The Static Cone Penetrometer Test

G
•
United States
Department of
United
AgriStates
culture
Soil
P.O. Box 2890
Washington,D.C.
Department of
Conservation
SoilService
Conservation
P.O.2001
Box 3
2890
Agriculture
Service
20013
Washington, D.C.
December 10, 1984
December 10, 1984
SOIL MECHANICS NOTE NO. 11
210-VI
SOIL
MECHANICS NOTE NO. 11
210-VI
SUBJECT: ENG - THE STATIC CONE PENETROMETER: THE EQUIPMENT AND
DATA CONE PENETROMETER: THE EQUIPMENT AND
SUBJECT: ENGUSING
- THETHE
STATIC
US ING THE DATA
Purpose. To distribute Soil Mechanics Note No. 11 (SMN-11)
Purpose. To distribute Soil Mechanics Note No. 11 (SMN-ll)
Effective date. Effective when received.
Effective date. Effective when received.
The cone penetrometer is an effective tool for use in certain conditions and
other methods
equipment
investigations.
Thealong
cone with
penetrometer
is an and
effective
toolfor
forgeotechnical
use in certain
conditions andThe
test
data
provide
additional
information
vpon
which
to
base
assumptionsThe
and
along with other methods and equipment for geotechnical investigations.
make
interpretations
for
preparing
geologic
reports,
taking
samples,
making
test data provide additional information upon which to base assumptions and
soil reports,
conditions
do not
permit making
taking
tests,
and preparing
interpretations
fordesigns.
preparingWhere
geologic
taking
samples,
make
the
cone
penetrometer
may
be
the
best
alternative
for
adequate
samples,
tests, and preparing designs. Where soil conditions do not permit taking
Several
states
obtaining
information
to
judge
engineering
properties.
adequate samples, the cone penetrometer may be the best alternative for are
Others may need
to use
it or
using this
equipmenttoonjudge
a regular
basis. properties.
obtaining
information
engineering
Several
states
are
include
it
in
contracts
for
investigation
work.
using this equipment on a regular basis. Others may need to use it or
include it in contracts for investigation work.
This soil mechanics note gives some detailed procedures for using the
equipment
and guidance
on obtaining
and using
the datafor
from
conethe
penetrometer
This
soil mechanics
note gives
some detailed
procedures
using
tests. and guidance on obtaining and using the data from cone penetrometer
equipment
tests.
Filing instructions. File with other soil mechanics notes or guide material
on geologic
investigation
equipment
and methods.
Filing
instructions.
File with
other soil
mechanics notes or guide material
on geologic investigation equipment and methods.
Distribution. Initial distribution (shown on the reverse side) to each state
and NTC is sufficient
to provide a(shown
copy to
professional
and
Distribution.
Initial distribution
on each
the reverse
side) engineer
to each state
Additional
copies
may
be
obtained
from
Central
engineering
geologist.
and NTC is sufficient to provide a copy to each professional engineer and Supply
by ordering
SMN-11. Additional copies may be obtained from Central Supply
engineering
geologist.
by ordering SMN-ll.
•
GERALD D. SEIIWILL
Associate
Deputy Chief
GERALD D. SEI?;WILL
for
Technology
Associate Deputy Chief
for Technology
0
•
I\.
,"U"",
~
DIST: See reverse
DIST: See reverse
The Soil Conservation Service
is an agency of the
The Department
Soil Conservation
Service
of Agriculture
is an agency 01 the
Department of Agriculture
WO-AS-1
10-79
U.S. DePA..TMI!NT 0fW ACS"ICULTU"I!
SOIL CONSl!fNATION SI! ..VICI!
NO-ADS-4
9-80
SOIL MECHANICS NOTE NO. 11
DISTRIBUTION AND CHECK LIST
(
STATE
STATE
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ME·23
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MA·25
MI·26
MN·27
MS·28
MO·29
MT·30
NE·31
NV·32
NH·33
NJ·34
NM·35
NY·li
NC·37
NC·38
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20
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•
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Total Printing
I
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0
•
•
U.
S. Department of Agriculture
U.S.
Soil Conservation Service
Engineering Division
.
SOIL MECHANICS NOTE NO.
NO. 11
THE STATIC CONE PENETROMETER:
THE EQUIPMENT AND
USING THE DATA
•
•
1984
June 1984
•
•
•
CONTENTS
CONTENTS
•
...................
.....................
P u r p o s eand
a n dScope
scope
I.I . Purpose
I1 . Introduction
Introduction
II.
. . . . . . . . . . .
Description . . . . . . .
A.A . Description
Adaptationtot oDrill
DrillRigs
Rigs .
B.B . Adaptation
Maintenance ofof Equipment
Equipment .
C.C . Maintenance
.
.
.
.
IV . Field
F i e l dOperations--Performing
Operations.. Performingthe
t h eCPT
CPT .
IV.
S e t t i n gUpUpthe
t h eEquipment
Equipment . . . . .
A.A . Setting
Performingthe
t h eTest
Test . . . . . . .
B.B . Performing
R e t r i e v i n g the
t h eEquipment
Equipment . . . . .
C.C . Retrieving
I11 . Equipment.
Equipment
III.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
. . . . . . .
. . . . . . .
.......
. . . . . . .
. . . . . . .
. . . . . . .
. . . . . . .
. . . . . . .
................
ReducingField
F i e l dNotes
Notes . . . . . . . . . . . . . . .
A.A . Reducing
P l o t t i n gthe
t h eTest
T e s t Data
Data
V.V . Plotting
•
. . . . . . . . . . . . . . . .
V I . Field
F i e l dUse
u s eof
o f CPT
CPTData
VI.
Data . . . . . . . . . . . . . . . . .
Guidetot oDetermining
DeterminingStratigraphy
Stratigraphy . . . . . . . .
A.A . Guide
Guidetot oObtaining
ObtainingSoil
S o i lSamples
Samples . . . . . . . . .
B.B . Guide
V I I . Soil
S o i lMechanics
MechanicsLaboratory
LaboratoryUse
Use ofof CPT
CPTData
Data . . . . . . .
VII.
S o i lClassification
C l a s s i f i c a t i o n. . . . . . . . . . . . . . . . .
A.A . Soil
Determining Soils
S o i l s tot obebe Represented
Represented by
by Sample
Sample
B.B . Determining
T
e
s
t
i
n
g
.
.
.
.
.
.
.
.
.
.
.
.
.
.
.
. . . . . .
Testing
. . .
P l o t t i n g the
t h eGraph
Graph
B.B . Plotting
1
1
1
2
3
4
4
5
6
6
6
6
7
7
7
8
8
8
ConsolidationTesting
T e s t i n g and
andAnalysis
Analysis
C.C . Consolidation
8
ShearStrength
S t r e n g t hComparisons
Comparisons
D.D . Shear
9
VIII . Use
Useofof CPT
CPT
D a t aini n Design
Design
VIII.
Data
........
............
. . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . . .
S e c t i o n a lEmbankment
Embankment oro rPreloading
Preloading . . . . . . . .
B.B . Sectional
Cha~els . . . . . . . . . . . . . . . . . . . . .
C.C . Channels
Foundation
A.A . Foundation
•
1
~
10
10
10
10
APPENDIX
APPENDIX
. . . . . . . . . . . . . . . . . . . . . .
A
. . . . . . . . . . . . . . . . . . . . . . .
B
F i e l d Record
R e c o r dSheets
Sheets
3.3 . Field
c
PlottingM
ethods.
4.4. Plotting
Methods.
. . . . . . . . . . . . . . . . . .
. . . . . . . . . . . . . . . . . . .
D
S p e c i f i c a t i o n for
f o r Inclusion
I n c l u s i o n of
of Static
S t a t i c Cone
Cone Penetration
Penetration
5.5 . Specification
T e s t i n g in
i n Site
S i t e Investigation
I n v e s t i g a t i o n Contracts
Contracts . . . . . . .
Testing
E
. . . . . . . . . . . . . . . . .
F
Photographs
1.1. Photographs
Drawings
2.2. Drawings
Reference Literature
Literature
6.6 . Reference
•
•
ii
•
•
I. Purpose
I.
Purpose and Scope
Scope
A.. The quasi-static
quasi-static cone
cone penetrometer test (CPT) is a valuable
A
tool
tools and procedures in making invesinvestool when used in conjunction with other tools
tigations
engineering structures.
notes describes
describes the cone penetrotigations for
for engineering
structures. This notes
meter
detail the procedures
procedures for
for making cone
meter equipment
equipment and explains
explains in detail
penetrometer
tests. It
describes some
some procedures
procedures for
for and guidance in
penetrometer tests.
It also
also describes
interpreting
the test
test results.
results. Uniformity in all aspects
aspects of cone
interpreting and
and using the
penetrometer testing
testing is
is desired.
desired.
penetrometer
This note
note is
is limited to the
B.
the use of the static
static (or quasi-static)
B. This
employs a hydraulic load cell
penetrometer which employs
cell and Bourdon-tube gages
gages for
for
observation of
of loads.
loads. Electric (or strain-gage) cones
observation
cones are being used by
several organizations
organizations in
in the
States, and the
several
the United States,
the data derived from their
use is
is comparable
comparable to
to that
that from
from nonelectric
nonelectric equipment.
use
equipment.
11. Introduction
Introduction
II.
•
Several penetrometers
penetrometers of
of various
Several
various types
types were used in
in the
the Netherlands
Netherlands and
Scandinavia beginning around
around 1900.
1900. A
Scandinavia
A cone
cone penetrometer
penetrometer using a sleeve or
shield was
was patented in
in Holland in
in 1936.
1936. In
1946, the
shield
In 1946,
the "Dutch" cone
cone was manufactured
by
Goudsche
Machinefabriek
of
Gouda,
first
as
a
2,500
factured
Goudsche
Gouda, first as
2,500 kg capacity
A
few
years
later,
this
company
began
making
penetration
equipment
apparatus.
apparatus. A few years later, this company
of
10,000
kg
and
20,000
kg
capacity.
One
of
the
many
advantages
of
static
of 10,000 kg and 20,000 kg capacity.
the
advantages
static
cone penetrometers
penetrometers is
is the
the ability to
isolate, or remove,
cone
to isolate,
remove, the
the unknown (but
considerable) friction
friction forces
forces that
that develop
develop on the
considerable)
the push rods.
rods. In
In static
static penetrometer testing,
testing, only
only the
the resistance
resistance to
to the
cone point and the
trometer
the cone
the friction
friction
sleeve (if
(if used)
used) is
is measured
measured..
sleeve
In the
the United
United States,
States, most static
static penetration
penetration tests
In
tests are
are made by adapting a
drill rig
rig and
and its
its hydraulic controls
controis to
to push and retrieve
drill
retrieve the
the penetrometer.
penetrometer.
Self-contained trailertrailer- and
and truck-mounted
truck-mounted penetrometer
penetrometer rigs
are also
also available.
Self-contained
rigs are
available.
Results of
of static
static penetration
penetration tests
tests are
are now accurate
accurate enough
enough that
Results
that they can be
used to
to make
make reliable
reliable estimates
estimates of
of settlement
settlement and
and undrained
shear strength
strength in
undrained shear
used
areas where
where at
at least
least some
some knowledge
knowledge about
about the
the engineering
engineering properties of the
areas
the
soil is
is available.
available. With
With both static
static and
and dynamic
dynamic testing
testing available,
available, it
soil
it should
not be
be necessary
necessary to
to rely
rely entirely
entirely on
on testing
testing samples
samples that
that may be disturbed
not
disturbed or
not even
even be
be retrievable.
retrievable.
may not
Cone penetrometer
penetrometer equipment
equipment is
is currently
currently used by SCS
SCS in
in Iowa,
Iowa, Kansas,
Cone
Kansas, and
Nebraska. Several
Several other
other penetrometers
penetrometers are
are being used in
in the
the Midwest by the
the
Nebraska.
The cone
cone penetrometer
penetrometer
Corps of
of Engineers
Engineers and
and consulting
consulting engineering
engineering companies.
companies. The
Corps
was first
first used
used in
in Nebraska
Nebraska by SCS
SCS in
in May 1974.
1974.
was
J. Fredrickson,
Fredrickson, Civil
Civil Engineer,
Engineer, Soil
Soil Mechanics
This note
note was
was prepared
prepared by Robert
Robert J.
This
Laboratory, Lincoln,
Lincoln, Nebraska
Nebraska..
Laboratory,
•
June 1984
1984
June
2
111. Equipment
Ill. Equipment
A. Description
A.
Description
1. A photograph of the CPT equipment with a descriptive
caption is in the
1. appendix.
A photograph of the CPT equipment with a descriptive
caption is in the appendix.
2. The cone penetrometer equipment currently used by SCS is
manufactured by
B.V., Gouda,
Holland.
general
2. Goudsche
The cone Machinefabriek
penetrometer equipment
currently
used The
by SCS
is
description
of
the
equipment
follows:
manufactured by Goudsche Machinefabriek B. V,) Gouda) Holland. The general
description of the equipment follows:
a. Cone.--Mantle cone, which gives only point resistance,
and the friction sleeve
cone, which gives
and friction
resisa. Cone.--Mantle
cone) point
which resistance
gives only point
resistance,
36-mm
tance
on
a
steel-to-soil
interface.
The
cone
has
a
60°
point
and
a
and the friction sleeve cone, which gives point resistance and friction resisdiameter
The projected
area of
conehas
is a1060°
cm2.
The and
friction
sleeve
tance
on a base.
steel-to-soil
interface.
Thethecone
point
a 36-mm
mm
in
diameter
and
has
an
area
of
150
cm2.
is
36
Drawings
of
both
cone
and
2
diameter base. The projected area of the cone is 10 cm . The friction sleeve
friction
sleeve
cone
are
in
ASTM
D
3441.
is 36 mm in diameter and has an area of 150 cm 2 • Drawings of both cone and
friction sleeve cone are in ASTM D 3441.
b. Sounding tubes.--An inner rod of 15-mm diameter which
transmits downward b.
thrust
to thetubes.--An
cone, and inner
an outer
(16 mm
ID, 36 which
mrn OD)
Sounding
rod tube
of IS-rom
diameter
which
shields
the
test
from
definite,
but
unknown,
friction
resistance.
transmits downward thrust to the cone) and an outer tube (16 mm ID, 36 mm OD)The
outershields
tube is
advance the
for subsequent
test readings
which
thealso
testused
fromtodefinite,
butcone
unknown,
friction resistance.
Theand
to
retrieve
the
cone.
Only
the
cone
or
cone
plus
friction
sleeve
are
used
outer tube is also used to advance the cone for subsequent test readings and in
penetration
resistance.
to determining
retrieve the
cone. Only
the cone or cone plus friction sleeve are used in
determining penetration resistance.
c. Load cell.--The load cell transmits the vertical
thrust to a hydraulic
oil-filled
chamber,
c. Load
cell. --The
loadwhich
cell activates
transmits the
thebourdon-tube
vertical
gages.
The
gages
(three
are
generally
used)
read
direct
hydraulic
pressure in
thrust to a hydraulic oil-filled chamber, which activates the bourdon-tube
0-600
kgf/cm2.
The
manufacturer
is
now
making
ranges
of
0-16,
0-100,
and
gages. The gages (three are generally used) read direct hydraulic pressure
in
gages
calibrated
for
the
Newton
unit
of
force.
