Environmental Engineering Reference
In-Depth Information
X
Note
−
Soil laboratory test, 1943. Effective size determined
on seperate sample by a sieve analysis
Tests by kane x two sieve sizes
x four sieve sizes
M.S. Thesis No. 558 1948
Dept. of Civil Engineering, Columbia
University, New York City
1.0
X
0.1
+
+
X
0.01
0.001
+
X
1.0x10
−
4
1.0x10
−
5
1.0 0.8
0.6
0.4
0.2
0.1 0.08
0.06
0.04
0.02
0.01
0.006
0.002
Effective size D
10
, mm
Coarse silt
Clay-soil
Sand
medium
Silt nonplastic
Plastic and clay-qualities
Coarse
Fine
30
60
200
Sieve number
FIGURE 3.13
Relationships between permeability and Hazen's effective size
D
n
, Coefficient of permeability reduced to basis
of 40%
D
R
by
Figure 3.15.
(From Burmister, D. M., ASTM, Vol. 48, Philadelphia, PA, 1948. Reprinted with
permission of the American Society for Testing and Materials.)
Size characteristics
(See
Figure 3.9)
D
10
C
R
Ty p e
1.0
0.8
0.9 S
0.4
0.9 S
0.1
0.29
0.7 S
0.12
0.7 S
0.01
0.11
0.9 S
0.15
4.0 E
0.001
0.08 5.2 D
0.023 1.7 S
0.021 0.9 S
1.0x10
−
4
After Burmister Soil Laboratory
Columbia University, 1943
FIGURE 3.14
Permeability-relative density
relationships. (From Burmister, D. M.,
ASTM, Vol. 48, Philadelphia, PA, 1948.
Reprinted with permission of the
American Society for Testing and
Materials.)
1.0x10
−
5
After Kane M.S. Thesis No. 558, 1948
Department of Civil Engineering
Columbia University
0.007 8.0 L
1.0x10
−
6
10
20
30
40
50
60
70
80
90
100
Loose
Medium Compact
Compact
V.C.
Relative Density, percent,
D
R
device in which the time required for specimen saturation is substantially shortened by
applying backpressure
(Section 3.4.4).
Constant-Head Test (ASTM 2434)
A quantity of water is supplied to the sample, while a constant head is maintained and the
discharge quantity
q
is measured. From Darcy's law,
k
q
L/
A
h
(3.6)
