重力式挡土墙课程设计(通用版)

重力式挡土墙课程设计1重力式挡土墙课程设计作者姓名学号班级学科专业土木工程指导教师所在院系建筑工程系提交日期重力式挡土墙课程设计2设计任务书一、设计题目本次课程设计题目：重力式挡土墙设计二、设计资料1、线路资料：建设地点为某一级公路DK23+415.00~DK23+520.00段，在穿过一条深沟时，由于地形限制，无法按规定放坡修筑路堤，而采取了贴坡式（仰斜式）浆砌片石挡土墙。线路经过的此处是丘陵地区，石材比较丰富，挡土墙在设计过程中应就地选材，结合当地的地形条件，节省工程费用。2、墙后填土为碎石土，重度30/18mkN，内摩擦角35；墙后填土表面为水平，即0，其上汽车等代荷载值2/15mkNq；地基为砾石类土，承载力特征值kPafk750；外摩擦角取14；墙底与岩土摩擦系数6.0。3、墙体材料采用MU80片石，M10水泥砂浆，砌体抗压强1.142/mmN，砌体重度30/24mkN。4、挡土墙布置形式及各项计算参数如下图所示：图4-1挡土墙参数图（单位：m）重力式挡土墙课程设计3目录设计任务书·················································2一、设计题目·············································2二、设计资料·············································2设计计算书·················································4一、设计挡土墙的基础埋深、断面形状和尺寸·················4二、主动土压力计算·······································41、计算破裂角········································42、计算主动土压力系数K和K1··························43、计算主动土压力的合力作用点·························5三、挡土墙截面计算·······································51、计算墙身重G及力臂ZG·······························62、抗滑稳定性验算·····································63、抗倾覆稳定性验算···································64、基底应力验算·······································75、墙身截面应力验算···································7四、设计挡土墙的排水措施·································8五、设计挡土墙的伸缩缝和沉降缝···························8六、参考文献·············································8七、附图·················································8重力式挡土墙课程设计4设计计算书一、设计挡土墙的基础埋深、断面形状和尺寸如图所示，挡土墙墙体高为H=8.5m，基础埋置深度d=1.5m,墙身纵向分段长度为L=10m；墙面与墙背平行，墙背仰斜，仰斜坡度1：0.2(11.31)，墙底倾斜度0.2:1（ω=11.31°），墙顶宽2.1m，墙底宽2m。二、主动土压力计算1、计算破裂角经试算，按破裂面交于荷载中部进行计算：2.0-tan)H2h(H)tan2hH(H-00A69.331511.313090°tan=-tan+))(tantan(cotA=-0.667+)2.0667.0)(667.0866.0(=0.486=26°2、计算主动土压力系数K和K1K=tantan)sin()cos(186.0)31.11tan26(tan)69.3326sin3026cos（）（重力式挡土墙课程设计5mh833.018/15γ/q003hmhHh5.80-5.83411K2402Hhh=20.15.85.8833.02123、计算主动土压力的合力作用点kN14520.1186.05.8182121212KKHEkN7.1441531.11cos(145)cos(）EEx3.9)1531.11sin(145)sin(EEykN124403)23(3KHHhhhHZy=m065.320.15.83)5.825.83(5.8833.035.82三、挡土墙截面计算图3-4-1挡土墙计算图重力式挡土墙课程设计61、计算墙身重G及力臂ZG墙身体积计算：30111172.01.25.81.2)tan(mbHbV320212441.02.01.25.0tan5.0mbV墙身自重计算：kN3742217o11VGNVGk7.922441.0o22NNNGGGk7.383k7.9k37421力臂ZG计算：ZG1=0.125H+0.476b1=0.125×8.5+0.476×2.1=2.06mZG2=0.651b1=0.651×2.1=1.37mm04.27.3837.937.137406.2GGZGZ22G11G2、抗滑稳定性验算0y1QGtan9.0EG9.0）（2.07.3839.045.03.94.17.3839.0）（202.58kN144.71.4EkN32.2301Qx满足抗滑稳定性要求。3、抗倾覆稳定性验算墙底倾斜，需把求得的xZ、yZ修正为1xZ、1yZ。mbZZ645.22.01.2065.3tan01y1ymZZ387.12.0065.30.2tanB0y1x重力式挡土墙课程设计7)EGZ9.011y1QGyxxZEZ（)645.27.144387.13.9(4.104.27.3839.00186.7=满足抗倾覆稳定性要求。4、基底应力验算mZEZyyxxn053.13.97.9374645.27.144387.13.937.17.906.2374EGGEZGZGZ2111y2G21G1mBmZBeN333.0626053.0053.12220kPakPae750f26.16574.2272053.06123.97.383B61BEGkymaxmin）（）（满足要求。5、墙身截面应力验算取墙底截面，按每延米墙长计算。1）强度计算k/ARNkkjkN89.4027.3830.105.1NNGGoj992.0)2053.0(121)2053.0(256-1)(121)(256-1282080BeBekkNkN89.40212.97931.2/114012992.0/ARkk满足强度要求。2）稳定计算kk/ARNkkj因为重力式挡土墙课程设计8104.25=8.5/2=H/B墙为矮墙，取k=1，即满足稳定要求。3）正截面直接受剪时验算kNQkNNfRjmkjj14505.5947.38342.031.2/5002/A1满足受剪要求。四、设计挡土墙的排水措施墙身排水：设置直径为10cm的泄水孔，泄水孔向墙外倾斜5%，间距2.5m，上下交错设置。最下排泄水孔底部高墙外出地面0.3m。最下排泄水孔进水口底部铺设0.3m的黏土隔水层，并在墙顶处铺设0.3m的黏土隔水层，泄水孔进水侧设置厚度为0.3m的反滤层。在最下排泄水孔的底部设置隔水层。五、设计挡土墙的伸缩缝和沉降缝把沉降缝与伸缩缝结合在一起成为变形缝，沿墙长每10m布置，宽度取2cm，缝内塞沥青木板，深度为15cm。六、参考文献1、邓学钧主编.《路基路面工程》.人民交通出版社；2、《公路水泥混凝土路面设计规范》（JTGD40-2010）.人民交通出版社；3、陈小川周俐俐主编.《土力学与地基基础课程设计指南》.中国水利水电出版社知识产权出版社；七、附图