有粘结强度复合地基承载力计算、验算

CFG桩复合地基承载力计算,,,,,,,,

计算参数,,,,,,,,

钻孔编号,A11,"桩顶绝对

标高（m）",28.84,基础埋深（m）,10.00,基础底以上重度（rm）,18.00,

"桩直径

d（m）",桩有效持力层土层岩性,"桩周长

Up（m）","桩截面面积

Ap（m2）","地基承载力

fsk（kPa)",复合地基承载力特征值（fspk）,深度修正系数（η）,修正后复合地基承载力（fspa）,

0.50,④圆砾,1.57,0.20,280.00,410.00,1.00,473.00,

桩端端阻力发挥系数α=,,0.95,单桩承载力发挥系数：λ=,,0.90,桩间土承载力发挥系数:β=,,0.90

①根据桩身侧阻力及端阻力确定单桩承载力特征值Ra(kN),,,,,,,,

土层号,土层性质,极限侧摩阻力,极限端阻力,各土层底部高程,桩穿土的厚度,侧摩阻力,极限桩端阻力,"单桩竖向承

载力特征值"

,,Qsi(kPa),Qp(kPa),H(m),Li(m),UP*Li*Qsi(kN),Ap*Qp(kN),Ra(kN)

④,4圆砾,120.00,,27.43,1.41,132.89,,

④1,4-1细砂,58.00,,26.63,0.80,36.44,,

④,4圆砾,120.00,,23.53,3.10,292.17,,

⑤1,5-1粘土,55.00,,21.73,1.80,77.75,,

⑤2,5-2粘质粉土,55.00,,20.63,1.10,47.52,,

⑤,5细砂,62.00,,18.73,1.90,92.52,,

⑥,6卵石,140.00,,17.84,0.89,97.86,,

⑥,6卵石,140.00,2400.00,11.33,6.51,,,

⑦,7细砂,70.00,,6.73,4.60,,,

⑧,8卵石,150.00,,-1.67,8.40,,,

桩端持力层,⑥卵石,140.00,2400.00,桩长L(m),11.00,777.15,235.62,1000.99

②根据桩体强度确定单桩承载力特征值Ra'(kN),,,,,,,,

商砼强度,C30,砼立方体抗压强度平均值fcu(kPa):,30000.00,,Ra'≤,1636.25,kN,

③当复合地基承载力进行基础埋深的深度修正时，单桩承载力特征值确定,,,,,,,,

商砼强度,C25,砼立方体抗压强度平均值fcu(kPa):,25000.00,,Ra''≤,1001.48,kN,

综合①、②、③取其中小值得,,,,计算值Ra(KN),1000.99,实际取值Ra（KN）,900.00,

"④置换率计算（m=(fsp,k-β·fsk)/(λ·Ra/Ap-β·fsk)",,,,m=,4.08,计算桩距（m）s=,2.19,

,,实际布桩间距（m）,,s=,2.00,实际布桩置换率m=,4.89,

"⑤复合地基承载力验算fsp,k=λ·m·Ra/Ap+β·(1-m)·fsk",,,,,,"计算得：fsp,k=",441.60,KPa

"计算结果,地基复合承载力特征值fsp,k=",,,,441.6kPa,"≥410kPa,未修正复合地基承载力特征值要求。",,,

⑥复合地基承载力修正，fspa=fspk+η·rm(d-0.5)·fsk,,,,,,"计算得：fsp,a=",504.60,kpa

"计算结果,地基复合承载力特征值fsp,a=",,,,504.6kPa,"≥473kPa,修正后复合地基承载力特征值满足要求。",,,

复核地基压缩模量计算,,,,,,,,

土层号,土层性质,"土层重度

（kN/m3）","各土层底部标高

（m）","基底下土层厚度

（m）","压缩模量

（Mpa）",§（地基模量放大倍数）,"复合地基压缩模量

（Mpa）",承载力特征值

4圆砾,,21.00,27.43,1.41,30.00,1.46,43.93,280.00

4-1细砂,,20.50,26.63,0.80,25.00,1.46,36.61,200.00

4圆砾,,21.00,23.53,3.10,30.00,1.46,43.93,280.00

5-1粘土,,18.70,21.73,1.80,7.60,1.46,11.13,200.00

5-2粘质粉土,,19.60,20.63,1.10,13.50,1.46,19.77,200.00

5细砂,,20.50,18.73,1.90,28.00,1.46,41.00,220.00

6卵石,,22.00,17.84,0.89,40.00,1.46,58.57,350.00

6卵石,,22.00,11.33,6.51,40.00,1.00,40.00,350