地铁区间隧道结构设计 21页

'地铁区间隧道结构设计一、设计任务对某区间隧道进行结构检算，求出内力，并进行配筋计算。具体设计基本资料如下：1.1工程地质条件线路垂直于永定河冲、洪积扇的轴部，第四纪地层沉积韵律明显，地层由上到下依次为：杂填土、粉土、细砂、圆砾土、粉质粘土、卵石土。其主要物理力学指标如表1，本地区地震烈度为7度。表1各层土的物理力学指标土的类型厚度（m）重度γ（kN/m3）弹性抗力系数(Mpa/m）变形模量E（GPa）泊松比μ内摩擦角ф（º）粘聚力C(Mpa)杂填土5.916500.80.4200.005粉土3.218900.90.35210.01细砂4.9191001.20.32220.01圆砾土9.819.51201.50.32250.01粉质粘土5.220.01501.80.32230.02卵石土6.720.02002.00.30270.03基岩223002.50.35350.041.2其他条件地下水位在地面以下4.2处；隧道顶板埋深10.7m；采用暗挖法施工，隧道断面型式为5心圆马蹄形结构。21 21 二、设计过程2.1根据给定的隧道或车站埋深判断结构深、浅埋；可以采用《铁路隧道设计规范》推荐的方法，即有上式中s为围岩的级别；B为洞室的跨度；i为B每增加1m时的围岩压力增减率。由于隧道拱顶埋深10.7m，位于粉土层、细砂层和圆砾土中，根据《地铁设计规范》10.1.2可知“暗挖结构的围岩分级按现行《铁路隧道设计规范》确定”。围岩为Ⅵ级围岩。则有因为埋深，可知该隧道为极浅埋。2.2计算作用在结构上的荷载；1永久荷载A顶板上永久荷载a.顶板自重（可只考虑二衬）b.地层竖向土压力由于拱顶埋深10.7m，则顶上土层有杂填土、粉土、细砂，且地下水埋深4.2m，应考虑土层压力和地下水压力的影响。c.地层竖向水压力21 B底板上永久荷载a.底板自重b.水压力（向上）：C侧墙上永久荷载地层侧向压力按主动土压力的方法计算，由于埋深在地下水位以下，需考虑地下水的影响。(为简化计算，按水土分算)a.侧墙自重b.对于隧道侧墙上部土压力：用朗肯主动土压力方法计算c.对于隧道侧墙图层分界处土压力=21 d.对于隧道圆心高度土压力=e.对于隧道侧墙底部土压力f.对于隧道侧墙水压力2可变荷载A顶板上可变荷载按《地铁设计规范》10.2.1中第三条规定：在道路下面的潜埋暗挖隧道，地面的车辆荷载按10KPa的均布荷载取值，并不计动力作用影响。人行荷载可以不用考虑。B底板上可变荷载主要为列车车辆运行的可变荷载，一般取为21 C侧墙上可变荷载由于到隧道上部地面车辆的运行，会导致侧向压力的增大：3偶然荷载在本设计中，仅考虑比较简单的情况，偶然荷载可以不用计算。2.3进行荷载组合1、承载能力极限状态荷载组合采用1.2恒载+1.4活载根据以上各种计算，作用在隧道上的设计荷载有：拱顶：设计恒载：-290.3设计活载：-14底板：设计恒载：148.6设计活载：-7侧墙（顶部）：设计恒载：170.5（x方向；-150（y方向）设计活载：5.81（x方向）；-175（y方向）（底部）：设计恒载：292.6（x方向）；-150（y方向）设计活载：3.262（x方向）；-175（y方向）2、正常使用极限状态荷载组合采用恒载+活载根据以上各种计算，作用在隧道上的设计荷载有：拱顶：设计恒载：-241.9设计活载：-10底板：设计恒载：123.8设计活载：-521 侧墙（顶部）：设计恒载：142.1（x方向；-125（y方向）设计活载：4.15（x方向）；-125（y方向）（底部）：设计恒载：243.8（x方向）；-125（y方向）设计活载：2（x方向）；-125（y方向）2.4绘出结构受力图根据荷载组合值，可以分别计算出拱顶、底板、侧墙和中墙的设计荷载值，如下图：2.5利用midas程序计算结构内力首先应进行单元划分，然后定义荷载和截面，加入边界条件。在midas程序中施加各类荷载，然后运行后就可得到单元内力，弯矩图和轴力图（如下）。21 （1）承载能力极限状态隧道断面的弯矩图隧道断面的轴力图21 （1）正常使用极限状态2.6结构配筋计算和截面配筋图绘制（隧道结构取最不利截面配筋）1.配筋计算经过计算，可知中墙顶部为最不利位置，沿隧道纵向取1m的计算单元，弯矩最大为204.05kN.m，轴力为383.55kN，以此截面为控制截面进行配筋，为简便计算，可以对称配筋。由于截面长度b=1.0m，高度h=0.4m，计算长度L=0.5m，由于钢筋采用二级HRB335，混凝土C30，保护层厚度为50mm，相对界限受压区高度。偏心距受压区高度21 可以采用，，满足间距要求（如右图）。对于中墙，承受压力较大，为883kN,而且弯矩非常小，可看作轴心受压构件。2.裂缝验算裂缝验算公式：由于是偏心受压构件：，其中，则有21 此时裂缝不满足要求，可以增加钢筋截面面积，经重新设计验算，取则有由于在裂缝计算中是要求用标准荷载，而现在是用设计荷载进行计算，结果稍微有一些出入，但强度和裂缝都能得到满足。最后的截面配筋图如下：21 参考资料：[1]《地铁设计规范》GB50157—2003[2]《铁路隧道设计规范》TB10003—2005[3]贺少辉《地下工程》2008年版北京交通大学出版社、清华大学出版社[4]关宝树《地下工程》2007年版高等教育出版社[5]李志业、曾艳华《地下结构设计原理与方法》2005年版西南交通大学出版社[6]曾亚武《地下结构设计原理》2006年版武汉大学出版社[7]程文襄、王铁成《混凝土结构》2008年版中国建筑工业出版社三、附录21 3.1.《地下结构课程设计》任务书——地铁区间隧道结构设计本次地下结构课程设计是进行城市地铁区间隧道的结构设计，涉及“地下工程”这门课的主要理论，通过设计，使学生更深入地掌握所学理论。