Al Khorayef Tower - Bearing Capacity Calculation

BEARING CAPACITIES BASED ON HOEK - BROWN FAILURE CRITERION GSI  10

geological strenght index

D  0

degree of disturbance

mi  7

material strength parameter

  36deg

angle of internal friction of rock

q0  200

kPa

equivalent uniform load accounting for the influence of foundation depth

c  2500

kPa

uniaxial compressive strength of rock (UCS)

  20

kN m

b  1

unit weight of soil above the footing bottom

3

m

mb  mi e

GSI100 2814D



 GSI

width of foundation

 0.281

reduced material strength parameter for rock mass

 20 

1  15 3  a    e e   0.585 2 6 1

s  e

GSI100 93D

constant for rock mass

5

 4.54  10

nonlinear parameter depending on rock properties

2 2     tan (  )

1       3 Nq   sec     e 2  4 2 





N  Nq  1 



    tan (  )  2     e 2 cos (  )

  7.038

 7.401

 mb   s mb  4 s  a  mb  8 s  4   N  2 ( 1  a ) ( 2  a )

qult qallow  529.654 FS

coefficient of bearing capacity

a 1

b 3 qult  c N  q0 Nq   N  1.589  10 2

FS  3

coefficient of bearing capacity

 0.043

kPa

coefficient of bearing capacity

ultimate bearing resistance factor of safety

kPa

allowable bearing resistance