制参数表1.5有限元控制参数地层弹簧作用模式全周弹簧作用模式增量加载总数1增量输入控制参数0迭代控制参数无迭代运算.隧道衬砌基本资料表1.6隧道衬砌基本资料公里等级高速公路围岩级别Ⅴ级围岩容重r=18.5KN/m3材料容重Y=22KN/m3h材料变形模量E=23Gpah衬砌厚度d=0.65m.衬砌尺寸表1.7衬砌尺寸圆心至限界底边的距离（m）3.500衬砌横断面厚度（m）0.650、计算结果表2.1软件计算结果节点编号坐标（x，y）N（kN）V（kN）M(kN•m)1(49.540000,0.302000)1859.8-1576.3-659.29562(50.652000,0.302000)1859.8-1226-225.26873(51.764000,0.302000)1859.8-875.7112.30784(52.876000,0.302000)1859.8-525.4353.43395(53.988000,0.302000)1859.8-175.1498.10956(55.100000,0.302000)1859.8175.1546.33477(56.212000,0.302000)1859.8525.4498.10958(57.324000,0.302000)1859.8875.7353.43399(58.436000,0.302000)1859.81226112.307810( 59.548000,0.302000)1859.81576.3-225.2687

11(60.660000,0.302000)2403.8-873.4-659.295612(61.947224,3.799199)2130.5200.5158.388713(61.217897,7.454019)2072.9-10.1-39.326614(58.687079,10.189816)1717.4-102.9-25.994515(55.100000,11.201000)1717.4102.966.077616(51.512921,10.189816)2072.910.1-25.994517(48.982103,7.454019)2130.5-200.5-39.326618(48.252776,3.799199)2403.8873.4158.388719(49.540000,0.302000)1859.8-1576.3-659.295620(50.652000,0.302000)1859.8-1226-225.268721(51.764000,0.302000)1859.8-875.7112.307822(52.876000,0.302000)1859.8-525.4353.433923(53.988000,0.302000)1859.8-175.1498.109524(55.100000,0.302000)1859.8175.1546.334725(56.212000,0.302000)1859.8525.4498.109526(57.324000,0.302000)1859.8875.7353.433927(58.436000,0.302000)1859.81226112.307828(59.548000,0.302000)1859.81576.3-225.268729(60.660000,0.302000)2403.8-873.4-659.295630(61.947224,3.799199)2130.5200.5158.388731(61.217897,7.454019)2072.9-10.1-39.326632(58.687079,10.189816)1717.4-102.9-25.994533(55.100000,11.201000)1717.4102.966.077634(51.512921,10.189816)2072.910.1-25.994535(48.982103,7.454019)2130.5-200.5-39.326636(48.252776,3.799199)2403.8873.4158.388737(49.540000,0.302000)1859.8-1576.3-659.295638(50.652000,0.302000)1859.8-1226-225.268739(51.764000,0.302000)1859.8-875.7112.307840(52.876000,0.302000)1859.8-525.4353.433941(53.988000,0.302000)1859.8-175.1498.109542(55.100000,0.302000)1859.8175.1546.334743(56.212000,0.302000)1859.8525.4498.109544(57.324000,0.302000)1859.8875.7353.433945(58.436000,0.302000)1859.81226112.307846(59.548000,0.302000)1859.81576.3-225.268747(60.660000,0.302000)2403.8-873.4-659.295648(61.947224,3.799199)2130.5200.5158.388749(61.217897,7.454019)2072.9-10.1-39.326650(58.687079,10.189816)1717.4-102.9-25.994551(55.100000,11.201000)1717.4102.966.077652(51.512921,10.189816)2072.910.1-25.994553(48.982103,7.454019)2130.5-200.5-39.326654(48.252776,3.799199)2403.8873.4158.388755(49.540000,0.302000)1859.8-1576.3-659.295656(50.652000,0.302000)1859.8-1226-225.268757(51.764000,0.302000)1859.8-875.7112.307858(52.876000,0.302000)1859.8-525.4353.433959(53.988000,0.302000)1859.8-175.1498.109560(55.100000,0.302000)1859.8175.1546.334761(56.212000,0.302000)1859.8525.4498.109562(57.324000,0.302000)1859.8875.7353.433963(58.436000,0.302000)1859.81226112.307864(59.548000,0.302000)1859.81576.3-225.268765(60.660000,0.302000)2403.8-873.4-659.295666(61.947224,3.799199)2130.5200.5158.388767(61.217897,7.454019)2072.9-10.1-39.326668(58.687079,10.189816)1717.4-102.9-25.994569(55.100000,11.201000)1717.4102.966.077670(51.512921,10.189816)2072.910.1-25.994571(48.982103,7.454019)2130.5-200.5-39.326672(48.25