2
ranges of 0-16, 0-100, and 0-600 kgf/cm . The manufacturer is now making
gages calibrated for the Newton unit of force.
d. Other support equipment includes cone-retrieval
tools, vertical-increment
staffsupport
rod and base,
and maintenance
hand tools.
d. Other
equipment
includes cone-retrieval
tools, vertical-increment staff rod and base, and maintenance hand tools.
e. Adapter(s)--Custom made to enable various drill rigs,
using the rig hydraulic
system, to perform the
and retrieve
cone.rigs,
e. Adapter(s)--Custom
madetest
to enable
variousthedrill
using the rig hydraulic system, to perform the test and retrieve the cone.
B. Adaption to Drill Rigs
B. Adaption to Drill Rigs
1. Adapter hardware.--Nearly all late-model hydraulic drill
rigs can be adapted
to use hardware.--Nearly
in performing CPT.allThe
and CME drill
75 rigs
Mobile B 53
1. Adapter
late-model
hydraulic
will
allow
vertical
thrust
in
line
with
the
designed
center
of
thrust;
some
rigs can be adapted to use in performing CPT. The Mobile B 53 and CME 75 rigs
older
rigs
require
an
offset
shelf.
For
some
rigs,
an
offset
adapter
has
will allow vertical thrust in line with the designed center of thrust; somethe
advantage
of not an
requiring
any changes
to the
Kelly
bar or adapter
auger rod.
older
rigs require
offset shelf.
For some
rigs)
an offset
has Drill
the
1
meter
can
be
rigs
having
a
.hydraulic
piston
travel
of
less
than
advantage of not requiring any changes to the Kelly bar or auger rod. used,
Drillbut
A drawing
of one
rigused,
adapter
the having
time required
for apiston
test is
much longer.
rigs
a hydraulic
travel
of less than
1 meter
can be
but is
in
the
appendix.
the time required for a test is much longer. A drawing of one rig adapter is
in the appendix.
The manufacturer of the cone equipment offers a motor-driven, hydraulic-thrust,
alloffers
of thea penetrometer
The cost
Thetrailer-mounted
manufacturer ofrig
thethat
coneincludes
equipment
motor-driven, equipment.
hydraulic-thrust)
of
this
complete
package
is
about
ten
times
that
of
cone
equipment,
which
trailer-mounted rig that includes all of the penetrometer equipment. The costis
reason
for adapting
equipment
to an that
already-owned
drill rig.which is
ofthe
this
complete
package cone
is about
ten times
of cone equipment,
the reason for adapting cone equipment to an already-owned drill rig.
June 1984
June 1984
•
•
•
3
•
2.
2 . Drill
Drill rig
rig requirements
requirements and
and notes
notes on
on conducting
conducting the
the test:
test:
The
The rig
rig hydraulic
hydraulic controls
controls should
should be
be such
such that
that speed
speed and
and pressure
pressure can
can be
accurately
Controls on
on later
later model
model rigs
rigs usually
usually have
have these
these features.
features.
accurately controlled.
controlled. Controls
Rigs
Rigs should
should have
have hydraulic
hydraulic leveling
leveling jacks
jacks which,
which, in
in addition
addition to
to providing
providing aa
level
level drill
drill platform,
platform, place
place the
the weight
weight of
of the
the rig
rig on
on the
the cone
cone and
and the
the jacks
jacks
instead
The leveling
leveling jacks
jacks also
also provide
provide
instead of
of on
on the
the moveable
moveable tires
tires and
and springs.
springs. The
more
more safety
safety (rigs
(rigs without
without jacks
jacks often
often roll
roll off
off the
the leveling
leveling planks)
planks) and
and speed
speed
of
15 to
to 20 m
m
of operation.
operation. A
A penetration
penetration test
test can
can be
be performed
performed to
to aa depth
depth of
of 15
(50
(50 to
to 65
65 ft)
ft) in
in less
less than
than an
an hour
hour with
with aa well-equipped
well-equipped rig
rig and
and aa proficient
proficient
crew.
crew.
The"
downward thrust
The'downward
thrust of
of most
most drill
drill rigs
rigs is
is enough
enough to
to cause
cause cone
cone point
point loads
loads up
up
2
150 to
to 200
200 kgf/cm
kgf/cm2.
For comparison,
comparison, most
most soft
soft and
and wet
wet soils
soils will
will have
have
.
to
For
to 150
2 ; dense
2 ; low
to 10
10 kgf/cm
kgf/cm2;
dense CH
CH till,
till, 40 to
to 80
80 kgf/cm
kgf/cm2;
low
point resistance
resistance (q
(qc)
of 11 to
point
) of
2•
2
20 t5
to 50
50 kgf/cm
kgf/cm2;
and higher
higher density
density sands,
sands, 100
100 to
to 200 kgf/cm
kgf/cm2.
density sands,
sands, 20
density
j and
2
200 kgf/cm
kgf/cm2,
but the
the drill
drill rig
rig may
may start
start to
to lift
lift
The
, but
The dense
dense sands
sands may
may have
have qq > 200
2 . Anchors
off
off the
the leveling
leveling jacks
jacks atCq
atCqc of
of 150
150 to
to 200
200 kgf/cm
kgf/cm2.
Anchors can
can be
be provided
to give
give greater
greater downward
downward thfust,
thrust, but
but are
are usually
usually not
not needed
needed for
for most
most soil
soil
to
conditions encountered
encountered in
in site
site investigations
investigations for
for low
low dams.
dams. On
On most
most drill
drill
conditions
rigs, upward
upward pull
pull is
is greater
greater than
than the
the downward
downward thrust;
thrust; thus,
thus, cone
cone retrieval
retrieval is
is
rigs,
seldom difficult.
difficult.
seldom
•
600 lb
lb and
and can
can be
be transported
transported in
in aa pickup
pickup truck
truck
Cone equipment
equipment weighs
weighs about
about 600
Cone
having suitable
suitable boxes
boxes and
and racks
racks for
for storage.
storage. Most
Most drilling
drilling equipment
equipment includes
includes
having
tool truck
truck and
and the
the cone
cone equipment
equipment can
can be
be stored
stored and
and transported
transported in
in this
this
aa tool
vehicle. The
The hydraulic
hydraulic load
load cell,
cell, with
with large
large glass-covered
glass-covered gages
gages attached,
attached,
vehicle.
A custom-made
custom-made metal
metal case
case
needs aa well-padded
well-padded box
box for
for transport
transport and
and storage.
storage. A
needs
for the
the load
load cell
cell is
is usually
usually included
included with
with the
the purchase
purchase of
of the
the equipment.
equipment.
for
C . Maintenance
Maintenance of
of Equipment
Equipment
C.
1. Cone
Cone tips.--At
tips.--At the
the end
end of
of the
the day,
day, completely
completely disassemble,
disassemble,
1.
wash, dry,
dry, and
and oil
oil the
the cone.
cone. If
If CH
CH soil
soil is
is allowed
allowed to
to dry
dry in
in and
and on
on aa cone,
cone,
wash,
the cone
cone will
will be
be very
very difficult
difficult to
to take
take apart.
apart. Apply
or
Apply nondetergent
nondetergent oil
oil (20W or
the
30W) with
with aa pump-type
pump-type oilcan.
oilcan. Store
Store the
the necessary
necessary wrenches,
wrenches, socket
socket head
30W)
wrenches in
in metric
metric sizes,
sizes, and
and spare
spare parts
parts in
in aa small
small toolbox.
toolbox.
wrenches
After each
each test
test the
the cone
cone should
should be
be washed
washed and
and dried
dried
After
oiled.
When
used
in
very
fine-grained
soils,
complete
oiled. When used in very fine-grained soils, complete
for cleaning
cleaning may
may be
be required
required between
between tests.
tests.
for
and the
the moving parts
parts
and
disassembly
of
the
cone
disassembly of the cone
2. Push
Push tubes.--Clean
tubes.--Clean the
the soil
soil from
from the
the outside
outside of
of the
the tubes
tubes
2.
as
they
are
retrieved.
Pulling
the
tubes
through
a
hole
in
a
piece
of
rubber
as they are retrieved. Pulling the tubes through a hole in a piece of rubber
tire will
will usually
usually clean
clean them
them sufficiently.
sufficiently. The
The tubes
tubes will
will have
have to
to be
be washed
washed
tire
during
retrieval
where
some
soils,
notably
the
high
plasticity
clays,
are
during retrieval where some soils, notably the high plasticity clays, are
encountered.
encountered.
•
About once
once per
per week
week (more
(more often
often if
if the
the tubes
tubes are
are not
not screwed
screwed tight
tight by hand)
hand)
About
clean
and
oil
the
inside
of
the
tubes.
(45
inches)
shotgun
Use
a
115-cm-long
clean and oil the inside of the tubes. Use a lIS-em-long (45 inches) shotgun
type cleaning
cleaning rod
rod that
that has
has aa slotted
slotted tip
tip for
for holding
holding rag
rag patches
patches and
and aT-handle.
a T-handle.
type
Clean
with
solvent,
dry
with
rags
or
air
pressure,
and oil
oil the
the tubes.
tubes. Use
Use aa
Clean with solvent, dry with rags or air pressure, and
bristle brush,
brush, wire
wire brush,
brush, and
and air
air pressure
pressure for
for cleaning
cleaning threads.
threads.
bristle
1984
June 1984
June
4
3. Hydraulic Load Cell.--For new equipment, remove the filler
and air bleed 3.socket
screwsLoad
so that
all water,
sludge,
gummythe
substance,
Hydraulic
Cell.--For
new oil,
equipment,
remove
filler
and
steel
filings
can
be
removed.
Use
a
small
amount
of
solvent
and air
and air bleed socket screws so that all water, oil, sludge, gummy substance,
for finalcan
cleaning.
andpressure
steel filings
be removed. Use a small amount of solvent and air
pressure for final cleaning.
The load cell has a free-floating piston and rubber O-ring seal. Push the
piston
using
a hex wrench,piston
until and
it clicks
the pressure
rod.
The load down,
cell has
a free-floating
rubber against
O-ring seal.
Push the
Fill
the
reservoir
with
winter
grade
hydraulic
oil
("Magnus
150,"
Phillips
piston down, using a hex wrench, until it clicks against the pressure rod.
Petroleum
Co., orwith
equal).
Tipgrade
the load
cell in
directions
until all
Fill
the reservoir
winter
hydraulic
oilseveral
("Magnus
150," Phillips
air
has
escaped
from
the
bleeder
hole.
Do
not
use
20W
or
30W
in
place
Petroleum Co., or equal). Tip the load cell in several directions until allof
oil; from
the gages
will be sluggish
their
at place
temperatures
airhydraulic
has escaped
the bleeder
hole. Doinnot
usereturn
20W ormotion
30W in
of
O
F
or
lower.
The
load
cell
and
gages
will
function
normally
at -30 O F
of
25
hydraulic oil; the gages will be sluggish in their return motion at temperatures
oil is
of if
25the
of recommended
or lower. hydraulic
The load cell
andused.
gages will function normally at -30 of
if the recommended hydraulic oil is used.
Before new equipment is used and at least annually thereafter, test the load
cell new
and equipment
gages in aiscompression
machine such
as the test
Soil the
Mechanics
Before
used and attesting
least annually
thereafter,
load
A
sketch
of
the
testing
setup
is in
Laboratory
Riehle
compression
machine.
cell and gages in a compression testing machine such as the Soil Mechanics
the
appendix.
Laboratory Riehle compression machine. A sketch of the testing setup is in
the appendix.
To test the load cell after replacing the hydraulic oil, place a small load on
the double
threaded
union nutsoil,
(oneplace
at a atime)
To the
testcell
the and
loadloosen
cell after
replacing
the hydraulic
smalluntil
load all
on
of
the
air
is
bled
through
the
small
hole
in
the
center
of
the
nut.
the cell and loosen the double threaded union nuts (one at a time) untilTighten
all
nuts
andthrough
increase
load
to in
250
300 kgf/cm2,
then Tighten
return to
of all
the union
air is
bled
the the
small
hole
thetocenter
of the nut.
about
zero
load.
0
to 16
Note
the
gage
response
and
cutoff
reading
on
the
2
all union nuts and increase the load to 250 to 300 kgf/cm , then return
to and
0
to
100
kgf/cm2
gages.
Adjust
the
cutoff
valve
cup
screw
to
give
cutoff
about zero load. Note the gage response and cutoff reading on the 0 to 16 andat
to 85
percent
of maximum
Check
oiltoingive
the cutoff
load cell
2 gages.
o 80
to 100
kgf/cm
Adjustgage
the reading.
cutoff valve
cupthe
screw
at
reservoir.
Push
the
free-floating
piston
downward
each
time
the
oil
is cell
checked.
80 to 85 percent of maximum gage reading. Check the oil in the load
Test the Push
gagestheonfree-floating
the laboratory
compression
at this
reservoir.
piston
downward machine
each timefor
theaccuracy
oil is checked.
time,
using
the
graph
for
conversion
in
the
appendix.
Test the gages on the laboratory compression machine for accuracy at this
time, using the graph for conversion in the appendix.
Check for oil leaks when the load cell is loaded, and replace the "Usitring"
gaskets,
if necessary.
Check for oil
leaks when the load cell is loaded, and replace the "Usitring"
gaskets, if necessary.
Do not unload the load cell so rapidly that the gage dial hands are wrapped
the zero
damage contributes
to inaccurate
Do around
not unload
thestop
loadpin.
cellSuch
so rapidly
that the gage
dial hands readings.
are wrapped
around the zero stop pin. Such damage contributes to inaccurate readings.
Clean the inside of the lower end of the load cell with solvent and dry with
similar
type with
oil. solvent
Leave aand
light
air
oil lower
with WD-40
Clean pressure,
the insidethen
of the
end oforthe
load cell
dry film
with of
oil
on
all
metal
parts
to
prevent
rusting.
In
the
presence
of
water,
air pressure, then oil with WD-40 or similar type oil. Leave a light film black
of
brown)
oxide
forms on rusting.
the steel used
forpresence
the loadof
cell.
oil(not
on reddish
all metal
parts
to prevent
In the
water, black
(not reddish brown) oxide forms on the steel used for the load cell.
4. Spare Parts.--The manufacturer provides one extra gage of
each load range,
oneParts.--The
extra mantle
cone and friction
cone.
4. and
Spare
manufacturer
provides sleeve
one extra
gageExtra
of
"Usitring"
gaskets,
cone
points,
one
union
nut,
hydraulic
oil,
cone
oil,
each load range, and one extra mantle cone and friction sleeve cone. tip
Extra
and a pump-type
are needed.
Check
extra
gages for
"Usitring"
gaskets, oilcan
cone points,
one union
nut,
hydraulic
oil, accuracy
cone tipbefore
oil,
performing
field
tests.
and a pump-type oilcan are needed. Check extra gages for accuracy before
performing field tests.