一、基本要求1、对设计从全局上把握，思路清晰，独立完成全部设计任务；2、设计计算正确无误，图纸清晰，符合规范要求；3、按计划及时上交设计，每位同学的计算参数不同，如发现抄袭者，将记为零分。二、设计任务对某区间隧道进行结构检算，求出内力，并进行配筋计算。具体设计基本资料如下：1、工程地质条件线路垂直于永定河冲、洪积扇的轴部，第四纪地层沉积韵律明显，地层由上到下依次为：杂填土、粉土、细砂、圆砾土、粉质粘土、卵石土。其主要物理力学指标如表1，本地区地震烈度为7度。表1各层土的物理力学指标土的类型厚度（m）天然重度γ（kN/m3）饱和重度γ（kN/m3）弹性抗力系数(Mpa/m）变形模量E（GPa）泊松比μ内摩擦角ф（º）粘聚力C(Mpa)杂填土3.01624500.80.4200.005粉土4.01826900.90.35210.01细砂5.019271001.20.32220.01圆砾土3.519.527.51201.50.32250.01粉质粘土6.020.0281501.80.32230.02卵石土10.020.028.52002.00.30270.03基岩223002.50.35350.042、其他条件地下水位在地面以下5m处；隧道拱顶埋深6m；采用暗挖法施工，隧道断面型式为双联拱结构（隧道断面图QJ10-JG-04）。三、设计过程1、根据给定的隧道或车站埋深判断结构深、浅埋；2、计算作用在结构上的荷载（仅按使用阶段考虑）；3、进行荷载组合；4、绘出结构受力图；5、利用Frame或Sap或ANSYS或其他程序计算结构内力；6、结构配筋计算和截面配筋图绘制；（隧道结构取最不利截面配筋）7、提交完整的设计书。四、成果提交成果包括两部分：计算书和图纸。计算书应规范，包括设计基本资料、详细的计算过程、结构受力图、内力图、配筋计算。图纸应清晰，各项计算符合规范要求且应列出参考文献。3.2Frame结构程序21 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15,1,1,216,1,1,217,1,1,118,1,1,119,1,1,120,1,1,121,1,1,122,1,1,123,1,1,124,1,1,125,1,1,126,1,1,127,1,1,128,1,1,129,1,1,130,1,1,131,1,1,132,1,1,133,1,1,234,1,1,235,1,1,236,1,1,237,1,1,238,1,1,239,1,1,240,1,1,241,1,1,242,1,1,243,1,1,244,1,1,245,1,1,246,1,1,247,1,1,248,1,1,249,1,2,150,1,2,151,1,2,152,1,2,153,1,2,154,1,2,155,1,2,13,551,0,68.82,0,0,121 2,0,68.82,0,0,13,0,68.82,0,0,14,0,61.82,0,0,15,-208.532,61.82,0,0,16,-206.642,61.82,0,0,17,-202.882,68.82,0,0,18,-195.542,-21,0,0,19,-184.352,-21,0,0,110,-174.572,-21,0,0,111,-158.552,-21,0,0,112,-146.352,-21,0,0,113,-134.142,-21,0,0,114,-122.202,-21,0,0,115,-111.752,-21,0,0,116,-102.492,-21,0,0,117,-94.479,-21,0,0,118,-87.666,-172.2,0,0,119,-83.687,-172.2,0,0,120,0,-179.2,0,0,121,0,-179.2,0,0,122,0,-179.2,0,0,123,0,-179.2,0,0,124,0,-179.2,0,0,125,0,-179.2,0,0,126,0,-179.2,0,0,127,0,-179.2,0,0,128,0,-179.2,0,0,129,0,-179.2,0,0,130,83.687,-172.2,0,0,131,87.666,-172.2,0,0,132,94.479,-21,0,0,133,102.492,-21,0,0,134,111.752,-21,0,0,135,122.202,-21,0,0,136,134.142,-21,0,0,137,146.352,-21,0,0,138,158.552,-21,0,0,139,174.572,-21,0,0,140,184.352,-21,0,0,141,195.542,-21,0,0,142,202.882,68.82,0,0,143,206.642,61.82,0,0,144,208.532,61.82,0,0,145,0,61.82,0,0,121 46,0,68.82,0,0,147,0,68.82,0,0,148,0,68.82,0,0,149,0,-15,0,0,150,0,-15,0,0,151,0,-15,0,0,152,0,-15,0,0,153,0,-15,0,0,154,0,-15,0,0,155,0,-15,0,0,13.3内力计算结果(15).TOTALINTERFORCEELEMENT-------------------------------------------------------------------------ELEMENTNO.NODE1-NNODE1-QNODE1-MNODE2-NNODE2-QNODE2-M1-0.45495E+030.35069E+02-0.11464E+02-0.42916E+03-0.12376E+03-0.16422E+032-0.27538E+03-0.34316