Post on 29-May-2018
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Load
Relative Density of Sand, D r 0 0.2 0.4 0.6 0.8 1.0
A. General Shear
B. Local Shear
C. Punching Shear
S e t
t l e m e n
t
Load
S e t
t l e m e n
t
Load
S e t
t l e m e n
t
Ultimate Load
DepthSurface
0
1
2
3
4
5
R e l a t
i v e
D e p
t h o
f F o u n
d a t
i o n
D / B
^
Test at Greater
Test
Modes of Failure of Model Footings in Chattahoochee
General
Local Shear
Shear
PunchingShear
B^ = B for a Square or Circular Footing.
B^ = 2BL/(B+L) for a Rectangular Footing.
Modes of Bearing Capacity Failure (76) Sand (20,76)
A dapted from Vesic (197 3) JSMFD, ASCE, 99(SMI)
Very loose Very Dense
140
Loose Medium Dense
0
10
20
30
40
50
60
130
120
100
90
80
70
60
50
40
30
20
10
0
N
N r
N q
S t a n
d a r
d P e n e t r a
t i o n
R e s
i s t a n c e
N ,
b l o w s /
f t
B e a r i n g
C a p a c
i t y
F a c
t o r s ,
N r
a n d N
q110
28 30 32 34 36 38 40 42 44
Angle of Internal Friction, , degrees
Curves showing the relationship between bearing-capacity factorsand , as determined by theory, and rough empirical relationshipbetween bearing capacity factors or and values of standard
penetration resistance N.
Adapted from Peck, Hanson & Thornburn (1974)
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SPT N Value (Blows/30cm)0 20 40 60 80 100
1
0
D r = 80%
Dr = 40%
2
3
v o ( k g
/ c m
2 )
Gibbs & Holtz (1957)Peck & Bazaraa (1969)Marcuson & Bieganousky (1976)
Schultze & Melzer (1965)
V e r
t i c a
l S t r e s s ,
Fig. 47. Empirical correlations between standard penetrationresistance and relative density for cohesionless soils.
Adapted from Ladd et al. (1977) 9 th ICFMFE
N, Blows/Foot
0 40 80 120 160 200
DR
DR /
0
2
4
6
8
= 100 %(Gibbs and Holtz)
Points omitted in thisarea
= 100 %(Bazaraa)
E f f e c
t i v e
O v e r
b u r d e n
P r e s s u r e ,
K i p s
S q u a r e
F o o
t
10
Dry Cohesionless Soil
Submerged CoarseCohesionless Soil
Results of Standard Penetration Tests for Very Dense SandsAdapted from Peck & Bazarra (1969)
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45
40
A n g
l e o
f I n t e r n a l
F r i c t
i o n
` ( D e g r e e s
)
35
30
25
20
R e l a t i v e D e
n s i t y1 0 0 %
i n t h i s ra nge
a n d
0
2 5 %
5 0 %
7 5 %
( )
` Obtained from effectivestress failure envelopesapproximate correlation
is for cohesionlessmaterials without
plastic fines
MLSM
SP
SWGP
GW
Angle of Internal Friction Vs Density For Coarse Grained Soils
Material Type
75 80 90 100 110 120 130 140 150
Dry Unit Weight ( D
), PCF(G = 2.68)
1.2 1.1 1.0 0.9 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15
Void Ratio, e
0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15
Porosity, n
Correlations Of Strength Characteristics For Granular Soils
Adapted from NAVFAC DM-7.1 (5/82) p 7.1 - 149
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