IV. Field Operations--Performing the CPT
IV. Field Operations--Performing the CPT
A . Setting Up the Equipment.--Level the drill rig with nearly all
the weight
the rigUponthethe
leveling jacks. the
On drill
slopes,
vertical
A. ofSetting
Equipment.--Level
rigkeep
withthe
nearly
all
distance
from
the
hydraulic
load
cell
to
the
ground
as
small
as
possible
the weight of the rig on the leveling jacks. On slopes, keep the vertical to
Secure
the loadtocell
reduce the
of the push
to the
bow ground
under load.
distance
fromtendency
the hydraulic
load tubes
cell to
as small
as possible
to
the
rig
using
the
applicable
adapter.
reduce the tendency of the push tubes to bow under load. Secure the load cell
to the rig using the applicable adapter.
June 1984
June 1984
•
•
•
•
•
•
5
Assemble the friction sleeve cone as follows:
Assemble the friction sleeve cone as follows:
1. Turn the cone hand-tight against the shoulder of the 0.3-m
push tube, which
an the
antifriction
ring welded
at about
the middle.
1. has
Turn
cone hand-tight
against
the shoulder
of the 0.3-m
push tube, which has an anti friction ring welded at about the middle.
2. Turn the assembly hand-tight to a 1-m push tube.
2. Turn the assembly hand-tight to a I-m push tube.
3. Hold this assembly under the load cell and set the cone
Adjust
for plumb
using
a level
andthe
the cone
drill
tip about 10 cm
3. into
Hold the
thissoil.
assembly
under
the load
cell
and set
rig
adjustment.
tip about 10 cm into the soil. Adjust for plumb using a level and the drill
rig adjustment.
4. Set the cone point at a depth of 40 cm.
4. Set the cone point at a depth of 40 cm.
5. Set the staff gage rod and adjust the pointer to allow for
is made
fromand
a spring
with a to
15-inch
1 m of travel.5. (The
Set pointer
the staff
gage rod
adjust clamp
the pointer
allow long,
for
1/4-inch
diameter
rod
welded
to
it.
)
1 m of travel. (The pointer is made from a spring clamp with a 15-inch long,
1/4-inch diameter rod welded to it.)
6. Set the drill rig hydraulic feed controls to give a downward
2 cm/s
to 1.0
Sufficient
time is
needed
for the
rate of 1 to 6.
Set (0.5
the drill
rigin/s).
hydraulic
feed controls
to give
a downward
The
"jump"
in
notekeeper
to
observe
and
record
two
gage
readings.
rate of 1 to 2 cm/s (0.5 to 1.0 in/s). Sufficient time is needed forthe
thegage
reading
must
be
observed
because:
notekeeper to observe and record two gage readings. The "jump" in the gage
reading must be observed because:
a. The second reading is taken after movement of the
friction sleeve of a.about
cm. The
first is
gagetaken
reading
observedofwhen
The 1 second
reading
afterismovement
thethe
2
cm.
cone
point
has
moved
about
friction sleeve of about 1 em. The first gage reading is observed when the
cone point has moved about 2 cm.
b. The gages indicate whether or not coarse sand or
rocks are being forced
b. aside.
The gages indicate whether or not coarse sand or
rocks are being forced aside.
B. Performing the Test.--Continue the CPT to refusal. On nearly
all earthfill
structures,
is necessary tothe
know
boundary
or limit
B. Performing
theitTest.--Continue
CPTthetolower
refusal.
On nearly
of
potential
settlements.
The
CPT
gives
this
total
depth
and
also
indicates
all earthfill structures, it is necessary to know the lower boundary or limit
intervals
between theThe
ground
and total
refusal
where
samples
of the
potential
settlements.
CPT surface
gives this
depth
andundisturbed
also indicates
The
depth
interval
for
which
a
sample
is
representative
can
may
be
obtained.
the intervals between the ground surface and refusal where undisturbed samples
also
be
determined
from
the
CPT
data.
may be obtained. The depth interval for which a sample is representative can
also be determined from the CPT data.
The 0.3-m push tube with the antifriction ring allows the CPT to be performed
relatively
great
to ring
refusal
(on the
bedrock)
to 21.2 m
Theto0.3-m
push tube
withdepths.
the antiDepths
friction
allows
CPT to of
be up
performed
(69.5
ft)
have
been
accomplished.
If
the
antifriction
ring
tube
is
to relatively great depths. Depths to refusal (on bedrock) of up to not
21.2used,
m
the
maximum
depth
reached
depends
on
the
weight
of
the
drill
rig,
classification
(69.5 ft) have been accomplished. If the antifriction ring tube is not used,
to 13 m (20 to
soil, depth
and soil
moisture
andonistheusually
to about
theofmaximum
reached
depends
weight limited
of the drill
rig, 6classification
.
43
ft)
of soil, and soil moisture and is usually limited to about 6 to 13 m (20 to
43 ft).
Note any delays exceeding 10 min in the record. Drainage (pore pressure
dissipation)
to load 10
will
in time,
the test(pore
data pressure
will be in
Note
any delaysdue
exceeding
minoccur
in the
record.andDrainage
<
30
cm.
error
for
a
small
interval
of
dissipation) due to load will occur in time, and the test data will be in
error for a small interval of < 30 cm.
Erratic Readings.--When the cone point contacts a small rock in an otherwise
uniform,
fine-grained the
soil,
thepoint
gage's
readinga will
and drop as
Erratic
Readings.--When
cone
contacts
smallrise
rockrapidly
in an otherwise
soon
as
the
rock
is
pushed
aside.
The
gage
readings
change
much
more
uniform, fine-grained soil, the gage's reading will rise rapidly and dropslowly
as
as as
thethe
conerock
passes
from a aside.
soft layer
onereadings
that is change
more dense
of slowly
different
soon
is pushed
The to
gage
much or
more
as classification.
the cone passes from a soft layer to one that is more dense or of different
classification.
June 1984
June 1984
6
Some soils will give gage readings of < 0.5 kgf/cm2 on the 0 to 16 kgf/cm2
kgf/cm2 gage. Extremely
gage and little, if any, indication on the 0 to 100
2 on
2
Some
will are
give
readings
of <CPT
0.5and
kgf/cm
the
0 to 16For
kgf/cm
lowsoils
readings
notgage
uncommon
for the
are seldom
erratic.
extremely
2
gage
and soils,
little,the
if equipment
any, indication
on the 0makes
to 100aluminum
kgf/cm inner
gage. rods.
Extremely
soft
manufacturer
Using
readings
are
not
uncommon
for
the
CPT
and
are
seldom
erratic.
For
extremely
lowlighter
inner rods will provide more accurate gage readings.
soft soils, the equipment manufacturer makes aluminum inner rods. Using
lighter inner rods will provide more accurate gage readings.
Since a very small amount of oil usually escapes from the load cell, check the
level of the oil often and add oil as needed. Low oil levels will give
Since
a very small
amount of which
oil usually
from
cell,working
check the
inaccurate
gage readings
will beescapes
low. At
thethe
endload
of each
day,
level
of
the
oil
often
and
add
oil
as
needed.
Low
oil
levels
will
give
check the load cell oil level and bleed off any air.
inaccurate gage readings which will be low. At the end of each working day,
the load
cell root
oil level
and bleed
off any of
air.
check
A rock
or tree
may cause
the string
push tubes to deviate from the
vertical. If deviation occurs at a shallow (1 to 3 m +) depth, the push tubes
A rock
tree root
may cause
the or
string
push tubes
to deviate
fromoccurs,
the
will or
continue
to move
laterally
in aofvertical
curve.
When this
vertical.
If
deviation
occurs
at
a
shallow
(1
to
3
m
+) depth, the push tubes
retrieve the cone and start a new test.
will continue to move laterally or in a vertical curve. When this occurs,
retrieve
cone
andhands
start vibrate
a new test.
If thethe
gage
dial
so that readings are impossible, change the
speed of the drill rig engine. Each rig and load cell has its own resonant
If frequency,
the gage dial
vibrate
that will
readings
are correct
impossible,
the The
and hands
changing
engineso speed
usually
this change
problem.
speed
of
the
drill
rig
engine.
Each
rig
and
load
cell
has
its
own
resonant
resonant frequency vibration problem is sometimes caused by an unbalanced
frequency,
and changing engine speed will usually correct this problem. The
drive shaft.
resonant frequency vibration problem is sometimes caused by an unbalanced
drive
shaft. the Equipment.--The hydraulic uplift of most rigs is the strongest
Retrieving
and also the slowest method of retrieval. If a threaded adapter is made for
Retrieving
the Equipment.--The
hydraulic
of most
is the
strongest
it's rigs
use will
reduce
retrieval
the
hoisting
swivel,method
the cable
winch canuplift
beIfused:
andtime
alsoto the
slowest
of
retrieval.
a
threaded
adapter
is
made for
about one-half.
the hoisting swivel, the cable winch can be used: it's use will reduce retrieval
time
about
one-half.
In to
soft,
wet
soils, the string of sounding tubes may tend to drop in the hole.
A
variety of one-way clamps are available to prevent the loss of equipment.
In soft, wet soils, the string of sounding tubes may tend to drop in the hole.
A variety of one-way clamps are available to prevent the loss of equipment.
The tubes will have to be washed during retrieval for some soils, usually the
high-plasticity clays. Use a nylon string or thin wire to cut the clay from
Thethe
tubes
will have to be washed during retrieval for some soils, usually the
tube.
high-plasticity clays. Use a nylon string or thin wire to cut the clay from
the tube.
V. Plotting the Test Data
•
•
V.
Plotting
the TestField
Data Notes.--The actual load on the cone or friction
A. Reducing
sleeve isA.in Reducing
proportion
to the
areas involved
theonmeasurement
the loads.
Field
Notes.--The
actual in
load
the cone oroffriction
The plunger (piston) in the load cell has an area of 20 cm2; thus, the load on
sleeve
is in point
proportion
to the
involved
in
of theplus
loads.
+ cm102 jcm2
cone)
the
the
cone
is intwice
theareas
gage
reading
(20the
cm2measurement
Theweight
plunger
(piston)
the
load
cell
has
an
area
of
20
thus,
the
load
on
of the inner rods. If the first gage reading
is 2G the cone reading
2
the cone point is twice the gage reading (20 cm -;- 10 cm 1cone)
plus the The
'
+ 0.14n
in units of kgf/cm2 (n = number of sounding tubes).
(qc) of
is the
26 inner
weight
rods. If the first gage reading is G , the cone reading
1 (plunger) i 150 cm2
frlction
sgeeve
resistance
is in2 the
of of
20 sounding
cm2
(q ) is 2G + 0.14n in units (f
of )kgf/cm
(n =ratio
number
tubes). The
k
) where G is the second2 gage reading. Friction
(sleeve
area),
or
0.133
(G
friction steeve resistance (f ) is in the ratio
of 20 cm (plunger) -;- 150 cm 2
2
ratio area),
(FR) isorthe
ratio
fs 20
qc expressed
as a percentage.
Obtain
qc from
(sleeve
0.133
(G 2 - t,)
where
G is the second
gage reading.
Friction
=
fs
100/qc.
the
previous
reading,
up
20
cm;
then
FR
2
ratio (FR) is the ratio of f Eo q expressed as a percentage. Obtain q from
theFor
previous
reading,
up 20incfuj
the~ FRnotes,
= f s •use
100/q
.
c
speed and
accuracy
reducing
a printing
calculator (such
as a
c
G
; the
Monroe
1880).
Enter
values
of
"n"
(number
of
push
tubes),
GI,
and
For speed and accuracy in reducing
notes,
a printing
calculator
(such as a
FR.
Theuse
paper
tape output
provides
printout will list qC' fS'ofand
"n" (number of push tubes), G , and G.?; the
Monroe 1880). Enter values
1 is adapted
C shows
fieldtape
dataoutput
sheet provides
that
speed and
printout
will accuracy.
list q , fAppendix
, and FR.
The paper
prottingto
computer
reduction
of
field
notes.
Field
data
are
also
easily
reduced
speed and accuracy. c App~ndix C shows field data sheet that is adapted toand
plottedreduction
using small
computers
having
plotter
computer
of personal
field notes.
Field
data aare
also attachment.
easily reduced and
08
plotted using small personal computers having a plotter attachment.
June 1984
June 1984
•
7
•
•
•
B. Plotting the CPT Graph.--Use 4-cycle by 70 or 150 division
semilog transparent
8 1/2
inches; the
4-cycle
70 measures
B. Plottingpaper.
the CPTThe
Graph.
--Useby 4-cycle
by 70
or by
15011division
4-cycle
by
150,
11
by
16
1/2
inches.
Plot
the
data
as
shown
on
the
examples
semilog transparent paper. The 4-cycle by 70 measures 8 1/2 by 11 inches;
the
in
the
appendix.
4-cycle by 150, 11 by 16 1/2 inches. Plot the data as shown on the examples
in the appendix.
The vertical scale is in metric units with the heavy lines at 1/2-inch intervals
1 meter.
Each horizontal
lineheavy
thenlines
represents
20 cm,
which is
Therepresenting
vertical scale
is in metric
units with the
at 1/2-inch
intervals
8
1/2isby
the
depth
interval
for
the
friction
sleeve-cone
test
data.
The
representing 1 meter. Each horizontal line then represents 20 cm, which
11
inch
paper
provides
space
for
CPT
to
14
m
(46
ft);
11
by
16
1/2
inch
paper
the depth interval for the friction sleeve-cone test data. The 8 1/2 by
for
CPT
to
30
m
(98
ft)
.
11 inch paper provides space for CPT to 14 m (46 ft); 11 by 16 1/2 inch paper
for CPT to 30 m (98 tt).
The two log cycles on the left side are used as the ordinate for q , cone
point
with
1 toare
10 used
and 10
kgf/cm2.forThe
The two resistance,
log cycles on
theunits
left ofside
as to
the100ordinate
q third
, cone log
.O
kgf/cm2.
cycle
is
for
fs,
friction
sleeve,
in
units
of
0.1
to
1
The
2
point resistance, with units of 1 to 10 and 10 to 100 kgf/cm . The third fourth
log
1 to1.0
10 kgf/cm
percent.
log is
cycle
FR, friction
in units
of to
Occasionally,
2 • The
cycle
for is
f for
, friction
sleeve,ratio,
in units
of 0.1
fourth
overlap
needed,
but the
graphs
cross each
other. FR
logsome
cycle
is f8rwill
FR, be
friction
ratio,
in units
of will
1 to never
10 percent.
Occasionally,
>
10
is
usually
not
plotted.
some overlap will be needed, but the graphs will never cross each other. FR
> 10 is usually not plotted.
Use the plotting method described above for all sites so that two or more
can be overlaid
for comparison
of qalland
fs. soThis
allows
Usegraphs
the plotting
method described
above for
sites
thatcomparison
two or more
C
rapid
delineation
of
deposit
boundaries.
It
also
provides
a
basis
for
grouping
graphs can be overlaid for comparison of q and f. This comparison allows
soildelineation
deposits that
be expected
to haveItCalso
similarp~ovides
engineering
properties.
rapid
of may
deposit
boundaries.
a basis
for grouping
soil deposits that may be expected to have similar engineering properties.
It is recommended that a log of a test hole, where available, be plotted to
depths
of soil layers
from to
feet
the
verticalthat
scale
as the
It is same
recommended
a log
of aCPT.
test Convert
hole, where
available,
be plotted
to
meters
using
the
constant
0.3048.
Indicate
the
depth
to
the
water
table
the same vertical scale as the CPT. Convert depths of soil layers from feet
depths
to moisture
changes
and bedrock
on the
profile.
to and
meters
using
the constant
0.3048.
