2009-11-16中国京冶工程技术有限公司2#2#楼楼CFGCFG桩桩复复合合地地基基沉沉降降计计算算计算点A基础X10X217.28X317.28X40计算点X8.64各角点坐标Y10Y20Y323.18Y423.18坐标Y11.59天然地基承载力标准值(kPa)1200.0026.6复复合合地地基基沉沉降降计计算算深深度度复合地基承载力标准值(kPa)380褥垫层底标高18.68基础宽度b17.28480.8基底平均压力标准值(kPa)380有效桩长(m)16Z1.28151基 础 埋 深 (m)5.1地面标高(m)23.78s2.0515301.2基底以上土层加权平均重度19水位标高(m)14.18s/s0.02301.5基底附加压力(kPa)283.10计算范围内的土层数5计算深度满足规范要求土层号土层标高土层埋深土层模量 修正后模量各层变形CFG桩桩复复合合地地基基沉沉降降计计算算结结果果(从基底开始)(m)(m)(MPa)(MPa)(mm)分层总和法计算出复合地基沉降量130.39-218.380.305.617.754.284.784复合地基当量模量值（MPa)36.70-115.383.301134.874.5624.174沉降计算经验系数0.209.589.102269.744.9220.463复合地基最终沉降量计算值(mm)26.08-38.789.9040126.804.951.2804.3814.309.429.805.1324.928说说 明明桩端位置-16.002579.255.202.8751. 设计要求复合地基沉降量为50-1533.682525.006.2151.882 mm, 复合地基沉降计算值满足设计要求。18.6827275.320.0002. CFG桩复合地基沉降计算深度为33.6818.6812125.320.000 米。18.6837375.320.0003. 土层模量取勘察报告zk-3孔的模量。18.6837375.320.00018.6837375.320.00018.6837375.320.000工程名称18.6837375.320.000审 定 人项目负责人18.6837375.320.000审 核 人计 算 人2009-11-16中国京冶工程技术有限公司2#2#楼楼CFGCFG桩桩复复合合地地基基承承载载力力计计算算桩径（m）桩距（m） 桩长（m）桩端面积（m2）面积置换率 m天然地基承载力特征值fsk（kPa）复合地基承载力特征值fsp,k（kPa）桩间强度发挥系数beita修正后复合地基承载力特征值（kPa）设计单桩竖向承载力特征值Ra（kN）0.4151.45016.0000.1350.064120380.000.9586.48土层信息桩设计参数土层编号深度（m）桩周侧摩阻力特征值qi,k桩端阻力特征值qp,k桩周长Up（m）桩端面积Ap（m2）桩长（m）计算单桩承载力特征值Ra（kN）计算复合地基承载力特征值（kPa）-20.30050.001.3016.0002.00597.43385.208-13.00055.001.305.80050.001.30-30.80055.001.304.40055.001.301.70055.001.301.301.301.30650.001.300.13516.000CFG桩计算单桩承载力大于设计要求单桩承载力，满足要求。桩身强度要求桩端面积（m2）CFG桩设计承载力桩身强度fcu （MPa）工程名称0.135586.48113.014审 定 人项目负责人取C20砼审 核 人计 算 人CFGCFG桩桩复复合合地地基基沉沉降降计计算算基础X10X217.28X317.28X40计算点X各角点坐标Y10Y20Y323.18Y423.18坐标Y天然地基承载力(kPa)1200.0026.6复复合合地地基基沉沉降降计计算算深深度度复合地基承载力(kPa)380基底标高18.68基础宽度b17.2848基底平均压力设计值(kPa)380有效桩长(m)16Z1.2815基 础 埋 深 (m)5.1地面标高(m)23.78s130.3871530基底以上土层加权平均重度19水位标高(m)14.18s2.04930基底附加压力(kPa)283.1计算范围内的土层数7s/s0.015717计算深度满足规范要求土层号土层标高土层厚度土层模量 修正后模量 各层变形 SQRTsumsq(A1+B1+Z) firstsecondthird1(从从基基底底开开始始)(m)(m)(Mpa)(Mpa)(mm)-218.380.35.617.7524.78414.4590.4580.0050.0080.250-115.383.301134.8724.17414.8283.6840.5330.9320.2489.589.102269.7420.46317.0825.2083.0704.7890.229-38.789.9040126.81.28017.5215.1833.4625.3220.2254.3814.309.429.79824.92820.3344.7435.4677.8790.201桩端位置-16.002579.252.87521.5634.5206.1448.6890.193-1533.68252551.88236.6512.72610.41413.4100.1250018.6827270.00023.6204.1697.0929.7890.1790018.6812120.00023.6204.1697.0929.7890.1790018.6837370.00023.6204.1697.0929.7890.1790018.6837370.00023.6204.1697.0929.7890.1790018.6837370.00023.6204.1697.0929.7890.1790018.6837370.00023.6204.1697