复合地基承载力
复合地基承载力特征值计算书 室内低坪绝对标高40.400m
CFG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:
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表
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性的几个孔位计算单桩竖向极限承载力
标准
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值Q uk
Q = Q + Q ukskkp
3#孔:
2µp=0.45X3.14=1.413m Ap=0.225X0.225X3.14=0.158m Quk =µp?qsi*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=301kN
10#孔:
Quk=µp?qsi*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=293kN
20孔:
Quk=µ?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 + ß(1-m) fsk
fak=120kPa ß = 0.75~0.95 取ß = 0.80
22m = d/de de= 1.05*S
1.中柱:(G、D轴)(近似等边三角形布桩)
1
221/2S 1= 2.2m S 2=(1.1+1.0 )=1.487m S=(2.2+1.487)/2=1.843 m
de= 1.05X1.843= 1.935m
22m=0.45/1.935 =0.054
fspk = 0.054 X 250 /0.158 +0.80(1-0.054)X90=82+68=150kPa
2.边柱:(A、K轴)(矩形布桩)
1/2de= 1.13*(s1s2)
1/2S 1= 1.30 m S 2=1.80 m de= 1.13X(1.3X1.8)=1.728
2222m= d/de= 0.45/ 1.728 =0.067
fspk = 240 X 0.067/0.158 +0.80(1-0.067)X90=102+67=168 kPa
2
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 = 16.82
Mmin 对应组合号: 40 Mmin= -92.27 N = 246.03 V = -16.15
Nmax 对应组合号: 42 M = 63.78 Nmax= 776.65 V = 5.25
Nmin 对应组合号: 50 M = -2.64 Nmin= 82.98 V = -0.20
Vmax 对应组合号: 33 M = 117.98 N = 334.17 Vmax= 16.82
Vmin 对应组合号: 40 M = -92.27 N = 246.03 Vmin= -16.15
P = P-rd 0
P=F+G/A=(860+480)/3.0X3.2=139kPa G=3.2X3.0X2.5X20=480kN P = 139-2.5X20=139-50=89kPa P =89kPa?0.75fak=0.75X150=112kPa 00
2.边柱:(K轴)
Mmax 对应组合号: 50 Mmax= 150.38 N = 39.32 V = 17.75
Mmin 对应组合号: 40 Mmin= -242.64 N = 170.76 V = -44.58
Nmax 对应组合号: 42 M = -133.71 Nmax= 362.21 V = -43.40
Nmin 对应组合号: 50 M = 150.38 Nmin= 39.32 V = 17.75
Vmax 对应组合号: 50 M = 150.38 N = 39.32 Vmax= 17.75
Vmin 对应组合号: 40 M = -242.64 N = 170.76 Vmin= -44.58
P = P-rd 0
P=F+G/A=(420+588)/2.8X4.2=135kPa G=2.8X4.2X2.5X20=588kN P = 135-2.5X20=135-50=85kPa P =85kPa?0.75fak=0.75X150=112kPa 00
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