单桩计算（Single pile calculation）.doc

单桩计算（Single pile calculation） The drill number: ZK1 Pile type: prestressed pipe pile Vertical load resistance factor: K = 2 Pile category: round pile D/a = 400mm Cross-sectional area As = 125663704 m Perimeter L = 1m The first soil layer is: silty clay, standard value of limit resistance The depth is:.0m; The bottom depth is: -8m Soil thickness h = 8 m The liquefaction of the soil is psi L = 1 Limit side resistance Qsik = L * h * Qsik * psi L = 1.2566 3704 * 8 x 53 x 1 = 532KN The 2nd soil layer is: silty clay, standard value qsik = 42Kpa The depth is: -8m; The bottom depth is: -11m Soil thickness h = 3 m The liquefaction of the soil is psi L = 1 The limit side resistance Qsik = L * h * Qsik * psi L = 1.2566 3704 * 3 * 42 * 1 = 158KN The third soil layer is: pebbles, the standard value of the limit side resistance qsik = 135Kpa The depth is: -11m; The bottom depth is: -13.1 m Soil thickness h = 2.1 m The subsurface liquefaction coefficient, psi L = 1 The limit side resistance Qsik = L * h * Qsik * psi L = 1x 2.1 * 135 x 1 = 356KN The 4th soil layer is: pebbles, standard value qsik = 140Kpa The depth is: -13.1 m; The bottom depth is: -14.1 m Soil thickness h = 1 m The liquefaction of the soil is psi L = 1 Limit side resistance Qsik = L * h * Qsik * psi L = 1.2566 3704 * 1 * 140 x 1 = 175.9291856 KN Total limit side resistance Qsk = sigma Qsik = 1223KN Limit resistance standard value QPK = 8000KN Limit resistance Qpk = Qpk * As = 8000x.125663704 = 1005.309632 KN Total lateral resistance design value QsR = Qsk/gamma s = 611 KN End resistance design value QpR = Qpk/gamma p = 502 KN The vertical bearing capacity of the base pile is R = Qsk/gamma s + Qpk/gamma p = 12232 + 1005.309632/2 = 1113 KN ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ ─ The drill number: ZK2 Pile type: prestressed pipe pile Coefficient of vertical bearing capacity of pile foundation: K = 2 Pile