.0929.7890.1790018.6837370.00023.6204.1697.0929.7890.1790018.6837370.00023.6204.1697.0929.7890.179禁止土层标高输0值计算深度是否满足要求-13.832.4825252.04935.5522.81010.23513.2210.129计算深度33.68X-X1X-X2X-X3X-X4组合系数8.648.648.648.641111Y-Y1Y-Y2Y-Y3Y-Y411.5911.5911.5911.59A1A2A3A411.5911.5911.5911.59B1B2B3B48.648.648.648.64SQRTsumsq(A1+B1) A2+B2A3+B3A4+B414.45614.45614.45614.456sumsq(A1+B1)+B1 A2+B2+b2A3+B3+b3 A4+B4+b423.09623.09623.09623.096sumsq(A1+B1)-B1 A2+B2-b2A3+B3-b3A4+B4-b45.8165.8165.8165.816sumsq(A1+B1)+A1 A2+B2+A2A3+B3+A3 A4+B4+A426.04626.04626.04626.046sumsq(A1+B1)-A1 A2+B2-A2A3+B3-A3 A4+B4-A42.8662.8662.8662.8668.6411.590.811.21.5SQRTsumsq(A2+B2+Z) firstsecondthird2SQRTsumsq(A3+B3+Z) firstsecondthird3SQRTsumsq(A4+B4+Z)14.4590.4580.0050.0080.25014.4590.4580.0050.0080.25014.45914.8283.6840.5330.9320.24814.8283.6840.5330.9320.24814.82817.0825.2083.0704.7890.22917.0825.2083.0704.7890.22917.08217.5215.1833.4625.3220.22517.5215.1833.4625.3220.22517.52120.3344.7435.4677.8790.20120.3344.7435.4677.8790.20120.33421.5634.5206.1448.6890.19321.5634.5206.1448.6890.19321.56336.6512.72610.41413.4100.12536.6512.72610.41413.4100.12536.65123.6204.1697.0929.7890.17923.6204.1697.0929.7890.17923.62023.6204.1697.0929.7890.17923.6204.1697.0929.7890.17923.62023.6204.1697.0929.7890.17923.6204.1697.0929.7890.17923.62023.6204.1697.0929.7890.17923.6204.1697.0929.7890.17923.62023.6204.1697.0929.7890.17923.6204.1697.0929.7890.17923.62023.6204.1697.0929.7890.17923.6204.1697.0929.7890.17923.62023.6204.1697.0929.7890.17923.6204.1697.0929.7890.17923.620CFGCFG桩桩复复合合地地基基沉沉降降计计算算复复合合地地基基沉沉降降计计算算深深度度计算深度满足规范要求23.6204.1697.0929.7890.17923.6204.1697.0929.7890.17923.62035.5522.81010.23513.2210.12935.5522.81010.23513.2210.12935.552firstsecondthird4Po*zi*iPo*(zi*i- zi-1*i-1)/Esi Po*(zi*i-zi-1*i-1) 求当量模量 求修正系数0.4580.0050.0080.2501.00084.9304.78484.93036.6980.20003.6840.5330.9320.2480.993927.89324.174842.9645.2083.0704.7890.2290.9142354.99920.4631427.106Po*zi*i最小值5.1833.4625.3220.2250.8982517.3041.280162.3053793.8714.7435.4677.8790.2010.8053260.12024.928742.8164.5206.1448.6890.1930.7703487.9442.875227.8242.72610.41413.4100.1250.5024784.99151.8821297.0474.1697.0929.7890.1790.7173793.8710.0000.0004.1697.0929.7890.1790.7173793.8710.0000.0004.1697.0929.7890.1790.7173793.8710.0000.0004.1697.0929.7890.1790.7173793.8710.0000.0004.1697.0929.7890.1790.7173793.8710.0000.0004.1697.0929.7890.1790.7173793.8710.0000.0004.1697.0929.7890.1790.7173793.8710.0000.0004.1697.0929.7890.1790.7173793.8710.0000.0002.81010.23513.2210.