强夯法和强夯置换法计算书

强夯法和强夯置换法计算书计算依据：1、《建筑地基处理技术规范》JGJ79-20122、《建筑地基基础设计规范》GB50007-20113、《建筑桩基技术规范》JGJ94-20084、《建筑施工计算手册》江正荣编著一、基本参数夯实方式强夯法强夯法的有效加固深度(m)5夯点的夯击次数5夯击遍数2两遍夯击之间的时间间隔(d)14夯击点的布置方式等边三角形上部结构传至基础顶面的竖向力F(kN)5000基础底面以上土层的平均重度γ(kN/m3)19.06基础及其上覆盖土的平均重度γ0(kN/m3)20基础尺寸(m)【长l×宽b】3×2基础埋置深度d(m)1.7地下水位深度hw(m)3基底处地基承载力特征值fak(kPa)150土层分层厚度(m)0.5相邻基础个数n2相邻基础距本基础的距离D(m)2.1二、土层参数土层名称土层厚度hi(m)土的重度γi(kN/m3)土的压缩模量Esi(MPa)粉砂1.5195.5粘性土2.219.56.5细砂3186简图如下:基础剖面图三、地基承载力设计值计算基础宽度对地基承载力的修正系数ηb0.15基础埋深对地基承载力的修正系数ηd0.4垫层底面处地基承载力设计值：fa=fak+ηbγ1(b-3)+ηdγ(d-0.5)=150+0.15×19×(3-3)+0.4×19.06×(1.7-0.5)=159.149kPa四、沉降计算1、基础底面附加应力计算P0=F/A+(γ0-γ)d=5000/(3×2)+(20-19.06)×1.7=834.931kN/m32、分层变形量计算zi(m)基础中心处平均附加应力系数αi相邻基础影响αi总附加应力系数αi总zi×αi总zi×αi总-zi-1×αi-1总土的压缩模量Esi(MPa)AiΔsiΣΔsi0.54×0.24642×2×(0.2489-0.247)0.99320.49660.49665.50.498375.38775.38714×0.23192×2×(0.2436-0.2343)0.96480.96480.46825.50.489571.075146.4621.54×0.21082×2×(0.2341-0.2149)0.921.380.41525.50.471263.03209.49224×0.18942×2×(0.2219-0.1944)0.86761.73520.35526.50.446945.626255.1182.54×0.172×2×(0.209-0.1754)0.81442.0360.30086.50.420538.638293.75634×0.15332×2×(0.1962-0.1588)0.76282.28840.25246.50.394332.421326.1773.54×0.13912×2×(0.1841-0.1445)0.71482.50180.21346.50.369427.411353.5883.74×0.13412×2×(0.1795-0.1393)0.69722.57960.07786.50.14129.993363.5814.24×0.12282×2×(0.1686-0.1278)0.65442.74850.168960.337923.503387.0844.74×0.11312×2×(0.1588-0.118)0.61562.89330.144860.317520.15407.2345.24×0.10482×2×(0.1498-0.1094)0.58083.02020.126960.299117.659424.8933、确定基础变形计算深度△s'n根据《规范》GB50007-2011表5.3.7得：△z=0.3m则当前计算深度向上取厚度为△z的土层深度:z'=5.2-0.3=4.9m此层土的变形值：Δs'n=P0(zi×αi总-zi-1×αi-1总)/Esi=834.931×(5.2×0.5808-4.9×0.6012)/6=10.336mm△s'n/∑△s=10.336/424.893=0.0243≤0.025满足要求。4、地基最终变形量计算∑Ai=4.1858Es=5.988Mpa，查《规范》GB5000