隧道工程明挖法施工课程设计

《地下建筑结构》课程设计班级：土1205-1班学号：20120665姓名：***指导教师：高**专业：城市地下空间工程石家庄铁道大学土木工程学院2015-12-2018 1.工程概况1.1工程地质某城市一区间隧道工程，位于城市主干道下方，埋深h=10m，从上到下地层情况为：(1)杂填土：天然容重18.2kN/m3，粘聚力3.5kPa，内摩擦角12°，层厚2m；(2)砾砂夹粉质粘土：褐色、灰褐色、黄褐色，中密～密实，饱和。含大于2mm颗粒占总重的35～45%，钻探过程中所见最大粒径80mm，粉质粘土含量在23%以上，天然容重19.4kN/m3，饱和容重21.6kN/m3，粘聚力33.5kPa，内摩擦角18.5°。该层分布连续，层厚5m；(3)粉质粘土：灰褐色，质软、饱和，局部夹砾砂混粒，矿物成分以石英、长石为主。粘粒含量6%。含大于4mm颗粒占总重的35～45%，最大粒径80mm。该层层厚5m。该层饱和容重22.4kN/m3，平均粘聚力39.8kPa，内摩擦角17.8°。(4)含粘性土薄夹层圆砾：浅黄色、黄褐色，中密～密实，湿～饱和，混粒结构，矿物成分以石英、长石为主，粘粒含量9%。含大于2mm颗粒占总重的35～45%，最大粒径80mm。该层分布连续，层厚8m。该层饱和容重23.8kN/m3，平均粘聚力29.8kPa，内摩擦角24.8°。(5)风化花岗岩：(4)层以下12m均为风化花岗岩，中等风化状态。1.2水文地质特征本区段地下水类型为第四系松散岩类孔隙潜水，雨季丰水期的地下水位在地面以下3.0m，冬季枯水期地下水位在地面以下4m。1.3工程地质及水文地质特征图18 2.结构尺寸及材料隧道结构尺寸图（cm）2.1结构及尺寸（1）衬砌结构如上图所示（22断面），（2）本图适用于石家庄六线隧道DK278+480~DK278+728（京石客专里程）段明洞衬砌结构。（3）隧道采用无砟轨道，道床底面至内轨顶面的高度为77.9cm。（4）改建京广线、京石客专隧道轨面以上有效内净空面积分别为：88.75m2、100.05m2。（5）采用明挖法施工。2.2材料（1）衬砌主体结构为钢筋混凝土：（2）拱部、边墙、底板：C35钢筋混凝土；（3）水沟及电缆槽槽身：C25混凝土；（4）水沟及电缆槽盖板：C35钢筋混凝土。（5）结构底铺设100mm厚C15混凝土垫层+150mm厚碎石垫层。（6）本图未详之处见有关说明及图纸。（7）二衬混凝土保护层厚度：迎水侧40mm，背水侧30mm。（8）二次衬砌采用C30防渗钢筋混凝土，防渗等级P10。3.设计内容18 3.1荷载计算，确定作用在地下结构上的荷载（1）结构自重由ANSYS软件自动计算（2）地面超载该区间隧道工程，位于城市主干道下方，埋深h=10m，采用明挖法施工。根据《铁路隧道设计规范》TB10003-2005可知，该区间隧道为浅埋隧道，应按浅埋隧道设计。这样就会受到城市主干道车辆荷载的影响。根据《公路桥涵设计通用规范》(JTG_D60-2004)可知，车辆重力标准值为550KN，车辆外形尺寸（长X宽）为15.0X2.5m2。隧道位于城市主干道下方，作用在路面的车辆荷载就相当于地面超载。所以该区间隧道的地面超载为：地面超载为（每延米）：qK地面超载=15KN/m。（3）地层压力由工程地质可知，从上到下，隧道覆盖层及周围岩层情况依次为：杂填土，层厚2m；砾砂夹粉质粘土，该层分布连续，层厚5m；粉质粘土，层厚5m；含粘性土薄夹层圆砾，该层分布连续，层厚8m；风化花岗岩，含粘性土薄夹层圆砾层以下12m均为风化花岗岩，中等风化状态。隧道埋深为10m，大多处在含粘性土薄夹层圆砾层中，围岩完整程度和坚硬程度较差。根据我国铁路隧道围岩分级方法，可以判定该区间隧道所处围岩级别为Ⅴ级。根据隧道施工设计图纸可知，开挖坑道宽度B=26.50m。根据《铁路隧道设计规范》TB10003-2005可知，等效荷载高度值为：根据《铁路隧道设计规范》TB10003-2005可知，隧道埋深。所以该区间隧道为超浅埋隧道，隧道处于城市主干道以下，地面基本水平，故隧道衬砌结构所受荷载具有对称性。18 根据工程地质情况，从上到下依次为：杂填土，天然容重18.2kN/m3，层厚2m；砾砂夹粉质粘土，天然容重19.4kN/m3，饱和容重21.6kN/m3，该层分布连续，层厚5m；粉质粘土，该层饱和容重22.4kN/m3，层厚5m；含粘性土薄夹层圆砾，该层饱和容重23.8kN/m3，该层分布连续，层厚8m；风化花岗岩，含粘性土薄夹层圆砾层以下12m均为风化花岗岩，中等风化状态。