Advances in Materials Science and Engineering / 2018 / Article / Tab 4

Research Article

Characteristics of Gravelly Granite Residual Soil in Bored Pile Design: An In Situ Test in Shenzhen

Table 4

Summary of back-analyzed factors for the shaft resistance.

DepthAverage SPT-NUndrained shear strength (Su)Measured ultimate unit skin friction (qsu)qsu/NβSoil
blows/30 mmkPakPa

3–5 m1251.954.330.77GRS
5–7.5 m1652.2252.123.260.50GRS

7.5–13 m2375.2674.463.240.51GRS
13–17.5 m3258.051.810.29GRS
17.5–18 m54125.1387.611.620.39GRS

5–10 m3464.99112.803.320.88GRS
10–13 m2279.1352.322.380.28GRS
13–16 m23.582.603.510.38GRS
16–18 m2537.061.480.15GRS
18–20.5 m60150.67118.471.970.45GRS
20.5–22.5 m7365.530.900.23GRS

5–7.5 m2065.9798.704.940.95GRS

5–13 m25.770.1478.523.060.67GRS
13–17.5 m31.590.2672.262.290.41GRS

3–7.5 m2456.0496.704.031.07GRS
7.5–10 m2772.80110.214.080.76GRS
10–13 m3194.4285.492.760.50GRS
13–16 m26104.8460.982.350.30GRS
16–18 m38134.39106.882.810.47GRS
18–20.5 m41154.843.780.62GRS
20.5–22.5 m57161.61166.262.920.61GRS

GRS: granite residual soil.

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