Indicate
thesoil
depth
to the water table
and depths to moisture changes and bedrock on the soil profile .
Maintain the original plot of the graphs in one notebook for each penetrometer.
This simplifies
comparison
of graphs
soils in
of q for each
and penetrometer.
FR for an area.
Maintain
the original
plot of the
in terms
one notebook
C' fS'
Attach
copies
of
the
CPT
graph
to
each
structure
report
or
place
in each
This simplifies comparison of soils in terms of q , f , and FR forthem
an area.
structure
file.
Attach copies of the CPT graph to each structure re~ortSor place them in each
structure file.
VI. Field Use of CPT
VI. Field Use of CPT
A . Guide to Determining Stratigraphy.--Each site has a unique set
of conditions
requiring
judgement in
the selection and site
use of
A. Guide
to Determining
Stratigraphy.--Each
has investigational
a unique set
tools.
Generally,
CPTjudgement
data are better
interpreted
coverage
of conditions
requiring
in the selection
andwith
use aofsystematic
investigational
that
includes
the
entire
foundation
area:
this
is
particularly
true
for
tools. Generally, CPT data are better interpreted with a systematic coverage
uniform
soil
deposits.
that includes the entire foundation area: this is particularly true for
uniform soil deposits.
For foundations that are not uniform, as in alluvial deposits, the location of
will be based
previous
holes deposits,
and CPT. the
One location
of the main
ForCPT
foundations
that on
aredata
not from
uniform,
as intest
alluvial
of
advantages
of
CPT
is
the
ability
to
provide
a
continuous
record
of
the main
stratiCPT will be based on data from previous test holes and CPT. One of the
fication of
soil
advantages
of aCPT
is deposit.
the ability to provide a continuous record of the stratification of a soil deposit.
Make a log of the soil profile for each location where there is an indication
of aa change
profile.
The log
should
include
a description
of the
Make
log of in
the the
soilsoil
profile
for each
location
where
there
is an indication
changes
in
moisture,
depth
to
the
water
table,
and
depth
to
bedrock.
of a change in the soil profile. The log should include a description of the
changes in moisture, depth to the water table, and depth to bedrock.
B. Guide to Obtaining Samples.--When taking undisturbed samples,
obtain atB.least
onetosample
whereSamples.
q and --When
f show definite
intervals ofsamples,
different
Guide
Obtaining
taking undisturbed
soils.
Often,one
qc sample
and fswhere
vary q co$sidera%ly
geologicofformation.
obtain at least
and f show within
definiteone
intervals
different
Take
one
or
more
samples
to
represent
dry
or
moist
soil
layers.
soils. Often, q and f vary coftsideraf>ly within one geologic formation .
Take one or more ~amples eo represent dry or moist soil layers.
June 1984
June 1984
8
When reliable undisturbed samples cannot be retrieved using the sampling tools
on reliable
hand, explain
the difficulty
in thebelogs.
Make using
two orthe
more
CPT intools
these
When
undisturbed
samples cannot
retrieved
sampling
soils
to
verify
data
and
provide
more
information
upon
which
to
base
judgements.
on hand, explain the difficulty in the logs. Make two or more CPT in these
For to
soils
of data
SP and
classification,
the CPT
should
or more
soils
verify
and SM
provide
more information
upon
which include
to base one
judgements.
cont,inuous
penetration
tests.
The
continuous
CPT
uses
the
mantle
cone
For soils of SP and SM classification, the CPT should include one or morewith
5 or 10 The
cm intervals.
Describe,
in mantle
the investigative
readings penetration
obtained at tests.
continuous
continuous CPT
uses the
cone with
reports,
any
difficulties
in
making
field
tests
or
obtaining
representative
readings obtained at 5 or 10 em intervals. Describe, in the investigative
samples.
reports,
any difficulties in making field tests or obtaining representative
•
samples.
The undrained shear strength of the in-place soils is generally related to the
resistance
Thesleeve
undrained
shear by:
strength of the in-place soils is generally related to the
sleeve resistance by:
T
=0.8f
f
s 0 . 8 f by 2048. For example, f of
Convert tf to units of psf by multiplying
0.3
kgf/cm2
or
500
psf
indicates
sampling
%esting
needed fif of
she
Convert T to units of psf by multiplying 0.8 and
f by
2048. may
For be
example,
f 2 size so dictates. Saturated fine-grained soils having f < 0 . 5 kgf/cm2
structure
0.3 kgf/cm or 500 psf indicates sampling and iesting may be needed
if ~he
S
are generally
concerning
strength.
structure
size sosuspect
dictates.
Saturated
fine-grained soils having f < 0.5 kgf/cm 2
are generally suspect concerning strength.
VII. Soil Mechanics Laboratory Use of CPT Data
VII. Soil Mechanics Laboratory Use of CPT Data
s
A. Soil Classification.--#ere possible, soil classifications are
to be based
appropriate laboratory
test data
or classifications
field identification
A. on
Soilthe
Classification.--Where
possible,
soil
are
procedure.
As
a
basis
for
correlation,
a
reasonable
classification
of the
to be based on the appropriate laboratory test data or field identification
f
and FR.classification
Fine-grained of
saturated
soils can As
be amade
from
graph of q a reasonable
procedure.
basis
forthe
correlation,
the
q
<
15
kgf/$,
8'
<
0
.
5
kgf/cm2,
and
FR
of 2 to 6
soils
will
generally
have
soils can be made from the graph of q , f , and FR. Fine-grained saturated
(CL,will
ML, generally
and CH). have
Some q~ o<$15~ ~kgf/c~2,
and
c t dense
&is
CH and
MH FR
classification
2 , and
soils
t to
< 0.5 of
kgf/cm
of 2 to 6
20
to
30
kgf/cm2,
f
of
0.5
1
.
0
kgf/cm2,
and
FR of 5 to 15.
may
have
qc
of
(CL, ML, and CH). Some com~act and dense s~ils of CH and MH classification
< 0 . 22 ,kgf/cm2,
and5 FR
< 2.
have q2 , f> 38
maySands
have will
q of generally
20 to 30 kgf/cm
of kgf/cm2,
0.5 to 1.0fskgf/cm
and FR of
to 15.
Loose
sands
may
have
q
of
30
to
60
kgf/cm2;
moderately
dense
sands,
2
2
Sands wilf generally haveC q > 36 kgf/ cm , f < 0.2 kgf/ cm , and FR < 2. qc
> 100sands
kgf/cm2;
and dense
200 cm
kgf/cm2.
Examples
of interpretation
2 ;s moderately
Loose
may have
q ofsands,
c30 toqc602 kgf/
dense
sands, q
D.
of
CPT
graphs
are
given
in
appendix
2
2
> 100 kgf/cm ; and densg sands, q > 200 kgf/cm . Examples of interpretatfon
of CPT graphs are given in appendil D-:
•
B. Determining Soils to be Represented by Sample Testing.--One of
the most B.important
and beneficial
of CPT data
in theTesting.--One
laboratory isofto
Determining
Soils to beuses
Represented
by Sample
provide
a
basis
for
judging
whether
engineering
property
test
data is
cantobe
the most important and beneficial uses of CPT data in the laboratory
accurately
extended
to
represent
soils
located
some
distance
from
the
provide a basis for judging whether engineering property test data cansampling
be
location.extended
For example,
in the slope
analysis,
values
accurately
to represent
soils stability
located some
distanceshear
from strength
the sampling
determined
samples
taken
fromstability
the centerline
of ashear
structure
are values
usually
location.
Forusing
example,
in the
slope
analysis,
strength
assumed
to
represent
the
foundation
soils
several
hundred
feet
upstream
determined using samples taken from the centerline of a structure are usuallyand
downstream.
CPT data
be used in
judging
the hundred
extent of
theupstream
area to which
assumed
to represent
the can
foundation
soils
several
feet
and
these
data
apply.
downstream. CPT data can be used in judging the extent of the area to which
these data apply.
C. Consolidation Testing and Analysis.--Undisturbed samples are
seldom obtained
from the center
particular layer of foundation
C. Consolidation
Testingof
anda Analysis.--Undisturbed
samples soil.
are
Data
from
CPT
usually
provides
information
for
determining
more
precisely
seldom obtained from the center of a particular layer of foundation
soil. the
upper
boundaries
or more samples.
Not always
Data
fromand
CPTlower
usually
provides represented
information by
forone
determining
more precisely
the
will
soil
of
a
given
formation
or
age
have
uniform
engineering
properties.
upper and lower boundaries represented by one or more samples. Not always
will soil of a given formation or age have uniform engineering properties.
Several cone tests (e.g., at the base of an abutment) will establish a
reasonably
estimate
of potential
differential
settlements
which
Several
cone accurate
tests (e.g.,
at the
base of an
abutment) will
establish
a can
then
be
confirmed
by
sampling
and
testing.
reasonably accurate estimate of potential differential settlements which can
then be confirmed by sampling and testing.
June 1984
June 1984
•
9
•
-
•
•
To compute horizontal strain associated with the design of principal spillway
(see Technical
Release
No. 1 8with
) , the
limit
of settlement
must be
To conduits
compute horizontal
strain
associated
thelower
design
of principal
spillway
known.
Cone
penetrometer
tests
extended
to
bedrock
or
to
refusal
in
sands,
conduits (see Technical Release No. 18), the lower limit of settlement must
be
gravels,
or
stiff
clays
provide
good
information
for
determining
this
lower
known. Cone penetrometer tests extended to bedrock or to refusal in sands,
limit. orThestiff
reliability
of samples,
often obtained
great difficulty
gravels,
clays provide
good information
for with
determining
this lowerand
expense,
can
then
be
judged
as
to
their
potential
use
in
settlement
and and
strain
limit. The reliability of samples, often obtained with great difficulty
analysis.
expense, can then be judged as to their potential use in settlement and strain
analysis.
In areas where previous work has established a base of test results, analysis,
and field measurements, settlement can be estimated using only CPT data if
In areas where previous work has established a base of test results, analysis,
The general
equation
direct testing
are not can
available.
andresults
field of
measurements,
settlement
be estimated
using only
CPT for
dataconsoliif
dation
of
a
layer
as
given
by
Sanglerat
and
others
is:
results of direct testing are not available. The general equation for consolidation of a layer as given by Sanglerat and others is:
A = h . A p . m or
v
~ = h . ~p . m or
v
~
=h
.
~p
1
a:·qc
where :
where:
Ah = change in layer thickness, cm
~h = change in layer thickness, em
h = layer thickness, cm
h = layer thickness, em
Ap = load; increase in vertical stress, kg/cm2
~p = load; increase in vertical stress, kg/cm 2
a = variable coefficient based on the nature of the soil
0: = variable coefficient based on the nature of the soil
qc = cone point resistance, kgf/cm2
qc = cone point resistance, kgf/cm 2
1
; coefficient of mass volume
mv = --a.
qc
m = 1
; coefficient of mass volume
v
0:. qc
change, cm2/ kg
change, cm 2 /kg
Using settlement plate data supported by laboratory testing, a graph of q vs.
C
a: issettlement
computed for
soils
found
in a given
area :
Using
plate
data
supported
by laboratory
testing, a graph of q vs.
c
a: is computed for soils found in a given area:
a: = h .
q
~p
.
~h
c given adequate time, Ah from settlement plate
For fairly uniform soils and
Compute
be accurate
determining
the a ~coefficient.
Forrecords
fairly will
uniform
soils and for
given
adequate time,
from settlement
platethe
increase
in
stress
due
to
the
embankment
load
Ap
from
field
placement
records will be accurate for determining the 0: coefficient. Compute records.
the
The graph
will bedue
less
where the
for computation is only laboincrease
in stress
to accurate
the embankment
loadbasis
~p from field placement records.
Ah.where the basis for computation is only labodetermine
Theratory
graph testing
will be to
less
accurate
ratory testing to determine ~.
D. Shear Strength Comparisons:
D. Shear Strength Comparisons:
1. Using the friction sleeve, Drnevich et al. (2) found that:
1. Using the friction sleeve, Drnevich et al. (2) found that:
June 1984
June 1984
10
where::
where
rf
If =
= undrained shear strength,
strength, kgf/cm2
kgf/cm 2
ff Ss = friction
friction sleeve
sleeve resistance,
resistance, kgf/cm2;
kgf/cm 2 ; from static
penetrometer
penetrometer of the
the Delft type.
type.
•
The value
value of
of the
The
the constant
constant 0.80
0.80 was determined from
from unconsolidated-undrained
unconsolidated-undrained (UU)
consolidated-undrained (CU) tests
and consolidated-undrained
tests on CL,
CL, ML,
ML, and MH soils
soils from Kentucky.
Kentucky.
This value
value compares
compares well with CPT and laboratory
This
laboratory UU tests
tests on soils
soils from Iowa,
Iowa,
. 3 kgf/cm2,
Kansas, and Nebraska.
. 2 4 kg/cm2
example, if fs
f << 00.3
kgf/ cm 2 , IT << 00.24
kg/ cm 2
Kansas,
Nebraska. For example,
2 (kg/cm
2 x 2048 = lb/ft2).
< 490 Ib/ft
lb/ft2
(kg/cm2
<
Ib/ft 2 ). In
Ins relatively weak Mi coils
soils where ff
S
2
< 0.3
0 . 3 kgf/cm
kgf/cm2,, UU test
test results
results are 200 to 300 lb/ft2.
<
Ib/ft 2 .
S
~f
2. From the
2.
the cone
cone point resistance,
resistance, C
C (undrained shear strength)
u
is in
in the
the range
range of
of q'f15
q
to
is
to q ,fIR' These values
values areUfor
are for the Delft mantle cone
< 20 kgf/cm2.
in normally
normally consoli~tea
consoli8'atd cla$dl&ere
in
cla~ ~ere q <
kgf/cm 2 • (Note:
(Note: Some authors
authors
c
use C
CU,
others
use
r
for
undrained
s
h
e
a
r
!
use
'
others
use
If
for
shear
strength.)
u
f
For example,
example, where
where ffS < 0.3
0 . 3 kgf/cm2
For
~
kgf/cm 2 and qc
qc 5
~ 5 kgf/cm2:
kgf/cm 2 : then rf
T = 5/18
5/18 x 2048
s
f
2
lb/ft2.•
= 570 Ib/ft
3 . Comparing
Comparing q and f s with results
3.
results of laboratory
laboratory shear
shear
testing will
will aid
aid in
in establishin~
establishink depths
soils to use in the
testing
depth~ of foundation
foundation soils
slope stability
stability analysis.
analysis.
slope
VIII. Use
Use of
of CPT
CPT Data
Data in
in Design
Design
VIII.
