1、1复合地基承载力特征值计算书室内低坪绝对标高 40.400mCFG 桩顶标高 2.00+0.25=2.25m（相对标高）即 40.400-2.25=38.150m（绝对标高）一、单桩竖向承载力特征值 Ra 的计算：取有代表性的几个孔位计算单桩竖向极限承载力标准值 QukQuk = Qsk + Qkp3#孔：p=0.45X3.14=1.413m Ap=0.225X0.225X3.14=0.158m2 Quk =pqsi*li + qp*Ap = 1.413X(2.79X30+4.3X40+1.91X60)+0.158X500=523+79=602kN单桩竖向承载力特征值 Ra=602/2=301
2、kN10#孔：Quk=pqsi*li + qp*Ap= 1.413X(2.9X30+3.4X40+2.27X60)+0.158X500=507+79=586kN单桩竖向承载力特征值 Ra=586/2=293kN20 孔：Quk=qsi* li + qp*Ap = 1.413X(2.97X30+3.7X40+0.5X50+1.83X60)+0.158X500=525+79=604kN单桩竖向承载力特征值 Ra=604/2=302kN二、复合地基承载力特征值估算:fapk = m* Ra/ Ap + (1-m) fsk fak=120kPa = 0.750.95 取 = 0.80m = d2/de
3、2 de= 1.05*S21.中柱：（G、D 轴）(近似等边三角形布桩)S 1= 2.2m S 2=（1.1 2+1.02 ） 1/2=1.487mS=（2.2+1.487）/2=1.843 m de= 1.05X1.843= 1.935mm=0.452/1.935 2 =0.054fspk = 0.054 X 250 /0.158 +0.80(1-0.054)X90=82+68=150kPa2.边柱：（A、K 轴）(矩形布桩)de= 1.13*(s1s2)1/2S 1= 1.30 m S 2=1.80 m de= 1.13X(1.3X1.8) 1/2=1.728m= d2/de2= 0.45
4、2/ 1.7282 =0.067fspk = 240 X 0.067/0.158 +0.80(1-0.067)X90=102+67=168 kPa3地基变形计算：1.中柱（G 轴）Mmax 对应组合号: 33 Mmax= 117.98 N = 334.17 V = 16.82Mmin 对应组合号: 40 Mmin= -92.27 N = 246.03 V = -16.15Nmax 对应组合号: 42 M = 63.78 Nmax= 776.65 V = 5.25Nmin 对应组合号: 50 M = -2.64 Nmin= 82.98 V = -0.20Vmax 对应组合号: 33 M = 11
5、7.98 N = 334.17 Vmax= 16.82Vmin 对应组合号: 40 M = -92.27 N = 246.03 Vmin= -16.15P0 = P-rdP=F+G/A=(860+480)/3.0X3.2=139kPa G=3.2X3.0X2.5X20=480kN P0 = 139-2.5X20=139-50=89kPa P0 =89kPa 0.75fak=0.75X150=112kPa2.边柱：（K 轴）Mmax 对应组合号: 50 Mmax= 150.38 N = 39.32 V = 17.75Mmin 对应组合号: 40 Mmin= -242.64 N = 170.76
6、V = -44.58Nmax 对应组合号: 42 M = -133.71 Nmax= 362.21 V = -43.40Nmin 对应组合号: 50 M = 150.38 Nmin= 39.32 V = 17.75Vmax 对应组合号: 50 M = 150.38 N = 39.32 Vmax= 17.75Vmin 对应组合号: 40 M = -242.64 N = 170.76 Vmin= -44.58P0 = P-rdP=F+G/A=(420+588)/2.8X4.2=135kPa G=2.8X4.2X2.5X20=588kNP0 = 135-2.5X20=135-50=85kPa P0 =85kPa 0.75fak=0.75X150=112kPa
