Load
Settlement
Relative Density of Sand, Dr
Relative Depth of Foundation D/B^
0
A. General Shear
Settlement
Load
Ultimate Load
B. Local Shear
Settlement
Load
0
0.2
0.4
1
Local
Shear
2
1.0
General
Shear
Punching
Shear
3
4
B^ = B for a Square or Circular Footing.
B^ = 2BL/(B+L) for a Rectangular Footing.
Surface
Test
Modes of Failure of Model Footings in Chattahoochee
Sand (20,76)
C. Punching Shear
Modes of Bearing Capacity Failure (76)
Adapted from Vesic (1973) JSMFD, ASCE, 99(SMI)
Dense
Very Dense
140
0
130
10
N
120
20
110
30
100
40
90
50
80
60
Nr
70
60
Standard Penetration Resistance
N, blows/ft
Very loose
Loose Medium
Bearing Capacity Factors, Nr and Nq
0.8
5
Test at Greater
Depth
Nq
50
40
30
20
10
0
28
0.6
30
32 34
36
38
40
42
44
Angle of Internal Friction, �, degrees
Curves showing the relationship between bearing-capacity factors
and �, as determined by theory, and rough empirical relationship
between bearing capacity factors or � and values of standard
penetration resistance N.
Adapted from Peck, Hanson & Thornburn (1974)
Vertical Stress, �v̀o (kg/cm2)
0
0
SPT N Value (Blows/30cm)
40
60
20
80
100
Dr = 80%
1
2
Dr = 40%
3
Gibbs & Holtz (1957)
Peck & Bazaraa (1969)
Marcuson & Bieganousky (1976)
Schultze & Melzer (1965)
Fig. 47. Empirical correlations between standard penetration
resistance and relative density for cohesionless soils.
Adapted from Ladd et al. (1977) 9th ICFMFE
Effective Overburden Pressure, Kips/Square Foot
0
0
40
N, Blows/Foot
80
120
160
200
2
4
DR = 100 %
(Gibbs and Holtz)
DR = 100 %
(Bazaraa)
6
Points omitted in this
area
8
Dry Cohesionless Soil
Submerged Coarse
Cohesionless Soil
10
Results of Standard Penetration Tests for Very Dense Sands
Adapted from Peck & Bazarra (1969)
Angle of Internal Friction Vs Density (For Coarse Grained Soils)
Angle of Internal Friction �`(Degrees)
45
�` Obtained from effective
stress failure envelopes
approximate correlation
is for cohesionless
materials without
plastic fines
40
t
Rela
75%
GP 50%
SW
d SP
SM an
Material Type
25%
nge
in this ra
30
100%
GW
35
ML
sity
en
ive D
0
25
20
75
80
90
100
110
120
130
140
Dry Unit Weight (� ), PCF
D
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
150
(G = 2.68)
0.35
0.3
0.25
0.2
0.15
Void Ratio, e
0.55
0.5
0.45
0.4
0.35
Porosity, n
0.3
0.25
0.2
0.15
Correlations Of Strength Characteristics For Granular Soils
Adapted from NAVFAC DM-7.1 (5/82) p 7.1 - 149