A. Foundation.--When
Foundation.--When determining
determining the
the extent
extent of excavation
A.
excavation needed
in
fine-grained
soils,
compare
results
of
representative
laboratory
in fine-grained soils, compare results
representative laboratory consoliconsolidation and
and shear
shear tests
tests with
with CPT
CPT data.
data. Tests
Tests on undisturbed
samples usually
dation
undisturbed samples
small volume
volume of
of soil;
soil; in-place
in-place testing
testing with the
the penetrometer
represent aa small
represent
penetrometer
allows the
the laboratory
laboratory data
data to
to be
be applied
applied to
to larger
larger volumes
of soil.
soil.
allows
volumes of
•
The CPT
CPT is
is aa good
good tool
tool for
for use
use during
during construction
construction to
to determine
determine if
if foundation
The
foundation
excavation is
is completed
completed and
and to
to locate
locate soils
soils of
of questionable
questionable properties
excavation
properties not
found in
in the
the predesign
predesign investigations.
investigations. Construction
Construction specifications
specifications should
found
should
allow the
the engineer
engineer to
to use
use CPT
CPT or
or other
other in-place
in-place tests.
tests.
allow
B. Sectional
Sectional Embankment
Embankment or
or Preloading.--Where
Pre1oading.--Where highly
highly compressible
compressible
B.
soils extend
extend to
to great
great depths,
depths, CPT
CPT can
can be used
used to
to determine
determine settlement
settlement at
at
soils
various points.
points. This
This information
information indicates
indicates that
that pre
preloading
foundation
various
loading the
the foundation
soil or
or aa sectional
sectional embankment
embankment is
is needed if
if settlements,
settlements, differential
differential settlesettlesoil
ments, and
and horizontal
horizontal strain
strain are
are problems.
problems. If
If pre
preloading
or a sectional
sectional
ments,
loading or
embankment does
does not
not provide
provide aa solution
solution to
to the
the problem,
problem, relocation
relocation of
of the
embankment
the
Data from
from CPT
CPT will
will aid
aid in
in locating
locating soils
soils of acceptacceptstructure may be
be required.
required. Data
structure
able properties,
properties, if
if such
such soils
soils exist
exist in
in the
the area
area of
of consideration.
consideration. Sampling
Sampling
able
and testing
testing will
will then
then confirm
confirm the
the decision
decision of
of structure
structure location.
location.
and
Data from
from CPT
CPT at
at locations
locations of
of stilling
stilling basins
basins and
and risers
risers will confirm
confirm the
the
Data
results of
of tests
tests on
on samples
samples which
which are
are in
in many cases
cases obtained
obtained only on
on the
results
the
centerline of
of the
the structure.
structure.
centerline
June 1984
June
•
11
•
C.
--Channel projects usually involve stratified soils
C. Channels.
Channels.--Channel
and encompass long reaches.
reaches. Use of the friction sleeve cone is accurate
enough to classify the soils vertically and horizontally
horizontally so that sampling will
be more representative and the investigation will also be faster and thus more
economical.
economical.
•
•
June 1984
1984
June
•
•
•
Appendix A
Appendix A
•
•
•
CONE PENETROMETER EQUIPMENT: T h i s equipment i s manufactured by Goudsche
Machinefabriek o f Gouda, Holland. a . h y d r a u l i c l o a d c e l l w i t h bourdon-tube
CONE PENETROMETER EQUIPMENTl This equipment is manufactured by Goudsche
gages, 1. c u t o f f t o p r o t e c t t h e 0-100 kgf/cm2 gage, 2 . c u t o f f t o p r o t e c t
Machinefabriek of Gouda, Holland. a. hydraulic load cell with bourdon-tube
t h e 0-15 gage, 3 , quick-coupling t o d i s c o n n e c t t h e 0-15 gage; b. cap f o r
gages, 1. cutoff to protect the 0-100 kgf/cm 2 gage, 2. cutoff to protect
a t t a c h i n g load c e l l o r p u l l i n g attachment ( f ) t o t h e d r i l l r i g adapter;
the 0-15 gage, 3. quick-coupling to disconnect the 0-15 gage; b. cap for
c . ma'ntle cone, shown i n c l o s e d and extended p o s i t i o n ; d , cone w i t h
attaching
load cell or pulling attachment (f) to the drill rig adapter;
Begernann f r i c t i o n s l e e v e , shown i n c l o s e d and c o m p l e t e l y extended p o s i t i o n ;
c. mantle cone, shown in closed and extended position; d. cone with
e . 30 cm l o n g sounding t u b e w i t h 1 5 mm i n n e r r o d and a n t i - f r i c t i o n ( 4 ) r i n g ;
Begemann friction sleeve, shown in closed and completely extended position;
p u l l i n g a t t a c h m e n t f o r r e t r i e v i n g t h e sounding t u b e s , Not shown a r e t h e
e. E, 30 cm long sounding tube with 15 mID inner rod and anti-friction (4) ring;
1
m
sounding
t u b e s andfort h retrieving
e Depth I n d the
i c a t isounding
n g Rod & tubes.
S t a n d . Not shown are the
f. pulling
attachment
1 m sounding tubes and the Depth Indicating Rod & Stand.
A-I
•
Appendix B
Appendix B
D r i l l Rig Adapters
•
Drill Rig Adapters
1 . The drawing shows t h e a d a p t e r t o f i t t h e CME-75; t h e a d a p t e r can a l s o be
i t h t h e shows
MobiletheB-50
and B-53
h e 44-inch
e upper
1.used
Thewdrawing
adapter
to fitwhen
the t CME-75;
the dimension
adapter can( s ealso
be
c
o
r
n
e
r
o
f
drawing)
i
s
m
o
d
i
f
i
e
d
.
The
Mobile
r
i
g
s
need
a
h
o
l
l
o
w
s
p
i
n
d
l
e t o use
used with the Mobile B-50 and B-53 when the 44-inch dimension (see upper
t h i s of
a d adrawing)
pter.
corner
is modified. The Mobile rigs need a hollow spindle to use
this adapter.
2 . D r i l l r i g s h a v i n g l e s s t h a n 1 meter of downstroke a r e l e s s d e s i r a b l e
s
c e t h e rigs
o p e r ahaving
t i o n i s less
much than
s l o w e1r . meter
I f t hof
e ddownstroke
r i l l r i g h aare
s a nless
autom
a t i c chuck,
2. i n Drill
desirable
a
n
a
d
a
p
t
e
r
can
be
made
s
i
m
i
l
a
r
t
o
t
h
a
t
shown
on
t
h
e
bottom
h
a
l
f
o
f
e drawing
since the operation is much slower. If the drill rig has an automatict hchuck,
h e upper
have t ohalf
a d a of
p t tthe
o t hdrawing
e threads
o r t h e CME-75
d a p t esimilar
r , No. 1;
an f adapter
can be amade
to t that
shownend
on would
the bottom
on
t
h
e
K
e
l
l
e
y
b
a
r
.
Check
t
h
e
c
l
e
a
r
a
n
c
e
from
t
h
e
d
r
i
l
l
r
i
g
c
r
o
s
s
h
e
a
d
t o the
for the CME-75 adapter, No.1; the upper end would have to adapt to the threads
back
o
f
t
h
e
p
e
n
e
t
r
o
m
e
t
e
r
g
a
g
e
s
;
c
e
n
t
e
r
of
l
o
a
d
c
e
l
l
t
o
back
of
gages
on the Kelley bar. Check the clearance from the drill rig cross-head to thei s
4% iof
n c hthe
e s minimum
and can gages;
b e extended
n g aload
n a d dcell
i t i o nto
a l uback
n i o n nofu t gages
and p r is
operly
back
penetrometer
centeru s iof
t
h
r
e
a
d
e
d
p
i
p
e
n
i
p
p
l
e
.
4~ inches minimum and can be extended using an additional union nut and properly
threaded pipe nipple.
3 . The CME-55 i s r e a d i l y a d a p t e d by f a b r i c a t i n g a s h e l f b r a c k e t which a t t a c h e s
t h e CME-55
d r i l l is
c r oreadily
s s - h e a d .adapted
T h i s by
a d afabricating
p t e r l e a v e s at hshelf
e a u gbracket
e r s p i n dwhich
l e f r eattaches
e f o r any
3.t o The
needed
d
r
i
l
l
i
n
g
.
The
s
h
e
l
f
b
r
a
c
k
e
t
does
n
o
t
need
t
o
be
removed
between
ts.
to the drill cross-head. This adapter leaves the auger spindle free fort e sany
needed drilling. The shelf bracket does not need to be removed between tests.
4 . The CME-45 a d a p t e r i s a s h o r t s h a f t w i t h a cap s i m i l a r t o t h e lower end
o
t h e CME-75
d a p t e r . isA ap lshort
a t e i sshaft
welded
t o at hcap
e s hsimilar
a f t and to
t h ethe
n b olower
l t e d t end
o the
4. f The
CME-45 aadapter
with
upper
h
a
l
f
o
f
t
h
e
a
u
g
e
r
U
j
o
i
n
t
.
of the CME-75 adapter. A plate is welded to the shaft and then bolted to the
upper half of the auger V-joint .
•
•
J u n e 1984
June 1984
•
•
•
B-1
•
Note:
Adapter will fit the Mobile
850 ond 853 with modification
of the 44" part of 1.25" 0.0.
round bar.
Rig needs
removeable spindle.
Thread 3.5" for
top nut. see sheet 2
"0
It)
o
1.25" 0.0.
Drill 8 - 0.3" dia. holes
for spanner. see sheet 3
-0
1.50" 1.0.
3.625" 0.0. c.D
Knurl- 0.75"--.
•
Polish to reduce
binding of mating
surface when in use--+-~.L'
2.35"
I.O.---r"~.u...
o
Top of hydraulic
measuring cell---·
?-~~.....-~
*"Provide clearance
0.72"O.D. and
for oil filler plug;
0.16" + thick
0.72" 0.0. and
0.16" + thick
-
3.75" O.D.
3.75" 0.0.
CONE
CONE
•
P E N E T R O M E T E R ADAPTER
F O R CME 75 DRILL
PENETROMETER
ADAPTER
FOR CME 75 DRILL
Sheet I of 3
Sheet I of 3
R.J. F.
4 -77
B-2
•
0.25
Am.
Am. Std.
Std. heavy
heavy nut,
nut.
11 1/4,
1/4. semifin.
semifin. hex.
hex.
\
\
}---provide I 1/4 heevy
plain washer
I
/
0.25
I:
I
3.0"
•I
.1
PLAN
•
y Plain
Plain round
round rod,
rod. 1/2"
1/2" dia.,
die., 44 1/2"
112" long.
long.
Bend
Bend as
as shown
shown to
to form
form wingnut
wing nut
E
LEVATION
ELEVATION
CONE
CONE PENETROMETER
PENETROMETER ADAPTER
ADAPTER
5 D
RILL
FOR
FOR CME
CME 7
75
DRILL
Sheet
Sheet 22 of
of 33
R.
J. F.F.
R.J.
44-77
- 77
•
B-3
•
( s e e sheet
I-_-Threaded
cap I )
(see sheet I)
0.30"
dia.,
"'TJ----Drill
8 holes,
0.3oUdepth.
0.30" dio.,
0.30"depth.
I
( I \
1.096" \.
I
2.19"
1.0"
1.5"
0.25"
1.0"
•
•
SPANNER WRENCH
FORSPANNER
CONE PENETROMETER
WRENCH
FOR CONE PENETROMETER
Sheet 3 of 3
Sheet 3 of 3
R.J.F.
4 -77
R.J. F.
4-77
B-4
A
~
•
A
- L -................+--
+ -----L..--L.l...----J....
1.75"
O.D.
-~
H1.75"0.0.
ALF PLAN
HALF PLAN
Tap to match thre
on hoisting swivel
Tap to match threads
on hoisting swivel--~
•
hole, full length
Drill 0.625 (5/8)" dia.
hole. full length -----f--r:-_t!-
o
U)
Note:
Using the winch line
Note:
and
hoist
swivel
Using the
winch
linewill
reduce
extraction
and hoist swivel will
by 1/3 to 1/2.
time extraction
reduce
Cut threads to match
cone penetrometer
Cut threads to match
cone penetrometer
push rods---
time by 1/3 to 1/2.
~
S E C T I O N
SECTION
CONE
A-A
A-A
P E N E T R O M E T E R ADAPTER
Attachment
to adapt cable hoist for push
tube retrieval
CONE
PENETROMETER
ADAPTER
Attachment to adopt cable hoist for push tube retrieval
R.J.F.
4-77
•
Appendix B-5
•
a
•
•
Adapter f o r Checking Load C e l l Gages
Appendix B-5
Adapter for Checking Load Cell Gages
The p u r p o s e of t h i s a d a p a t e r i s t o p l a c e t h e l o a d c e l l i n a n u p r i g h t p o s i t i o n
s e c ucell
r e d tin
o an
t h eupright
p l a t e n position
of t h e
r t e s t i nof
g this
t h e gadapater
a g e s . The
l o aplace
d c e l the
l i sload
Thef opurpose
is to
w
i
l
l
n
o
t
f
a
l
l
o
v
e
r
and
be
damaged
when
c
o
m
p
r
e
s
s
i
o
n
t
e
s
t
i
n
g
machine
and
for testing the gages. The load cell is secured to the platen of the t h e
c r o s s - h e a d i s r a i s emachine
d . Without
t h e anot
d a p tfall
e r , t hover
e gages
r e damaged
u s u a l l y when
checked
compression-testing
and will
and abe
thew i t h
t
h
e
l
o
a
d
c
e
l
l
i
n
v
e
r
t
e
d
.
When
c
h
e
c
k
i
n
g
t
h
r
e
e
gages
(0-15,
0-100,
cross-head is raised. Without the adapter, the gages are usually checked and
with
/ c m 2 )inverted.
, t h e u n i o nWhen
n u t s checking
have t o bthree
e l o o sgages
e n e d t o(0-15,
p l a c e 0-100,
t h e l o aand
d cell
the0-600
loadk g fcell
i n v ekgf/cm
rted; w
i t h the
t h e union
a d a p t e nuts
r , no have
u n i o n to
n u tbe
s a loosened
r e l o o s e n etod . place the load cell
2 ),
0-600
inverted; with the adapter, no union nuts are loosened.
Graph of L a b o r a t o r y Compression Machine Gage v s . Cone P e n e t r o m e t e r Gages
Graph of Laboratory Compression Machine Gage vs. Cone Penetrometer Gages
When t h e a c c u r a c y o f t h e p e n e t r o m e t e r gages i s checked, t h e 0-16 kgf/cm2 gage
The vkgf/cm
a l u e s 2 f gage
or the
s h othe
u l d accuracy
p l o t w i t hof
i n the
25 l penetrometer
b of t h e v a l ugages
e shown
t h e g r a the
p h . 0-16
When
is on
checked,
0-100
kgf/cm2
gage
s
h
o
u
l
d
p
l
o
t
w
i
t
h
i
n
100
l
b
of
t
h
e
v
a
l
u
e
shown
on
t
h
e
raph:
should plot within 25 Ib of the value shown on the graph. The values for gthe
t
h
e
v
a
l
u
e
a
t
t
h
e
upper
and
lower
end
of
t
h
e
gage
t
r
a
v
e
l
may
be
l
e
s
s
a
c
c
u
rate,
0-100 kgf/cm 2 gage should plot within 100 Ib of the value shown on the graph:
i
s
a
r
e
a
s
o
n
f
o
r
t
h
e
o
v
e
r
l
a
p
i
n
p
e
n
e
t
r
o
m
e
t
e
r
gage
s
c
a
l
e
s
.
The
v
a
l
u
e
s for
which
the value at the upper and lower end of the gage travel may be less accurate,
t
h
e
0-600
kgf/cm2
gage
s
h
o
u
l
d
p
l
o
t
w
i
t
h
i
n
200
l
b
s
of
t
h
e
v
a
l
u
e
shown
on
the
which is a reason for the overlap in penetrometer gage scales. The values for
g
r
a
p
h
.