根据水文地质特征，本区段地下水类型为第四系松散岩类孔隙潜水，雨季丰水期的地下水位在地面以下3.0m，冬季枯水期地下水位在地面以下4m。围岩压力计算选择地下水的不利情况，即按雨季丰水期的地下水位在地面以下3m计算。围岩压力的垂直均布压力为：围岩压力的水平压力可按朗金公式计算。根据《地铁设计规范》GB50157-2013，隧道所处地层为粘性土层，故在施工阶段，侧向水、土压力，应采用水土合算。坑道的净高，隧道开挖坑道底部有2.54m厚中等风化状态的花岗岩，岩性较好，可认为水平侧压力系数为0，即隧道所受的水平侧压力只在距地面10m到20m范围内呈梯形分布。平均饱和容重为。岩体的似摩擦角。岩体两侧摩察角作用在隧道顶部的水平压力为：作用在隧道底部的水平压力为：18 隧道围岩压力图（2）地震荷载（地震烈度7度）作用在隧道衬砌结构横截面上的地震作用力，可根据《铁路工程抗震设计规范》GB50111-2006(2009年版)，采用地震系数法（惯性力法）计算。a、左线拱部由隧道设计施工图可知，隧道左线拱部体积为，钢筋混凝土密度。隧道左线拱部水平惯性力为：，以集中力的形式，作用在左线拱部的轴线处。b、右线拱部由隧道设计施工图可知，隧道右线拱部体积为，钢筋混凝土密度。隧道右线拱部水平惯性力为：，以集中力的形式，作用在右线拱部的轴线处。c、左边墙由隧道设计施工图可知，隧道左边墙体积为，钢筋混凝土密度。隧道左边墙水平惯性力为：，以均布力的形式，作用在左边墙。18 d、中墙由隧道设计施工图可知，隧道中墙体积为，钢筋混凝土密度。隧道中墙水平惯性力为：，以均布力的形式，作用在中墙。e、右边墙由隧道设计施工图可知，隧道右边墙体积为，钢筋混凝土密度。隧道右边墙水平惯性力为：，以均布力的形式，作用在右边墙。f、底板由隧道设计施工图可知，隧道底板体积为，钢筋混凝土密度。隧道底板水平惯性力为：，以集中力的形式，作用在底板的轴线处。（2）地层弹性抗力由隧道工程地质和水文地质特征，以及我国铁路隧道围岩分级方法可知，该区间隧道围岩级别为Ⅴ级。类比于泸昆高速铁路隧道研究点围岩抗力系数推荐值，该隧道围岩弹性抗力系数可取40MPa/m，地层弹性抗力在ANSYS中计算。3.2ANSYS结构分析，确定结构内力（1）结构计算模型ANSYS隧道结构模型18 （2）隧道内力图轴力图弯矩图18 （3）结构内力表ELEMNINJMIMJQIQJ10.112213E+050.112213E+05-0.171443E+040.161403E+03-0.110427E+05-0.156536E+0420.112213E+050.112213E+050.161403E+03-0.341224E+03-0.304950E+040.642782E+0430.112213E+050.112213E+05-0.341224E+03-0.206546E+03-0.519127E+040.428605E+0440.112213E+050.112213E+05-0.206546E+03-0.242633E+03-0.461738E+040.485993E+0450.112213E+050.112213E+05-0.242633E+03-0.232963E+03-0.477115E+040.470616E+0460.112213E+050.112213E+05-0.232963E+03-0.235554E+03-0.472995E+040.474737E+0470.112213E+050.112213E+05-0.235554E+03-0.234860E+03-0.474099E+040.473633E+0480.112213E+050.112213E+05-0.234860E+03-0.235046E+03-0.473803E+040.473928E+0490.112213E+050.112213E+05-0.235046E+03-0.234996E+03-0.473883E+040.473849E+04100.112213E+050.112213E+05-0.234996E+03-0.235009E+03-0.473861E+040.473870E+04110.112213E+050.112213E+05-0.235009E+03-0.235006E+03-0.473867E+040.473865E+04120.