地下结构课程设计说明书

课程设计题目：某单车道时速250km/h高速铁路隧道V级围岩段结构及施工方法学生姓名卢权威学院土木工程学院专业地下工程学号311207001315班级地下12-2班指导教师朱昌星河南理工大学课程设计（论文）任务书专业班级地下工程12-2班学生姓名卢权威一、题目某单车道时速250km/h高速铁路隧道V级围岩段结构及施工方法设计说明书二、起止日期2015年6月22日至2015年7月13日三、主要任务与要求铁路隧道参数：时速250km/h,单车道，围岩等级V级，上覆土层平均重度203/mkN，埋深10m，地下水距拱顶5m，平均内摩擦角41°，内聚力37kPa,配筋设计按极限状态法。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、混凝土课程结构课程设计题目·························································1二、铁路隧道设计基本概况··································································1三、单线250km/h高速铁路隧道相关图··················································1四、设计计算内容···············································································2（一）、根据给定的隧道埋深判断结构深、浅埋··································2（二）、围岩压力的计算方法··························································3(三）、荷载计算··········································································4(四）、内力分析北京理正软件分析·················································8五、隧道支护衬砌·············································································15六、施工技术特点·············································································16七、施工方法···················································································16（一）、开挖支护参数·································································16（二）、三台阶预留核心土开挖法施工应符合下列要求：····················16(三）、三台阶预留核心土开挖法施工工艺······································17(四）、施工工序········································································18八、施工步骤：················································································22（一）、初喷混凝土封闭岩面：·····················································23（二）、系统锚杆(管)、钢筋网施做应符合下列要求：·······················23(三）、安装钢架应符合下列要求：················································24(四）、仰拱施工········································································24九、施工技术要求及注意事项·····························································24十、施工安全要求·············································································26参考文献·························································································27河南理工大学课程设计1一、混凝土课程结构课程设计题目单车道250km/h高速铁路隧道V级围岩段结构及施工方法设计二、铁路隧道设计基本概况它是一种独立的轨道交通系统，不受地面道路情况的影响，能够按照设计的能力正常运行，从而快速、安全、舒适地运送乘客。地铁效率高，无污染，能够实现大运量的要求，具有良好的社会效益。而地铁车站是地下铁道的重要组成部分，它要解决客流的集散、换乘，同时也要解决整条线路行驶中的就技术设备、信息控制、运行管理，以保证交通的顺畅、快捷、准时、安全。车站设计本着“以人为本”的观念，坚持适用性、安全性、识别性、舒适性、经济性的原则。本次设计要求单车道列车最高时速250km/h，同时围岩的等级为V级，隧道的埋深为地下10米，平均重度为20kN/m3，要求采用极限状态进行配筋设计；对区间隧道进行结构检算，求出内力，并进行配筋计算。三、单线250km/h高速铁路隧道相关图图3-1250km/h单线铁路隧道建筑界限图河南理工大学课程设计2图3-2250km/h单线铁路隧道建筑界限图及内轮廓图四、设计计算内容（一）根据给定的隧道埋深判断结构深、浅埋可以采用铁路隧道推荐的方法，即有*10.452[1(5)]shiB（4-1）上式s－围岩的级别；B－洞室的跨度；i－表示B每增加1m时的围岩压力增减率。根据《铁路隧道设计规范》可知，围岩为Ⅴ级围岩，所以5s，1.0i，6B。mBihs92.7)]56(1.01[245.0)]5(1[245.0151*（4-2）cH—深浅埋隧道分界的深度；*h—等效荷载高度值河南理工大学课程设计3因为埋深*5.2~210hmhc，可知该隧道为浅埋。（二）围岩压力的计算方法(1)当隧道埋深h小于或等于等效荷载高度hq（即qhh）时，为超浅埋隧道，围岩压力按全土柱计算。围岩垂直均布压力为：rhq（4-2）式中r—围岩容重，见表一h—隧道埋置深度。围岩水平均布压力e按朗金公式计算245tan21002trHqe（4-3）表4-1围岩压力相关计算参数(2)当隧道埋深h大于等效荷载高度hq且小于深浅埋分界深度（pqHhh）时，为一般浅埋隧道，围岩压力按谢家休公式计算：围岩垂直均布压力为：BhrhBQqtan1（4-4）tantantantantan1tantantan000（4-5）tantantan1tantantan00020（4-6）式中，B—坑道跨度；r—围岩的容度；围岩级别容重r（kN/3）弹性反力系数K（MPa/m）岩体两侧摩擦系角θ(°)计算摩擦角φ0(°)IV20~23200~500(0.7~0.9)φ050~60V17~20100~200(0.5~0.7)φ040~50河南理工大学课程设计4h—洞顶覆土厚度；—岩体两侧摩擦角，见表2-1；—侧压力系数；0—围岩计算摩擦角，见表2-1；—产生最大推力时的破裂角；围岩水平压力按下式计算：隧道顶部水平压力：rhe1隧道底部水平压力：rHe2由*hhc因此应该属于一般浅埋隧道。(三）荷载计算（1）自重3225/0.358.750hKNGKNmmm（4-7）h-钢筋混凝土自重；管片厚度；（2）均布竖向地层荷载①竖向地层荷载：212002010hmKNq（4-8）②近似均布拱背土压力：222204.128.221208.243.0243.02mKNRbRRGiq（4-9）其中：320mKNi22104.21204.12200mKNqqq(4-10)（3）水平地层均布荷载)245(tan2)245(tan221cqP(4-11)其中：的土壤重度衬砌圆环侧向各个土层河南理工大学课程设计5内摩擦角--粘聚力的加权平均值--C3/20mKN041kPac30KPaP694.16)24145tan(302)24145(tan04.212000021(4-12)（4）按三角形分布的水平地层压力KPaRPH807.21)24145(tan20625.22)245(tan200222(4-13）其中：mRH625.2235.08.28.2（5）拱底反力KPagqwHRRP39.4610625.22175.804.3221（4-14）（6）侧向土层抗力)cos21(kyPK（4-15）衬砌圆环抗弯刚度:237625.123265120.35×0.1103.45EJmKN衬砌圆环抗弯刚度折减系数:3.0；mkEJgqyRRPPHH248.0)625.2102045.0625.1232653.0(24625.2)10807.21694.1604.2122()045.0(24)2(4444421（4-16）KPakyPk4960248.020000)cos21(max（4-17）KPakyPk44.2053)21(248.020000)cos21(min(4-18)取KPaPK56.2906（7)取长度一米圆环进行计算，其中荷载采用设计值，即考虑荷载组合系数。计算结果如下表（已考虑荷载组合系数）：河南理工大学课程设计62/5.1075.82.1mkNg221448.282204.104.2122.14.12.1mKNqqq21033.20694.162.1mKNP22168.26807.212.1mKNP2668.5539.462.1mKNPR2872.348756.29062.1mKNPK隧道圆环内力计算结果如下：表4-2轴力图计算结果过程截面/度弧度自重g(kN/㎡)轴线半径（m)均布竖向地层荷载q(kN/㎡)水平均布荷载P1(kN/㎡)三角形侧压P2(kN/㎡)底部反力PR(kN/㎡)轴力（KN）00.0013.782.63-78.5952.5921.5015.4924.77100.17-14.182.63285.3837.0230.69-13.00325.92200.3514.412.63585.888.766.326.32621.69300.52-12.132.63711.661.251.422.39704.59400.705.152.63464.0523.3917.49-10.33499.74500.876.992.63-24.8048.9720.7314.9566.83601.05-21.922.63143.7447.7041.87