When
t
e
s
t
d
a
t
a
a
r
e
n
e
a
r
l
y
a
l
l
r
e
c
o
r
d
e
d
from
t
h
e
0-16
kgf/cm2
g
a
g
e
2
the 0-600 kgf/cm gage should plot within 200 Ibs of the value shown on the, a
c o r r e cWhen
t i o n test
can bdata
e a p pare
l i e dnearly
, i f n eall
e d e drecorded
, b e f o r e from
r e d u cthe
i n g 0-16
t h e nkgf/cm
o t e s and
p l o t tai n g
2 gage,
graph.
t
h
e
p
e
n
e
t
r
a
t
i
o
n
g
r
a
p
h
s
of
q
f
and
FR.
C
o
r
r
e
c
t
i
o
n
s
a
r
e
seldom
needed
correction can be applied, if C needed,
before reducing the notes and plottingf o r
'
S'.
t
h
e
o
t
h
e
r
two
gages
b
e
c
a
u
s
e
t
h
e
i
n
d
i
c a t e dCorrections
s o i l p r o p eare
r t i e sseldom
a r e oneeded
b t a i n e dfor
from
the penetration graphs of q , f , and FR.
h
i
g
h
v
a
l
u
e
s
of
r
e
s
i
s
t
a
n
c
e
t
o
p
e
n
e
t
r
a
t
i
o
n
.
the other two gages becauseCtheSindicated soil properties are obtained from
high values of resistance to penetration.
E x c e s s i v e e r r o r s i n t h e p e n e t r o m e t e r gages a r e r e a s o n s f o r r e t u r n i n g gages t o
t h e distributor/manufacturer.
E r r o gages
r s i n gage
r e a d i n g sfora r ereturning
sometimesgages
caused
Excessive
errors in the penetrometer
are reasons
to by
u
n
l
o
a
d
i
n
g
t
h
e
gages
t
o
o
r
a
p
i
d
l
y
d
u
r
i
n
g
f
i
e
l
d
t
e
s
t
i
n
g
.
the distributor/manufacturer. Errors in gage readings are sometimes caused by
unloading the gages too rapidly during field testing.
J u n e 1984
June 1984
B-6
•
I
A
L
//'=--f--=""/'"
"\
I
~'"
/
II
I'
+.H~~--4
I
\
\
\
Drill 5/16" dia.
hole as shown
(4 reqa.)
0'\
\
~(> ,,,,
. o' ~o
~~
,{o
~ (>
~
I
"
'--
\
r-+-~~
,'L--I--f--+tft-- CPT load cell cap
\ ~" ~'"
\ v'"
\........
\
\
-- --..--
/ /
"",'/ /
_ _ _ Riehle machine platen
/
-..I-I....-7Plate, 7 1/2" sq. x 0.217"
thick, steel
•
'd. )
I , x, "
9 angle, steel (
2 req
PLAN
PLAN
Rod, all
all thread,
thread,
Rod,
1/4"
x
8
112"
long,
1/4"x 81/2" long,
with
hex
nuts,wing
with hex nuts, wing
nut and
and washers
washers
nut
((22 req
req'd.)
(:J.)
Rod, all thread.
thread, 1/4"x
114"x
Rod.all
4
1/2"
long,
with
square
4 1/2" long. with square
nuts +
+ washer
washer at
at top
top and
and
nuts
wing
nut
+washer
a
t
wing nut + washer at
( 4 reqa.)
req'd.)
ttom (4
bottom
J
P l a t e , 77 1/2"
1/2"square
square
Plate,
0 . 2 1 7 "thick
thick
xx 0.217"
3 1/16" dia. hole
I--
1
SECTION A-A
A-A
SECTION
CPT ADAPTER
A D A P T E R FOR
FOR CHECKING
CHECKING
CPT
LOAD CELL
CELL GAGES
GAGES
LOAD
SCALE: 0.5":=
0.5"= 1.0"
1.0"
SCALE:
R . J. F.
R.J. F.
2-4-8
2-4-8i
•
•
•
•
14,000 r;---r--'-;-T"""T"""1"""""'-'---'I-rr,...,-",.---r-rTTlrTT"""'--T"T"l"-,--rT""lrT"TI"""ITT"l---rr""'-IlT-,--rTTTrTi"TTI
, TTl"---rT"T'lrTTTTTTlITTT:7TlITTTrTl
I
1-+--I-+-+-1r-+-+++I++-+++4'-+-1-++-+-+-I-++++-1-++-+++-+-l-++-+--Hf--t-+-t+-1-+-t++t-+-+-++-+tT-H-t-f-t--H--t-t-ti-t-r,hi-ti'-t-itii-y'tTlilt- \- -- l
1-+-++--+-I-+-+-++4-+-I-+--H+f-++++--J-+-+-+++ +-I +-+-+-+-+-+--+-+'--+-1-++-+--+,+f-++++--J++-+++t+-+-++-+-+-+-++I --H-+--t-+-+--t-+--j--j-t-t-tL....
--yH----H--t-t1t1111
-W+-f--.IW.I("i\c+-1r±"irt-I~H'±rn~ICHII--+-t---tltt--i-j
+-++-+-+-+-+-+--+--i-+-+-++--+--+--+--+f-t-+--H--+-+--+-----+--H-III
~
I"'"
Itll t
J--+-+--t--+----+-t-+--t-ir-+-t-+--j--j---t--t-
t
-+---f-+-+--+-+--+ +--+-+-~+-+-++--+-+
t-+--r--t----t-t-t-c-+++-+----+-+-+-+-~--+-t_t_
I
~
1
~-
+i- +-f--\--+-+-+---t;-+--I--+-ttt-+ f- ,
"+-
1
!
t-l-----t- t-
1
----++-+---+-+++-1-+-+tt---+4--+-1--++'-+--1--+ L+-+-+-+----Vl-,+-++-+--t---i--+--t- t-+-- +-H-+-+-+-f--+-1~'f-+-+-+-+-i---+-
--
rr-
9,000 ~+-+-+-+-+-+-+-+-+++-+-+-+-+-+-++++++++++++++++++++++++++++++-+-t-t-1-+-t-+-ttH-+-H-t-t-t-t-f---t-_tttP!tttttttttt-ht++---jT---jT,--t--t--t--t1---j
m
l-+-+-+++-+--+-+--I-+-++--+--i--+-+++--+-t-t-+-+-t--t-+- +++-+-+-I--+--++-+--~+-+++--+--+-+-++--+-+---+
~-+--I--+-+--H+--+--i-,
+--+--i- +-+--+-+-+~~ 1+-i--',-+-t-+--H--+--t--t--t--+-+--t--t-+-t-t-i
I--+-+++-+-+-++--f-+--+-++-++--H-++--t-I--t-t--t--t-t-j --+-t-+-+,++-+-I--++-++I--++++-I++-+-t-i-t-H---HH-t-t-t +-+-+~-+-Lh,",,""'--I ++'--I--'-+-++-+-+--+--+-+-+---+,-+---t--+-+-t-+--H
t+
....J
H+-+--+--+--+-t-++-t-++
-+-"·--j--r--t--~+-+'-~-+-++-+-+----+-+-++f- ..t- t- 1- -H-H--+-ttT-+-f---,~r:+-+-++-+--t-t-++-+--H t- - -fi H-+-+-+++-+-+-+-+ +-+-++ -+-+-+-+++-f----I--+,+t++f----t--t-+--+-y'iV! ~.,
i
I--+---+-+-+-+-+~~
H-+l+-,--+-'+rr+'
-+1-+,-_"--+-,-+"-+~-+-+-i~:...K:
1 I I
1
I-+-+-+-t-+i-+~+fl-=+it-~+~t..tt1:-~t=,+-,_-t-t--++---:-+---l-f-f..!"f----+-j----++-i-+---t:1
1
-T:
1
, -r--+-+ il-t--+-+--+--+-+-+--t---j--j
+--++-+--+-I--++-+--t--l--+-
1 I rf1
"" -+-+_! __
-.-1--+--1--+++-+---4-+,I +--+,-+-H-+ t--+-+++-++-I++tt-++-....
-j
+,
-+I--+-j'_+-++--+--+--+--+-+-+--+-+-++--t,
I
t--
Q)
z 0
o (.)
en
en
(I)
c
W
0::
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g'
~
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Q)
OJ::
U U
>o
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0::
o
0::
m
<t
....J
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~--+-:-
i
I
+1~
t-
1-
,
I
<y I
-l---'--+-+-~--'-+--l--l-+-L-;-j-j--+-+-t---t-+
.l'-+++++-+--+-+-H-H-+~-+ ----l.orL.-+-+-~
++--H--I~I'-:-+:_
+--+'-+-+-H-H--I~I-!
-~~j--fr~, [~:jr-, .~,- TI~
t:
1
1--
t-- --
,---/s:~~r~,_+'_--t_f---,
1+
,
f---
:= _
I",
I
,-
t+--'H---t-r-t1--
:~~--+ti--lt""-+-+-+--j--++:
_~-=
..
n++ t-t
-I'
J
_,
-
+,+-,'f,--~i::n.·;!,+it-,t
~-t
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--+-
-'-rl-+-++--+--+---t='
"_--+-+--+r----+--+
i - - i-=
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r-r---n-,
rT +.-L, +-,+-,,+-,-++W--+-+-+J-¥+-+±-4-++-++-'-++++++++++++++-+:-+-+++---t-+-t-+-t...l-+r!"Y-'tH---l.-'--l......L-'--L-'--L...i.--'---'-............L...i.-J....J....J--L-J--L-..L...L...--'--J.....-'---"---'--'-...l..-I..11
400 1-i-;+-.L
f---~~:+~+'--+-+-+I+-L;~f---+-+-++-+-~·~-+~I~~~~~,-+-+f---~f---:.~f---,
tl!:t~j~I_~f---,t~1~~~t-'~~+~-++,-+_f------lr~t--.~J+-:.~~~,p=~I.I . Graph
'~
Graph is
is the
the required
required gage
gage
1-
+-;
~:;::t=t':::i=;='~it' :t~i:::i~:=+=t-;..~,---l--c-+-+-+it"cp-f~+-l-i
,_r
M
I
~~~I~f---~~~tt:~;:+-,t~/y+·~~~.~~+·~~t1__~~~~+~.P,-+~i--:--t~~-+~---l-~~+-+-t-+~+:~::;:ttt~~~~~'~I---+-+-~~!~t'-+
-+-P-l ---
l-t--+-+-+--+-++-+--+~-I-t--' +-+-+--i'---f---+-++--t-+--H--~
t- -
+
200 H-+-+++++-¥+-++-+1--+--H-+-+++~+-"'5~--+--+-t+'
1
'!-+-+-+-I--+-~I ++-+-++--t+~
' ytl-"'_+'-+--tt--+-t-'+-+--+--+-'-+-+-+--t-i--'-t-'-t--'I-~-+-H-++-+++---+ -J--tl---+--t~::t_t~--t~:;--~~..:;~::;--~~~---+:-r--'l-t--+-+-+-ti
r--+-+--+--hIl't--+-t
l-+++-+--+-+--+-+-+-+-f-+~.J'"!--t----ml--'++-- --
,-I-
!~
read ings :
-
CPT gage x 44.1 = Lab. guage
2. Plot
Plot actual
actual readings
readings on
on this
this
2.
graph to obtain CPT gage
corrections.
td
I
V
00 I 1 22 33 44 55
1010
2020
3030
40
40
SO
50
6060
70
70
100
100
2
CONE PENETROMETER
PENETROMETER GAGES,
GAGES, kgf/cm
k g f /cm2
CONE
200
200
300
300
400
400
•
•
•
Appendix C
Appendix C
3. Field Record Sheets
•
3.Examples
Field Record
Sheets
of forms
designed for recording gage readings and reducing notes are
shown. When soft soil is being penetrated, be sure to record the number of
Examples
of tubes
forms designed
readings
and rods
reducing
notes
are
mm inner
can be
an appresounding
in use. for
The recording
weight of gage
the 15
shown.
When
soft
soil
is
being
penetrated,
be
sure
to
record
the
number
of is
ciable part of the cone point record. Recording the number of inner rods
sounding
tubes
in
use.
The
weight
of
the
15
mm
inner
rods
can
be
an
apprealso the method used to maintain the record of depth of penetration.
ciable part of the cone point record. Recording the number of inner rods is
also
the methodsounding
used to maintain
the record
of sand
depthwhere
of penetration.
f is not significant.
Continuous
is generally
used in
Although the form is set for the 10 cm intervals, theSgages can be read at
Continuous
soundingand
is the
generally
in on
sand
5 cm if desired,
recordsused
entered
thewhere
line.f is not significant.
Although the form is set for the 10 cm intervals, theSgages can be read at
5 cm
if desired,
the records
theisline.
When
reducing and
notes,
frictionentered
ratio on
(FR)
expressed as a percentage. FR =
fs x 100 + qc; q is taken from the previous reading. The reason for taking
When
notes,
friction
ratio when
(FR) the
is expressed
as of
a percentage.
=
qc reducing
from 20 cm
hiiher
is apparent
dimensions
the friction FR
sleeve
f cone
x 100point
7 q ;are
q examined.
is taken from
the
previous
reading.
The
reason
for
taking
When fully extended, the friction sleeve is located
qS 21.5
from to
2034.8
cffi hi~her
is the
apparent
when the dimensions of the friction sleeve
cm above
cone point.
c8ne point are examined. When fully extended, the friction sleeve is located
21.5 to 34.8 cm above the cone point .
•
•
June 1984
June 1984
CONE PENETROMETER
STATE
C-l
PROJECT
I DATE
BY
m
c- 1
SLEEVE)
PROJECT
CONE PENETROMETER
(FRICTION SLEEVE)
STATE
DEPTH
(FRICTION
NO.
OF
RODS
T.H. NO
GAGE
READINGS
1
DEPTH
m
2
I
NO.
OF
RODS
I STA.
IOFFSET
GAGE
READINGS
1
2
DEPTH
m
NO.
OF
RODS
GAGE
READINGS
1
2
•
tJ.0
.2
.4.6
.8
/.0
.2
.4.6
.8
2.0
.2
.4.6
.8
3.0
.2
.4-
.6
.8
4.0
.2
.4.6
.8
5.0
.2
.4
.6
.8
.
co
I:: .jJ
H
I-< .jJ
Ql ~
I:: 'r-!
I:: 0
·
'M
p..
Ql Ql
,r:: I::
~
Oft
0
u
CIl Ql
Ql,r::
,o.jJ
::l
~ 0
~
co
I::N
or-!
~::l4-l
co
CIl~
4-l I::
0
~
1-<..-1
Ql
·
,00
~'O
1::'0
til
II ,.....
CIl
·
'0 til
o 'r-!
P:::'O
~ m
•
~
.r-!
II)
O...-l
Z"-J
Ql
CIl,r::
::l .jJ
CIl l3
Ql 0
I-<
04-l
I::
'0
COQl
I:: ~
~
'M
13
'0 U
o
::l
.jJ p..
I:: .jJ
'r-! ::l
I-< 0
p..
Ql
til p..
<tl
CO.jJ
'r-!
