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

TP-1
(RD+S)
3–5 m1251.954.330.77GRS
5–7.5 m1652.2252.123.260.50GRS

TP-2
(RD+S)
7.5–13 m2375.2674.463.240.51GRS
13–17.5 m3258.051.810.29GRS
17.5–18 m54125.1387.611.620.39GRS

TP-3
(RD+S)
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

TP-4
(RD+C)
5–7.5 m2065.9798.704.940.95GRS

TP-5
(RD+C)
5–13 m25.770.1478.523.060.67GRS
13–17.5 m31.590.2672.262.290.41GRS

TP-6
(RD+C)
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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