112213E+050.112213E+05-0.235006E+03-0.235007E+03-0.473866E+040.473866E+04130.112213E+050.112213E+05-0.235007E+03-0.235007E+03-0.473866E+040.473866E+04140.112213E+050.112213E+05-0.235007E+03-0.235007E+03-0.473866E+040.473866E+04150.112213E+050.112213E+05-0.235007E+03-0.235007E+03-0.473866E+040.473866E+04160.112213E+050.112213E+05-0.235007E+03-0.235007E+03-0.473866E+040.473866E+04170.112213E+050.112213E+05-0.235007E+03-0.235007E+03-0.473866E+040.473866E+04180.112213E+050.112213E+05-0.235007E+03-0.235007E+03-0.473866E+040.473866E+04190.112213E+050.112213E+05-0.235007E+03-0.235007E+03-0.473866E+040.473866E+04200.112213E+050.112213E+05-0.235007E+03-0.235007E+03-0.473866E+040.473866E+04210.112213E+050.112213E+05-0.235007E+03-0.235007E+03-0.473866E+040.473866E+04220.112213E+050.112213E+05-0.235007E+03-0.235007E+03-0.473866E+040.473866E+04230.112213E+050.112213E+05-0.235007E+03-0.235007E+03-0.473866E+040.473866E+04240.112213E+050.112213E+05-0.235007E+03-0.235007E+03-0.473866E+040.473866E+04250.112213E+050.112213E+05-0.235007E+03-0.235007E+03-0.473866E+040.473866E+04260.112213E+050.112213E+05-0.235007E+03-0.235007E+03-0.473866E+040.473866E+04270.112213E+050.112213E+05-0.235007E+03-0.235007E+03-0.473866E+040.473866E+04280.112213E+050.112213E+05-0.235007E+03-0.235006E+03-0.473866E+040.473866E+0418 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10003-2005，按照概率极限状态法，以及偏心受压构件进行隧道二次衬砌结构强度检算。由ANSYS计算结果可知，在左边墙和拱部的交点处，结构内力较大，为不利截面，需对该截面进行衬砌结构强度检算。由内力计算结果可知，该截面的轴力为，弯矩为。偏心距为。隧道衬砌结构受压承载能力可按下式检算：式中：隧道衬砌混凝土结构受压承载力不满足要求，需要配筋。取HRB335钢筋，每米布置5根25mm。由于受拉钢筋和受压钢筋的重心之间的距离为，偏心距，故Nd在受拉钢筋和受压钢筋的重心之间，混凝土受压区高度为：相对界限受压区高度：因为，按大偏心计算。18 选用5根25mm的HRB335级钢筋即可满足抗压承载力要求（2）隧道结构抗裂承载力检算式中：不满足抗裂承载力。但，根据根据《铁路隧道设计规范》TB10003-2005可知，可不检算裂缝宽度。4.设计依据《地铁设计规范》（GB50157-2013）《铁路隧道设计规范》（TB10003-2005、J449-2005）《建筑结构荷载规范》（GB50009－2006）《混凝土结构设计规范》（GB50010-2002）《钢结构设计规范》（GB50017-2003）《建筑抗震设计规范》（GB50011-2001）18