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Question $1$

It is required to evaluate the ability of the foundation system of a telecommunication tower to satisfy the bearing capacity requirements. The tower is $60m$ high steel structure supported on three legs and each leg is supported by a shallow foundation system known in the industry as "Pad and Pier", as shown in Figure $1.$ The geometrical configuration and structural design of the foundation is as shown in Figure $2.$

The soil profile at the site is as follows: Top soil from $0\mathrm{.}0m$ to $0\mathrm{.}25m$; Sand$-$silty till from $0\mathrm{.}25m$ to $5\mathrm{.}5m$; Sandy silt from $5\mathrm{.}5m$ to $8\mathrm{.}5m$; Fine sand from $8\mathrm{.}5m$ to $14\mathrm{.}0m$; and Silt $>14\mathrm{.}0m.$

The water table elevation is $6\mathrm{.}7m$ below ground surface.

The soil design parameters are as follows:

Bulk unit weight: $=18\mathrm{.}9k\frac{N}{m^3}$ from $0\mathrm{.}0m$ to $4\mathrm{.}0$;$=20\mathrm{.}4k\frac{N}{m^3}$ from $4\mathrm{.}0m$ to $6\mathrm{.}7m$; submerged unit weigh, ${}^{\text{'}}=10\mathrm{.}6k\frac{N}{m^3}$ from $6\mathrm{.}7m$ to $9\mathrm{.}0m$;${}^{\text{'}}=12\mathrm{.}0k\frac{N}{m^3}$ for depth $>9\mathrm{.}0m.$

Angle of internal friction, $=36$ from $0\mathrm{.}0m$ to $4\mathrm{.}0m,=38$ from $4\mathrm{.}0m$ to $6\mathrm{.}7m$;$=36$ from $6\mathrm{.}7m$ to $9\mathrm{.}0m$; and $=36$ for depth $>9\mathrm{.}0m.$ Take angle of wall friction, $=\frac{3}{4}.$

Two load cases are to be considered for each foundation: shear with tension; and shear with compression. The axial compressive load is $1850kN$ and the corresponding shear load is $225kN.$ The axial uplift load is $1700kN$ and the shear load is $225kN.$ The analysis is to be done following the simplified analysis approach using the bearing capacity equations.

rigure $1$ isonisonzon

$(2)$

TYPICAL PIER