CIl
'0
0
~
U 0
::l...-l
'0 p..
Ql
I-< CIl
'M
.2
.4.6
.8
8.0
.2
.6
.8
9.0
.8
.2
.4.6
.8
/00
.2
.4-
.2
.4.6
CIl
cd
~
,r::
~
oft
I-<
13 0
I-< ~
o cd
4-l.-l
::l
CIl U
.r-! ...-l
,r:: cd
H U
.2
.6
CIlU
Ql
'0 Ql
/5.~
.4-
.6
.8
//.0
p..
<tl
'0 I-<
Ql co
I::
COH
or-! Po<
.4.6
.8
.4
I-<
o,r::
4-l
.2
.8
/2.0
.2
.4.6
.8
/6.0
.2
.4.6
.8
/7.0
.2
.4.6
.8
/8.0
.2
.4
.6
.8
/!1.0
.2
.4
.6
.8
20.0
.2
/3.0
.2
.4.6
.4
.6
.8
.8
.4.6
.8
7.0
/4.0
21.0
6.0
•
.2
•
CONE PENETROMETER FIELD LOG
T.H. NO.
•
TH
NO
DEPTH
Meters
Feet
STA
DATE
N
GAGE READING
Number of
One Meter
Rods
Pi
Cone
P2
Cone
Sleeve
LOCATION
qe
f$
P2 - PI
0.14N +2Pl
0.1336G
•
2.2
2.4
2.6
2.8
3.0
3.2
3.4
3.6
3.8
4.0
4.2
4.4
4.6
4.8
5.0
5.2
5.4
5.6
5.8
6.0
6.2
6.4
6.6
6.8
7.0
•
7.2
7.4
7.6
7.8
8.0
~
6.6
~
9.8
~
13.1
.2lQJ
16.4
~
19.7
~
23.0
~
26.2
FRICTION RATIO
~)( 100
qc
(qc from)
(up 20 em)
/.8
2.0
SITE
SITE
t::.,G
3.3
1.2
1.4
1.6
C-2
PENETROMETER FIELD LOG
DATE
LOCATION
~
0
0.2
0.4
0.6
0.8
1.0
CONE
STA.
C-2
NOTES
C-33
C-
CONE PENETROMETER FIELD LOG
LOG
STA.
STA
T.H.
NO.
T
H NO
DEPTH
Meters
Feet
N
Number of
One Meter
Rods
OAT
E
DATE
GAGE READING
PI
Cone
P2
Cone
Sleeve
LOCATION
LOCATION
SITE
6.G
Cl e
fs
P2 - PI
0.14N +2Pl
0.1336.G
FRICTION RATIO
.!.!..
qc
x 100
(qc from)
(up 20 em)
NOTES
•
8.0
l..L.£§J
8.2
8.4
8.6
8.8
9.0
9.2
9.4
9.6
9.8
10.0
10.2
10.4
10.6
10.8
11.0
11.2
11.4
11.6
11.8
12.0
12.2
12.4
12.6
12.8
13.0
13.2
13.4
13.6
13.8
14.0
14.2
14.4
14.6
14.8
15.0
15.2
15,4
15.6
15.8
16.0
29.5
~
32.8
~
36.1
~
•
39.4
~
42.7
~
45.9
~
49.2
~
52.5
•
T.H. NO.
•
TH
DEPTH
Feet
N
Number of
One Meter
Rods
GAGE READING
Pl
Cone
P2
~G
Qc
fS
P2 - Pi
0.14N+2Pt
0.133~G
Cone
Sleeve
17.2
17.4
17.6
17.8
18.0
~
55.8
~
59.1
~
•
18.2
18.4
18.6
18.8
19.0
20.2
20.4
20.6
20.8
21.0
21.2
21.4
21.6
21.8
22.0
22.2
22.4
22.6
22.8
23.0
•
62.3
1..&QJ
19.2
19.4
19.6
19.8
20.0
23.2
23.4
23.6
23.8
24.0
65.6
~
68.9
~
72.2
~
75.5
~
78.7
C-4
SITE
FRICTION RATIO
~
x 100
qc
(qc from)
(up 20 em)
16.0
16.2
16.4
16.6
16.8
17.0
C-4
SITE
LOCATION
DATE
STA
NO
Meters
CONE PENETROMETER FIELD LOG
CONE PENETROMETER FIELD LOG
STA.
DATE
LOCATION
NOTES
c-s
-
CONE PENETROMETER
PENETROMETER - CONTINUOUS
C O N T I N U O U S SOUNDING
SOUNDING
CONE
b
STATE
STATE
PROJECT
PROJECT
DATE
I DATE
BY
BY
DEPTH
DEPTH
IN
IN
GAGE
GAGE
METERS
METERS
I
STA .
STA.
T.H.
T.H. NO.
NO.
DEPTH
DEPTH
qc,
qc ,
IN
IN
kgf
k g f /cm
/cm22 METERS
METERS
GAGE
GAGE
DIST.
IDIST.
DEPTH
DEPTH
qc,
IN
IN
kgflcm
kg f /cm22 METERS
METERS
GAGE
GAGE
qc,
2
kgf/cm
k g f /cm2
•
0
O.!
3./
.2
.3
.2
.3
.4-
6./
.2
.3
.4
.5
.1.5
.6
.7
.6
.7
.7
.8
.9
.8
.8
.9
.9
1.0
4.0
70
.I
.I
./
.2
.3
.2
.Z
.3
'.3
.4.5
.4
.S"
.6
.6
.7
.7
.8
.4.5
.6
.7
.8
.9
Z.O
.1
.2
.3
.4.5
.6
.6
.9
.9
5.tJ
.I
.2
8.fJ
.I
.3
.3
.4.S'
.4.5
.6
.7
.8
.2
.8
.9
.8
--
.9
6.0
G a g eI, 00 -- 15
15 kgf
k g f /cm
/crn22 correction
correction =
=
Goge
•
.8
.6
.7
.7
.9
3.0
.5
9.0
_
•
CONE PENETROMETER
•
STATE
1
STATE
BY
PROJECT
T.H. NO.
DATE
I
I DATE
BY
DEPTH
IN
GAGE
DEPTH
METERS
IN
GAGE
96'
1
T.H. NO.
DEPTH
qc 9
GAGE
IN
DEPTH
qc,
k g f /cm2 METERS
GAGE
IN
kgf Icm 2 METERS
9.tJ
9./
12./
12./ .Z
.2- 3
9.1 .2
.2.3
.3.4
.4 .5
.5-6
.6 .7
.7 .8
.8 .9
.9 0
/O
C-6
.5.k
10.0 ./
.I .z
.2 - 3
.9 .4
.4- .5
.5 .L
.6 .7
.7 .8
.8 .9
.9
I/.9
'
.4- -5
.5 .b
.6 .7
.7 .8
.8 .9
.9 D
/4.
.2 - 3
.3 - 4
.4- .5
.4- .5
.5-6
.6 -7
.7- 8
.5.6
.6 .7
.7 .8
.8 .9
.9
/Z.U
/2.0Gage, 0 -
.3 -4
.4- -5
.5.6
.6 .7
.7 .8
.8 . 4
.9 0
17.
/7.0 ./
.I .2
.2 - 3
.3 - 4
.4- .5
.5 .6
.6 .7
.7 .8
.8 .9
.9
l8.0
/8.0
.9
/5.U
/5.0=
correction
Gage, 0 - 15 kgf /cm 2 correction
=
kgf/cm 2 METERS
.8 -9
.9
l6.0
/6.0 ./
./ -2
.2 . 3
.8 .9
15 kgf/cm2
I
DEPTH
qc,
IN
GAGE
DEPTH
kgf/cm2
qc,
METERS
IN
GAGE
.7.8
14.0 ./
.1 .Z
.2 .3
.3 .4
DIST.
I
DIST.
.2 .3
.3 .4
.4- -5
.S-- 6
.6 .7
.4 -5
.6 .7
.7-8
.8 - 9
.9
/3.0
13.0 ./
.I . P
.2 -3
.3 .4
I
STA .
I
STA.
15./
15. I .2
.3.4
11.0 ./
.I .2
•
CONTINUOUS SOUNDING
CONE PENETROMETER
PROJECT - CONTINUOUS SOUNDING
METERS
•
-
_
qc,
kqc,
g f /cm2
kgf/cm 2
CONE PENETROMETER
STATE
I
-
CONTINUOUS SOUNDINGC-7
PROJECT - CONTINUOUS SOUNDING
CONE PENETROMETER
I
STATE
BY
BY
DEPTH
IN
DEPTH
METERS
IN
METERS
h9.u
/8.tJ
18./
18.1 -2
.2 .3
.3 .4
.4- -5
.5.6
.6 .7
.7 -8
.8 .4
/9.0
.9
19.(J ./
.I *2
.2 .3
.3 .4
.4- .5
.5 .6
.6 -7
.7 .8
.8 .9
24.0
.9
ZCl.Cl .I
.I .2
.2 -3
.3 .4
.4 .5
.5-6
.6 -7
.7 .a
.8 - 9
.9
21.0
DATE
I DATE
PROJECT
T.H. NO.
STA .
I STA.
T.H. NO.
DEPTH
DIST.
I DIST.
DEPTH
qc ,
qc,
qc ,
GAGE
IN
GAGE
IN
GAGE
DEPTH
DEPTH
kgf
/cm2
kgf/cm2
kgf /cm2
qc,
qc,
METERS
METERS
qc,
IN
GAGE
GAGE
IN
GAGE
2
2
kgf /cm METERS
kgf/cm
kgf/cm 2
METERS
21./
•
24./
24./ .P
2/./ -2
.2- 3
.3 .4
.2 . 3
.3 .4
.4 .5
.5 .6
.6 .7
.7 .8
.8 . 9
.4 -5
.5 .6
.6 .7
.7 .8
.8 . P
22
.9 0
22.0 /
.1 - 2
.2 .3
.3 .4
25.0
.9
.
25.0 ./
.I .2
.2 .3
.3 .9
.4- .5
.5 .6
.6 .7
.7 -8
.8 .9
26.0
.9
26.~ ./
./ - 2
.2 .3
.3 .4
.4 -5
.4- -5
.5 - 6
.6 .7
.7 -8
.8 .9
23.0
.9
23.0 ./
.I .2
.2 - 3
.3-4
.4- .5
.5.6
.6 -7
•
.S" .6
.6 .7
.7 - 8
.8 .P
.9
27.0
Z7.0
.7 .8
.8 .9
.9
24.0
2/.0
24.0=
Gage, 0 - 15 kgf /cm2 correction
Goge I 0 - 15 kgf /cm 2 correction =
I
_
•
Appendix D
Appendix D
•
i
•
4. Plotting Methods
4. Plotting Methods
There are several reasons for establishing a uniform method of plotting CPT
graphs
There
are: several reasons for establishing a uniform method of plotting CPT
graphs:
a. qc, fs, and FR are plotted on one shet for convenience in using the
data.
f
and FR are plotted on one shet for convenience in using the
a. q
c' s'
data.
b. qc and fs can be compared for two or three tests when plotted on
semitransparent
and
to the same
and horizontal
This
b. q and f paper
can be compared
for vertical
two or three
tests when scales.
plotted on
comparison
is
especially
valuable
when
test
data
from
one
set
of
undisturbed
semitranspa~ent pa~er and to the same vertical and horizontal scales. This
samples taken
in one test
hole are
being
extrapolated
vertically
and in several
comparison
is especially
valuable
when
test
data from one
set of undisturbed
horizontal
directions.
samples taken in one test hole are being extrapolated vertically and in several
horizontal directions.
c. The mixing of metric and British units of measure is eliminated.
There
no mixing
need toofuse
British
except
scale after
c. isThe
metric
and units
British
unitsfor
of adding
measurea depth
is eliminated.
the
graph
is
plotted
(see
examples).
There is no need to use British units except for adding a depth scale after
the graph is plotted (see examples).
d. Specifications for cone penetrometer testing to be included in site
investigation
contractsfor
are cone
uniform
and the reported
areincluded
uniform.in site
d. Specifications
penetrometer
testingdata
to be
investigation contracts are uniform and the reported data are uniform.
e. Only two printed forms are needed for plotting graphs:
e. Only two printed forms are needed for plotting graphs:
(1) 8+ x ll", 4 cycle x 70 divisions (Keuffel and Esser No. 66
6013, or (1)
similar),
of 0 to 14 (Keuffel
meters. and Esser No. 66
8\ X for
11",plotting
4 cycle depths
x 70 divisions
6013, or similar), for plotting depths of 0 to 14 meters.
(2) 11" x 16$", 4 cycle x 150 divisions (Keuffel and Esser No. 47
0 to 26 meters.
6013, or (2)
similar),
plotting
11" x for
16\",
4 cycledepths
x ISOofdivisions
(Keuffel and Esser No. 47
6013, or similar), for plotting depths of 0 to 26 meters.
The plotted points are connected free hand with a fine felt-point pen (Pilot
Razor
Pointpoints
or similar,
black) tofree
formhand
the graphs
fs, and FR.
The plotted
are connected
with a for
fineqc,
felt-point
pen (Pilot
Razor Point or similar, black) to form the graphs for q c , f s , and FR.
Examples of Cone Penetration Tests
Examples of Cone Penetration Tests
a. Iowa: Twin Ponies Watershed (near Council Bluffs)
a. Iowa: ofTwin
PoniesCPT
Watershed
(near
Council
Bluffs)
A composite
several
graphs was
drawn
to show
the similarity of the
foundation soils on one side of the valley and the difference in the soils
A composite of several CPT graphs was drawn to show the similarity of the
between
right
and side
left of
sides
the valley,
are divided
a deep
foundation the
soils
on one
the ofvalley
and thewhich
difference
in theby soils
erosional channel.
between the right and left sides of the valley, which are divided by a deep
erosional channel.
Sta 1+45--right side of valley: CPTfs were made on centerline, 100' downstream
and 100' upstream. The soil above the water table (6.2 m) shows variable, but
Stalow
1+4S--right
of valley:
wereand
made
on centerline,
100' downstream
qc and fs,side
indicating
thatCPT's
density
in-place
shear strength
are low.
upstream.
The
soil
above
the
water
table
(6.2
m)
shows
variable, but
andThe
100'
q and f increase between 8 and 14 meters, then become nearly
constant
to
lowa dep&
q and f , indicating that density and in-place shear strength are low.
of .
'
9
1 6 m (64 ft) .
The q c and f s increase between 8 and 14 meters, then become nearly constant to
a depth
of 1e!.6
m (64 ft). was continued to near refusal in a layer of sand and
The test
on centerline
gravel; possibly the test could have been continued to 23 or 24 m (about
The77test
centerline
continued
near refusal
a layer
of msand
(22and
ft)
ft). onThe
samples was
shown
as beingto obtained
to a in
depth
of 6.5
gravel;
possibly
the
test
could
have
been
continued
to
23 or 24 m (about
represent the weakest and most compressible soil, but they would not give,
77 ft).