E+030.16422E+03-0.26471E+030.16541E+030.55106E+013-0.23928E+03-0.17934E+03-0.55113E+01-0.23030E+030.56104E+020.82076E+024-0.21019E+03-0.82834E+02-0.82076E+02-0.20666E+030.21276E+010.10886E+035-0.20325E+03-0.31199E+02-0.10886E+03-0.19741E+03-0.35979E+020.10651E+036-0.21115E+030.85118E+01-0.10651E+03-0.19309E+03-0.86828E+020.74488E+027-0.22861E+030.46569E+02-0.74488E+02-0.20267E+03-0.15351E+030.14742E+028-0.29025E+030.34890E+01-0.14742E+02-0.22426E+03-0.15355E+03-0.31668E+029-0.30936E+03-0.80606E+020.31668E+02-0.27412E+03-0.11873E+03-0.41486E+0210-0.32513E+03-0.94225E+020.41486E+02-0.30035E+03-0.13558E+03-0.52964E+0211-0.32977E+03-0.92478E+020.52965E+02-0.32282E+03-0.11592E+03-0.58806E+0212-0.33151E+03-0.64971E+020.58806E+02-0.32985E+03-0.13791E+03-0.78019E+0213-0.32617E+03-0.66321E+020.78019E+0221 -0.33516E+03-0.12179E+03-0.93403E+0214-0.30988E+03-0.64160E+020.93403E+02-0.32679E+03-0.81469E+02-0.98637E+0215-0.28885E+03-0.66313E+020.98636E+02-0.30802E+03-0.14426E+02-0.86888E+0216-0.26397E+03-0.88440E+020.86889E+02-0.28561E+030.59000E+02-0.48748E+0217-0.24633E+03-0.13162E+030.48748E+02-0.26402E+030.10760E+030.10908E+0218-0.23690E+03-0.15863E+03-0.10908E+02-0.21720E+030.65787E+020.77616E+0219-0.19621E+03-0.11406E+03-0.77616E+02-0.18478E+030.11299E+020.11594E+0320-0.17629E+03-0.56500E+02-0.11594E+03-0.18025E+03-0.70527E+020.11097E+0321-0.19249E+030.20267E+02-0.11097E+03-0.22451E+03-0.12407E+030.65183E+0222-0.24721E+030.68496E+02-0.65183E+02-0.29355E+03-0.14691E+030.15910E+0123-0.31950E+030.75308E+02-0.15907E+01-0.37156E+03-0.12941E+03-0.57936E+0224-0.33744E+030.20236E+030.57936E+02-0.38513E+03-0.27823E+03-0.19988E+0325-0.38355E+03-0.28435E+030.20405E+03-0.33548E+030.20572E+03-0.56345E+0226-0.37197E+03-0.12843E+030.56345E+02-0.31990E+030.74337E+020.26165E+0127-0.29416E+03-0.14606E+03-0.26167E+01-0.24782E+030.67641E+020.65704E+0228-0.22531E+03-0.12338E+03-0.65704E+02-0.19329E+030.19580E+020.11105E+0329-0.18121E+03-0.70079E+02-0.11105E+03-0.17725E+03-0.56948E+020.11571E+0330-0.18582E+030.11499E+02-0.11571E+03-0.19724E+03-0.11426E+030.77261E+0231-0.21826E+030.65746E+02-0.77261E+02-0.23796E+03-0.15859E+030.10578E+0232-0.26504E+030.10735E+03-0.10578E+02-0.24735E+03-0.13137E+03-0.48952E+0233-0.28656E+030.58544E+020.48952E+02-0.26492E+03-0.88276E+02-0.86924E+0234-0.30893E+03-0.14751E+020.86924E+02-0.28976E+03-0.66214E+02-0.98569E+0235-0.32765E+03-0.81752E+020.98568E+0221 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