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Véas Theory

This solution takes into account the effect of geostatic stress at the micropile root and course of grouting. 

Bearing capacity of the micropile root is provided by:

where:

Rbk

-

bearing capacity of the micropile root

Rsk

-

skin bearing capacity of the micropile root

Micropile skin bearing capacity:

where:

n

-

number of layers passed by the micropile root

Asi

-

area of wall of the micropile base in the ith layer

qsi

-

skin friction in the ith layer

Bearing capacity of the micropile root is provided by:

Skin friction  qs at a depth of z below the terrain surface:

where:

z

-

depth z bellow the terrain surface, where the magnitude of skin friction is determined

c

-

effective cohesion of soil at a depth of z

δ

-

friction angle along the interfave of the micropile root and the soil at a depth of z:

φ'

-

effective angle of internal friction of soil at a depth of z

σh(z)

-

horizontal component of geostatic stress at a depth of z:

-

for grouting course of type IR and IRS (with monitoring of grouting pressure) and depth z ≥ 5 m:

-

other cases:

Ko

-

coefficient of earth pressure at rest

-

for normally consolidated soils:

-

for overconsolidated soils:

σv(z)

-

vertical component of geostatic stress at a depth of z

pi

-

grouting pressure for grouting course of type IR and IRS and depth

z ≥ 5 m, in other cases pi = 0

Fc, Fφ

-

coefficients of type of application of micropile

Literature:

Véase, Souche: Étude du fla,berment de pieux partiellernent immergés dans offrant latéralement une réaction élastique pure, Annales de I’ITBTP, No. 423, Sene Soils et Foundations, 187, mars - avril 1984, str. 38 - 60 (French).