FLOOD03439

• County: Statewide
• Basin: Statewide
• Title: Design of Sheet Pile Walls
• Date: 3/31/1994
• Prepared By: US Army Corps of Engineers
• Floodplain - Doc Type: Educational/Technical/Reference Information

EM 111~2.2504
31 Mar 94
T..... 3-5
SPT CO....lion 10 1 tal (2 01)
Correction factor CN
EffecliYll Seed. Peck,
o-burdon Arango. Peck Hanson. and
SIres, and Chan ""dBazIll1Ul Thombum
kipslsq ft (1975) (1969) (1974)
0.20 2.25 2.86
o.~ 1.87 2.22 1.54
0.60 1.65 1.82 1_~
0.80 1.50 1.54 1.31
1.00 1.38 1.33 1.23
1.20 1.28 1.18 1.17
1.~ 1.19 1.05 1.12
1.60 1.12 0.99 1.08
1.80 1.06 0.96 1.04
2.00 1.00 0.94 1.00
2.20 0.95 0.92 0.97
2.~ 0.90 0.90 0.94
2.60 0.86 0.86 0.91
2.80 0.82 0.86 0.89
3.00 0.78 0.94 0.87
3.20 0.74 0.82 0.84
3.~ 0.71 0.81 0.82
3.60 0.68 0.79 0.81
3.80 0.65 0.78 0.79
4.00 0.62 0.76 o.n
4.20 0.60 0.75 0.75
4.~ 0.57 0.73 0.74
4.60 0.55 0.72 0.72
4.80 0.52 0.71 0.71
5.00 0.50 0.70 0.70

considelllble acceplance in !he Uniled States. The inler-
pretation of Ihe lest is described by Robertson and
Campanella (1983). For coarse-grain soils. !be cone
resislance qc has been empirically correlaled wilh stan-
dard penetration resistance (N value). The ratio (qJN)
is Iypically in !he range of 2 10 6 and is re1aled 10
medium grain size (Figure 3-7). The undrained strenglh
of fme-grain soils may be estimated by a modification
of bearing capacily Ihe<xy:

(3-4

qc - Po)
1M -
Nt

where

Po = the in situ Iota! ovClburden pressure

Nit; = empirical cone CaelOt' Iypically in !he range of
1010 20

3-8

.

SPT CORRECTION TO 1 TSF (2 ksl)

3.0

2.5
z
U
II: 2.0
0
....
~
... 1.5
z
0
;:::
u
'" 1.0
II:
II:
0
u
0.5
00

D- <I SEEO 119751
9-9 P .. B (1969)
0-0 PH .. T (1974)

.
lJQc,lIltlJ.

1

2 3
STRESS, ksl

4

5

Figure 3-5, SPT correction to 1 la'

The Nit; value should be based on local experience and
correlation 10 1aboraIory Iests. Cone penel1lltion Iesls
also may be used 10 infer soil classification 10 supple-
menl physical sampling. Figure 3-8 indicates probable
soil Iype as a function of cone resistance and friction
ratio. Cone penel1lltion Iests may produce erratic resulls
in graveUy soils.

e>

d. PreSSUTemeler lest. The PMI' also originated in
Europe. lis use and interpretation are discussed by
Baguelin. Jezequel. and Shields (1978). Tes1 resulls are
normaUy used 10 directly calculale bearing capacily and
selllemenls. bul Ihe Iesl can be used 10 estimate strenglh
paramelers. The undrained strenglh of fme-grain
materials is given by:

PI-P""
SM- 2Xb

(3-5)

where

PI = limit pressure

e)