Desain Tiang Pancang (Sand, Circular)

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Single Circular Pile Installed in Cohesionless Soil SI Units

The following program calculates the ultimate bearing capacity for a single pile. Point resistance and skin friction are the two components of pile bearing capacity.

Q_u = Q_point + Q_skin

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Input Design Parameters
Enter the diameter of the pile (d) m
Enter the depth of the pile (L) m
Enter the factor of safety with respect to bearing capacity (FS)
Enter the angle of shearing resistance (f) degrees
Enter the saturated unit weight of the sand (g _sat) kN/m³
Enter the bulk unit weight of the sand (g _bulk) kN/m³
Enter the depth of the ground water table (D_GWT) m

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Point Resistance

    Q_point = (cN_c^* + q^'N_q^*) A
Where c is soil cohesion (zero in the case of sand), q' is the vertical stress at pile tip, and N_c^* and N_q^* are bearing capacity factors.
For piles installed in cohesionless soil, the general equation given above becomes Q_point = (q^'N_q^*)A
the vertical stress at pile tip (q') kN/m²
Use the chart or the table below to determine the value of N_q^* which corresponds to the angle shearing resistance entered above.

f (deg) Nc* Nq* 0 9 1 5 11 1.9 10 15 3.8 15 21 6.7 20 35 13 25 55 26 30 100 59 35 190 130 40 400 350 45 900 900

Enter the value of N_q^*
the ultimate stress at the pile tip (q_point) kN/m²
For a circular pile:
the cross sectional area of the pile (A) m²
the point resistance of the pile (Q_point) kN

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Skin Friction
    Qskin = S f DL p              and              f = s'v k tan d
Where f is the coefficient of friction, DL is the length of the segment of the pile, p is the pile perimeter, k is the coefficient of lateral earth pressure, and d is the pile-soil friction angle.
the angle of shearing resistance f degrees
The pile-soil friction angle (d) varies between 0.5 f degrees and 0.8 f  degrees
Enter the desired value of d degrees
The coefficient of lateral earth pressure (k) varies due to different methods of pile installation.

• For bored or jetted piles, k = k_o
• For low displacement piles (such as open pipes, I or H piles), k varies between k_o and 1.4 k_o
• For high displacement piles (such as solid piles), k varies between k_o and 1.8 k_o

Enter the desired value of k
The effective vertical stress (s^'_v) increases along the pile depth up to a maximum limit (L') of 10 to 20 times the pile diameter (d),  and then becomes constant.
Enter the factor for calculating L' (expressed in terms of pile diameter)
the length L' m      
the depth of ground water table (D_GWT) m
If D_GWT < L', check here
If D_GWT > L', check here
If D_GWT = L', check here
the value of the effective stress at or above the GWT (s^'_v1) kN/m²
the value of the effective stress at depth L' (s^'_v2) kN/m²
the skin resistance of the pile (Q_skin) kN

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Total Bearing Capacity

   Q_u = Q_point + Q_skin
the total ultimate bearing capacity of the pile (Q_u) kN
the allowable bearing capacity of the pile (Q_a) kN

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Summary
   input design parameters and outcome of the design of a single circular pile installed in cohesionless soil

• Pile diameter (d) m
• Pile depth (L) m
• Factor of safety with respect to bearing capacity (FS)
• Angle of shearing resistance of the sand (f) degrees
• Saturated unit weight of the sand (g _sat) kN/m³
• Bulk unit weight of the sand (g _bulk) kN/m³
• Depth of the ground water table (D_GWT) m
• Point resistance of the pile tip (Q_point) kN
• Skin resistance of the pile (Q_skin) kN
• Total ultimate bearing capacity of the pile (Q_u) kN
• Total allowable bearing capacity of the pile (Q_a) kN

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Copyright 1999-2012 A. Ghaly. All rights reserved.

Contact A. Ghaly at ghalya@union.edu

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Disclaimer: The author disclaims any and all responsibility for the application of stated principles, and shall not be liable for any loss or damage arising therefrom.

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