深基坑边坡稳定性计算书模板

./r/nPAGE/r/n./r/n专业资料/r/n学习资料/r/n土坡稳定性计算书/r/n本计算书参照《建筑施工计算手册》江正荣编著中国建筑工业出版社、《实用土木工程手册》第三版杨文渊编著人民教同出版社、《地基与基础》第三版中国建筑工业出版社、《土力学》等相关文献进行编制。/r/n计算土坡稳定性采用圆弧条分法进行分析计算,由于该计算过程是大量的重复计算,故本计算书只列出相应的计算公式和计算结果,省略了重复计算过程。/r/n本计算书采用瑞典条分法进行分析计算,假定滑动面为圆柱面及滑动土体为不变形刚体,还假定不考虑土条两侧上的作用力。/r/n一、参数信息/r/n:/r/n条分方法：瑞典条分法；/r/n考虑地下水位影响；/r/n基坑外侧水位到坑顶的距离/r/n<m>/r/n：/r/n1.56/r/n；/r/n基坑内侧水位到坑顶的距离/r/n<m>/r/n：/r/n14.000/r/n；/r/n放坡参数：/r/n序号放坡高度/r/n<m>/r/n放坡宽度/r/n<m>/r/n平台宽度/r/n<m>/r/n条分块数/r/n03./r/n5/r/n03./r/n5/r/n0/r/n2.000.00/r/n1/r/n4.504.50/r/n3.000.00/r/n2/r/n6.206.20/r/n3.000.00/r/n荷载参数：/r/n序号/r/n类型/r/n面荷载q<kPa>/r/n基坑边线距离〔m/r/n宽度〔m/r/n1/r/n满布/r/n10.00/r/n0.00/r/n0.00/r/n土层参数：/r/n序号/r/n土名称/r/n土厚度/r/n〔m/r/n坑壁土的重/r/n度/r/nγ<kN/m/r/n3/r/n>/r/n坑壁土的内摩擦角/r/nφ<°>/r/n粘聚力/r/n〔kPa/r/n饱容重/r/n<kN/m/r/n3/r/n>/r/n1/r/n粉质粘土/r/n1/r/n5/r/n20.5/r/n10/r/n10/r/n20.5/r/n二、计算原理/r/n:/r/n根据土坡极限平衡稳定进行计算。自然界匀质土坡失去稳定,滑动面呈曲面,通常滑动面接近圆弧,可将滑裂面近似成圆弧计算。将土坡的土体沿竖直方向分成若干个土条,从土条中任意取出第/r/ni/r/n条,不考虑其侧面上的作用力时,该土条上存在着：/r/n1/r/n、土条自重,/r/n2/r/n、作用于土条弧面上的法向反力,/r/n3/r/n、作用于土条圆弧面上的切向阻力。/r/n将抗剪强度引起的极限抗滑力矩和滑动力矩的比值作为安全系数,考虑安全储备的大小,按照《规范》要求,安全系数要满足/r/n>=1.3/r/n的要求。/r/n将抗剪强度引起的极限抗滑力矩和滑动力矩的比值作为安全系数,考虑安全储备的大小,按照《规范》要求,安全系数要满足/r/n>=1.3/r/n的要求。/r/n三、计算公式/r/n:/r/n式子中：/r/nF/r/ns/r/n--/r/n土坡稳定安全系数；/r/nc--/r/n土层的粘聚力；/r/nl/r/ni/r/n--/r/n第/r/ni/r/n条土条的圆弧长度；/r/nγ--/r/n土层的计算重度；/r/nθ/r/ni/r/n--/r/n第/r/ni/r/n条土到滑动圆弧圆心与竖直方向的夹角；/r/nφ--/r/n土层的内摩擦角；/r/nb/r/ni/r/n--/r/n第/r/ni/r/n条土的宽度；/r/nh/r/ni/r/n--/r/n第/r/ni/r/n条土的平均高度/r/n；/r/nh/r/n1i/r/n――/r/n第/r/ni/r/n条土水位以上的高度；/r/nh/r/n2i/r/n――/r/n第/r/ni/r/n条土水位以下的高度；/r/nγ'/r/n――/r/n第/r/ni/r/n条土的平均重度的浮重度；/r/nq /r/n――/r/n第/r/ni/r/n条土条土上的均布荷载；/r/n其中,根据几何关系,求得/r/nh/r/ni/r/n为：/r/n式子中：/r/nr--/r/n土坡滑动圆弧的半径；/r/nl/r/n0/r/n--/r/n坡角距圆心垂线与坡角地坪线交点长度；/r/nα/r/n土坡与水平面的夹角；/r/nh/r/n1/r/ni/r/n的计算公式/r/n当/r/nh/r/n1/r/ni/r/n≥/r/nh/r/ni/r/n时,取/r/nh/r/n1i/r/n=h/r/ni/r/n；/r/n当/r/nh/r/n1/r/ni/r/n≤/r/n0/r/n时,取/r/nh/r/n1i/r/n=0/r/n；/r/nh/r/n2i/r/n的计算公式：/r/nh/r/n2i/r/n=h/r/ni/r/n-h/r/n1i/r/n；/r/nh/r/nw/r/n――/r/n土坡外地下水位深度/r/n；/r/nl/r/ni/r/n的几何关系为：/r/n四、计算安全系数/r/n:/r/n将数据各参数代入上面的公式,通过循环计算,求得最小的安全系数/r/nFs/r/n：/r/n计算步数安全系数滑裂角/r/n</r/n度/r/n>/r/n圆心/r/nX<m>/r/n圆心/r/nY<m>/r/n半径/r/nR<m>/r/n第/r/n1/r/n步/r/n1.39145.259-0.0388.4498.449/r/n示意图如下：/r/n计算步数安全系数滑裂角/r/n</r/n度/r/n>/r/n圆心/r/nX<m>/r/n圆心/r/nY<m>/r/n半径/r/nR<m>/r/n第/r/n2/r/n步/r/n1.32152.516-0.02818.94718.947/r/n示意图如下：/r/n计算步数安全系数滑裂角/r/n</r/n度/r/n>/r/n圆心/r/nX<m>/r/n圆心/r/nY<m>/r/n半径/r/nR<m>/r/n第/r/n3/r/n步/r/n1.32555.0110.27926.29626.298/r/n示意图如下：/r/n计算结论如下：/r/n第/r/n1/r/n步开挖内部整体稳定性安全系数/r/nFs=1.391>1.30/r/n满足要求/r/n![/r/n标高/r/n-5.000m/r/n]/r/n第/r/n2/r/n步开挖内部整体稳定性安全系数/r/nFs=1.321>1.30/r/n满足要求/r/n![/r/n标高/r/n-10.000m/r/n]/r/n第/r/n3/r/n步开挖内部整体稳定性安全系数/r/nFs=1.325>1.30/r/n满足要求/r/n![/r/n标高/r/n-13.000m/r/n]/r/n附件二/r/n集水明排/r/n降水计算书/r/n集水明排/r/n降水计算书/r/n1、基坑涌水量计算：/r/n均质含水层潜水完整井基坑涌水量计算/r/n基坑远离地面水源时/r/n式中/r/nQ/r/n——/r/n基坑涌水量；/r/nK/r/n——/r/n土壤的渗透系数〔取k=20m/d；/r/nH/r/n——/r/n潜水含水层厚度；/r/nS/r/n——/r/n基坑水位降深；/r/nR/r/n——/r/n降水影响半径；宜通过试验或根据当地经验确定,当基坑安全等级为二、三级时,对潜水含水层按下式计算：/r/nk/r/n——/r/n土的渗透系数；/r/nr/r/n0/r/n——/r/n基坑等效半径；当基坑为圆形时,基坑等效半径取圆半径。/r/n本工程基坑等效半径/r/nr/r/n0/r/n=/r/n54/r/nm,基坑深1/r/n4/r/nm/r/n,水位降深12.5/r/nm,/r/n潜水含水层厚12.5m。/r/n经计算降水影响半径R=/r/n395/r/nm,基坑涌水量/r/nQ=/r/n4/r/n640/r/nm/r/n3/r/n/d。/r/n2、/r/n抽水泵数量/r/n式中/r/nQ/r/n——/r/n基坑总涌水量；/r/nq/r/n——/r/n单/r/n泵/r/n出水量/r/n本工程/r/n采用的/r/nφ/r/n150mm潜水泵出水量/r/nq/r/n≈/r/n2400/r/nm/r/n3/r/n/d/r/n。经计算n/r/n≥/r/