A轴柱下的桩承台沉降计算书.doc

北京世纪旗云软件技术有限公司桩承台沉降计算书项目名称_构件编号_日期_设 计_校 对_审核_一、设计资料1.荷载信息荷载: N = 1256.00 kN单位面积承台及其上土重: 30.00 kN/m22.桩信息桩数: 3桩长: 12.00 m桩截面尺寸: 0.60 m桩端阻力比: a = 0.1250桩类型: 圆桩3.快速输入参数参数: A = 750 mm参数: B = 1300 mm参数: C = 500 mm4.标高信息天然地面标高: 0.00 m地下水标高: -3.50 m承台高: 0.80 m承台底标高: -2.00 m5.计算用参数分层厚度: 0.05倍桩长沉降点坐标: x = 0.00 my = 0.00 m沉降计算经验系数: 1.006.土层信息:土层信息表土层情况厚度(m)重度kN/m3Es(MPa)11.5018.005.0023.3018.003.8036.6020.007.5044.2020.009.2055.0020.0016.807.桩位信息:桩位信息表桩位坐标x坐标(m)y坐标(m)Pile1-0.75-0.43Pile20.75-0.43Pile30.000.878.承台边界节点信息:承台边界节点表承台边界x坐标(m)y坐标(m)Point1-1.04-0.93Point2-1.33-0.43Point3-0.291.37Point40.291.37Point51.33-0.43Point61.04-0.93二、计算结果1.计算单桩底面的附加压力承台底面土层自重应力gihi = 18.0 1.5+18.0 0.5 = 36.00kN/m2上式中gi地下水位以下时取浮重度承台自重及其上土重荷载Gk = Ap = 6.11 30.00 = 183.2 kN承台底面的附加荷载N = Nz + Gk - ADgihi = 1256.00 + 183.17 - 6.11 36.0 = 1219.4 kN单桩附加荷载Q = 406.46 kN2.确定分层厚度按用户输入的桩长倍数确定DZ = 12.00 0.05 = 0.60 m3.计算分层沉降量根据基础规范附录R,采用公式R.0.4-8计算，计算的分层沉降值见下表: s = 分层总和法沉降计算表num标高(m)附加应力(kPa)自重应力(kPa)压缩模量Es(MPa)计算层厚(m)沉降量(mm)1-14.0027.39165.409.200.601.792-14.6025.03171.409.200.603.423-15.2020.73177.409.200.404.324-15.6015.35181.4016.800.604.875-16.2011.68187.4016.800.605.296-16.809.20193.4016.800.605.617-17.407.47199.4016.800.605.888-18.006.21205.4016.800.606.109-18.605.27211.4016.800.606.2910-19.204.55217.4016.800.606.4511-19.803.98223.4016.800.606.6012-20.403.81229.4016.800.206.64沉降计算到土层的最底部,程序不再计算退出s = 6.64 mm4.桩基沉降计算经验系数由用户输入沉降计算经验系数yp = 1.005.最终的沉降量计算s = yp s = 1.000 6.641 = 6.64 mm地址：北京市海淀区太