Civil Engineering Reference
In-Depth Information
IF(iters==limit)EXIT
END DO srf_trials
CALL dismsh(loads-elastic,nf,0.1_iwp,g_coord,g_num,13)
CALL vecmsh(loads-elastic,nf,0.1_iwp,0.25_iwp,g_coord,g_num,14)
STOP
END PROGRAM p63
New scalar integers:
nsrf
number of trial strength reduction factors
number of “columns” of elements in embankment
nx1
number of columns of elements to right of toe
nx2
number of rows of elements in embankment
ny1
number of rows of elements in foundation
ny2
New scalar reals:
cf
factored cohesion
set to 180.0
d180
Young's modulus
e
maximum value of
F
fmax
h1
height of embankment
h2
height of foundation
phi
friction angle (degrees)
phif
factored friction angle
π
psi
dilation angle (degrees)
psif
factored dilation angle
snph
sin of
phi
start dt
starting value of
dt
s1
set to
pi
width of top of embankment
tangent of
phi
tnph
tangent of
psi
tnps
Poisson's ratio
v
width of sloping section of embankment
w1
distance foundation extends beyond the toe
w2
New dynamic real arrays:
elastic
elastic nodal displacements
shape functions
fun
loads generated by gravity
gravlo
trial strength reduction factors
srf
This program is, in many ways, similar to Program 6.1. The problem to be analysed is
a slope of Mohr-Coulomb material subjected to gravity loading. The factor of safety (
FS
)
of the slope is to be assessed, and this quantity is defined as the proportion by which tan
φ
and
must be reduced in order to cause failure with the gravity loading held constant.
This is in contrast to the previous programs in this chapter in which failure was induced
by increasing the loads with the material properties remaining constant.
c