The samples shown as being obtained to a depth of 6.5 m (22 ft)
represent the weakest and most compressible soil, but they would not give,
•
June 1984
June 1984
Appendix D (Con. )
Appendix D (Can.)
upon testing, information as to total settlements or the lower limit for
estimating
right andorleft
Sta limit
1+45, which
upon
testing, settlement.
information CPT's
as to were
totalmade
settlements
the of
lower
for
gives
confidence
in
extrapolating
test
data
from
one
set
of
samples
estimating settlement. CPT's were made right and left of Sta 1+45, from
whichtest
holeconfidence
2 on centerline
at Sta 1+45,test
right
baseline.
gives
in extrapolating
data
from one set of samples from test
hole 2 on centerline at Sta 1+45, right baseline.
Sta 2+08--left side of valley: The graphs show more variability, but generally
. Between
6- 5 andbut
9 mgenerally
(30 ft) ,
higher
qc andside
f of
to valley:
a depth of
m (22
ft)more
Sta 2+08--left
The 6.5
graphs
show
variability,
fs,
and
FR
increase
uniformly,
both
above
and
below
the
water
table
and in
higher q and f to a depth of 6.5 m (22 ft). Between 6.5 and 9 m (30 ft),
soil
formations.
Below
9
m,
qc
is
generally
constant
except
for
thin
q , f , fnd FR i~crease uniformly, both above and below the water table and sand
in
silt
layers; these
layers
apparent
fromconstant
the variability
of thin
f and
FR.
tSoand
s~il
formations.
Below
9 m, are
q is
generally
except for
sand
7 wasthese
on centerline,
and 7c from
were the
100'variability
and 200' downstregm
silthole
layers;
layers are 7b
~pparent
of f and and
FR. 301
andTest
was
95'
upstream
of
Sta
2+08,
left
baseline.
The
undisturbed
samples
represent
Test hole 7 was on centerline, 7b and 7c were 100' and 200' downstre~m and 301
weakerofand
soilsTheabove
the apparent
water
table.
wasonly
95' the
upstream
Sta more
2+08,compressible
left baseline.
undisturbed
samples
represent
Note
that
the
penetration
test
was
carried
to
21.6
m
(71
ft)
without
encounonly the weaker and more compressible soils above the apparent water table.
tering
or any definite
increase
or fs
thewithout
increasing
depth.
Note
that refusal
the penetration
test was
carriedintoq 21.6
m with
(71 ft)
encounThe
plotting
method
used
here
shows
the
valug
of
being
able
to
overlay
graphs
tering refusal or any definite increase in q or f with the increasing depth.
comparemethod
the data.
Theand
plotting
used here shows the valu~ of b~ing able to overlay graphs
and compare the data.
b. Nebraska: Tekamah-Mud Creek Watershed (about 40 miles north of
)
Omaha
b. Nebraska: Tekamah-Mud Creek Watershed (about 40 miles north of
Omaha)
The increase in moisture as the test approaches the water table depth is
apparent
as q and
f both
fs increase
from is5 to
Thereadily
increase
in moisture
as the
test decrease.
approaches q theandwater
table depth
8.5
m;
a
strata
of
sang
and
sslt
is
found
from
8%o
10
m.
The
auger
readily apparent as q and f both decrease. q and f increase fromhole
5 towas
discontinued
at
10.7
m;
the
CPT
shows
a
strong
layer
of
CL
or
CH
soil
from
8.5 m; a strata of san~ and s~lt is found from 8~o 10 m~ The auger hole was
>
0.5
kgf/cm2.
qc
and
about
11
to
15
m
where
qc
is
15-20
kgf/cm2
and
fs
discontinued at 10.7 m; the CPT shows a strong layer of CL or CH soil from fs
both11decrease
at 21.2
m (69.5
structure
2 • qwas
2 and ft).
about
to 15 muntil
where refusal
q is 15-20
kgf/cm
f > This
0.5 kgf/cm
andbuilt
f
s
between
September
1979
and
May
1980;
settlement
plates
at
Sta
16+00
and
18+00
both decrease until refu~al at 21. 2 m (69.5 ft). s This structure wa~ built
show
3.6
and
3.7
ft
of
settlement
from
September
1979
to
December
1980.
between September 1979 and May 1980; settlement plates at Sta 16+00 and 18+00
Estimated
on CPTfrom
was September
3.5 and 3.7
ft to
forDecember
49 and 54
ft of
show
3.6 andsettlement,
3.7 ft of based
settlement
1979
1980.
Shallow
undisturbed
samples
were
of
little
value
for
comparing
embankment
load.
Estimated settlement, based on CPT was 3.5 and 3.7 ft for 49 and 54 ft of
settlement
estimates.
embankment
load.
Shallow undisturbed samples were of little value for comparing
settlement estimates.
c. Nebraska: Clear Creek Watershed (about 25 miles west of Omaha)
c. Nebraska: Clear Creek Watershed (about 25 miles west of Omaha)
This graph shows the effect of moisture increase with depth; sand and silt
3 toand
4 m silt
and at
5 meters;
a low-density,
strata
This
graphbetween
shows 3.5
the and
effect
of moisture
increase weak
with layer
depth;atsand
The
6
m;
weak
layers
at
11
and
15
meters;
and
sand
strata
at
14
meters.
strata between 3.5 and 5 meters; a low-density, weak layer at 3 to 4 m and graph
at
forweak
FR from
to 11
13 meters
shows a nearly
where
6 m;
layers5 at
and 15 meters;
and sandconstant
strata soil
at 14classification
meters. The graph
f are
changing
density,
shear strength,
forq FRandfrom
5 tochanging,
13 metersindicating
shows a nearly
constant
soilin-place
classification
where
akd
pote8tial
settlements.
q and f are changing, indicating changing density, in-place shear strength,
ahd pote8tial settlements.
d. Nebraska: SouthFork Watershed (about 60 miles southeast of Lincoln)
d. Nebraska: South Fork Watershed (about 60 miles southeast of Lincoln)
Two CPT's were performed at Sta 23+50, one on the survey line and one 200'
graphs
many
low-density
layers divided
Twodownstream.
CPT's were Both
performed
at indicate
Sta 23+50,
oneweak,
on the
survey line
200' by
One testand
wasone
terminated
relatively
thin
layers
of
sand
or
sand-silt
mixtures.
downstream. Both graphs indicate many weak, low-density layers divided by
in a sand-gravel
layer
above
the shale
bedrock,
other
weathered
relatively
thin layers
of just
sand or
sand-silt
mixtures.
Onethe
test
was in
terminated
shale.
Six
tube
samples
are
shown
on
the
log
of
the
test
hole;
only
two
in a sand-gravel layer just above the shale bedrock, the other in weathered
These
two
CPT
graphs
proved
reliable
in
subsequent
testing
and
analysis.
shale. Six tube samples are shown on the log of the test hole; only two were
the basis
for relocating
thistesting
structure
more reliable
proved
reliable
in subsequent
and to
analysis.
Thesefoundation.
two CPT graphs were
the basis for relocating this structure to more reliable foundation.
•
%;
June 1984
June 1984
•
•
f
•
•
•
I
D-l
2
5
qc , kgf /cmZ
10
50
20
50
'(
QJ
Y
f s , kgf /cm2
0.1
0.2
fs,kgf/cm 2
0.2
0.5
'(
YI
FR, %
2
FR,%
5
I
nT'QlltT.5nF1'Tct":t'-Jr-T"'T--,--r2;--r--;--rt-,...:5t-t--r-t-HJ(
-1qs
I..
~
l(
~
~
~J'"
~
"-'~~,!1'
CPT
GRAPH
IOWA
COMPOSITE
GRAPH
TWIN
PONIES
17 FOR
S T A . 1+45 RT. 4
COMPOSITE GRAPH FOR
STA.. 1+45
R.J.F. RT.
1-81Ii.
R.J.F.
1- 81
7
D-2
(
y
qc,
J
FR, %
2
5
1
IC
•
~
~
~
'...."
•
~
l.:
~
~
Il
~ ,s'"
CPT GRAPH
TWIN
IOWA
PONIES 17
COMPOSITE GRAPH FOR
STA; 2+08 L.T. @.
".J.F.
1-81
•
D-3
•
f
(
qc, kgf / c m
I
2
/
2
5
10
qc, kgf/cm
5
/0
20
50
20
y
Y
0.1
0./
50
f s , rtgf/cm
0.2
Q5
fs, kgf/cm
Q2
Q5
. . ., .; I!
z.!:n;
~;..
.i'l
f
l-i,,-,l
1:£' , ,
~
~
~
~
....
~
l(
~
~
~
c:i
. :"
•• ,
,:' ':. ,1.1'11: '"
:.:: .. L
C P T GRAPH
: .,. "; ;L'Cil.iJ'f'!'I.i.'",f!':L:.,fW
"",'",','c;LJLl...L-.L...J.....L..L.J
NEB
RASKA
CPT
GRAPH
TEKAMAH MUD 5A
NEBRASKA
TEKAMAH - MUD SA'
-
•
/
STA. 17 + 27
AT
R.~.F.
G:..
T.H. 851 (REP.)
7-77
5
It
FR, "
2
5
/C
. J .. :::-.J::--: .....
... :: ~:_~-: b: :::;~;:
.
•
y
'I
F/), %
2
I
e"_
:~;:I:...""
'J ',l-;-'
D-4
(
/
'(
qc, kgf/cm 2
2
5
/0
2CJ
50
Is, kgl/cm 2
0./
0.2
0.5
T
J
FR, %
2
5
l
10
•
•
CPT G R A P H
NEB
RASKA
CPT
GRAPH
-
CLEAR CREEK 7A
NEBRASKA
STA. 1
0+I 0 T.H.
7B
CLEAR
CREEK
-7A
STA.IO+IO
R.J.F.
R.~.F.
T.H.78
1-81
1-81
•
•
•
(\
(
I
qc, kgf/cm2
1
fs, k g f / c m z
I
•
•
STA.
23+50 R.J. F.
1-81
TH 311
0\
t::t
I
f
qc, kgf/cm2
fs , kgf / e m 2
CONE PENETROMETER FIELD LOG
56
T.H. NO,
TH NO
•
56
DEPTH
DEPTH
Meters
Meters
CONE PENETROMETER FIELD LOG
STA. /z+UO DATE d-22-76LOCATION % k e / n u k - & W ~ ~ T E5D-7
A
STA
N
/2-f(J(J
Feet
DATE ~-ZZ-76 LOCATION kit!'h7Qh-HuQ
SITE
SA
FRICTION
RATIO
GAGE READING
GAGE READING
N
Feet
PI
Number of
One Meter
cone
NumberRods
of
PI
One Meter
Rods
Cone
P2
A G
6.G
P2
-
P2cone P2 - PI
Sleeve
Cone
Sleeve
0
P
0
..,
0.2
0.4
0.6
0.8
\.0
1.2
1.4
1.6
1.8
2.0
•
2.2
2.4
2.6
2.8
3.0
3.2
3.4
3.6
3.8
4.0
3.3
2
7.1
9.5'
6.6
3
014N+2Pl
0.133aG
qc
0.t4N+2Pt
8.9
fQ!!J
qe
(up 20 cm)
-
/9.3
/.~I/
9.66
1.05
0.66//.64
//.39
5.-I-~
/2.7
5'.2
/0.0
6.S"
4.8
4.4-
7.9
2.9
9.2
3.4
6.1
1.9
z.e
.$.6
5.7
4.tJ
3.8
2.7
/.7
2'.5
3.7
2.2
3.7
1/../
7.2
~.2
I.g
5.2
1.5
1.6
!i'.tJ
5.4-
~
100
(qc f r o m ) NOTES
1.18
~.2
~
It
(qe from)
(up 20 em)
5.2
5".0
~.2
~.~7
5.05
3.7/
3./44.12
3.643.9<tJ.
tJ. /9
O. ;?tJ
0. /7
0./7
0.17
3.72
0.13
0.12
1/.1/
0.09
0.09
2.33
2.78
2.7,3'
1.98
1.89
1/./3
0.25
2.08
3.41
5.70
1.943.07
9. 75"
4-./
I. f$
6.Z
5.8
1.3
5".7
I.B
~.8
1.0
4.3
/.6
~.5"
0.9
ZoO
2.1
~.8
0.8
3.9
4-.7
2.8
0.7
~.9
Z.8
9.5"
tJ.7
6.~
5.1/
3.8
6.1/
1.0
5.7
/.9
9.6
1.4-
g.4
8.0
3.6
<t1.1P
4.49.6
5.2
/.2
7.8
0.¢.8
0.19
0.16
2.3
4-.5
a.z
/.9
3.3
"'.8
EXAMPLE -
Z.Z
6.6
4.8
0.29
0.17
7,<:;
0. ZO
(R)
3.9(7
0.36
0.Z3
0.17
tJ.20
.P.2/
2.8
2. G"
5
..!.!-
0.1336.G
NOTES
qC
14.5
9./
1.4
/.S
1.3
FRICTION
f, x 1RATIO
00
fS
4
Ic>.i4l
/8.5
/2.7
1().4-
2.8
13.1
fs
/1/.5"
7.9
2.5"
4
16.1/
Pl
qc
2'(7.1/
17.()
2.4
9.8
D-7
~.843.~6
2.79
2.79
13
.Q1QJ
4.2
4.4
4.6
4.8
5.0
5.2
5.4
5.6
5.8
6.0
6.2
6.4
6.6
6.8
7.0
•
16.4
.,..z.z"'"
19.7
23.0
7
/.g
/.5"
EXAMPLE
F R O M T -E K E M A H
~
~
9.4-
FO$f
(p)
3.09
.,..16
- MUD , SITE 5 A
.
TEKEMAH
- MUD
SITE
FROM
- TEST
HOL
E 56 SA
S T A . 12+00
7.2
7.4
7.6
7.8
B.B
6
STA.
HOLE
( F O12
R +00
U S E -WTEST
I T H NO
N - P R I56
NTING
(FOR
26.2
USE WITH
NON-PRINTING
CALCULATOR)
CALCU LATOR )
-
•
•
•
•
a
•
•
Appendix E E-1
Appendix E E-l
CONE PENETROMETER TEST (CPT); SPECIFICATION FOR INCLUSION IN
SITE (CPT);
INVESTIGATION
CONTRACTS
CONE PENETROMETER TEST
SPECIFICATION
FOR INCLUSION IN
SITE INVESTIGATION CONTRACTS
Cone Penetrometer Tests (CPT) using static or quasi-static equipment shall be
performed
in accordance
withusing
ASTM static
Designation
D 3441-751 equipment
with the inclusion
Cone Penetrometer
Tests (CPT)
or quasi-static
shall be of
the
additions
and
requirements
as
given
below.
performed in accordance with ASTM Designation D 3441-75T with the inclusion of
the additions and requirements as given below.
Equipment providing reaction force for CPT shall be capable of at least 4000 kg
lb) ofreaction
downwardforce
force
equalbeorcapable
sufficient
forcekgto
(about 9000
providing
forand
CPTanshall
of atupward
least 4000
Equipment
or
travel,
distance
shall
be
greater
retrieve
the
penetrometer.
The
stroke,
(about 9000 lb) of downward force and an equal or sufficient upward force
to
than 1 the
meter.
Equipment The
controls
shall
be capable
of providing
retrieve
penetrometer.
stroke,
or travel,
distance
shall be constant
greater
2 cm/sec shall
against
resistance.
Control
downward
speed
of 1 to controls
than
1 meter.
Equipment
be varying
capable soil
of prOViding
constant
adjustments
and
travel
speed
shall
be
checked
before
beginning
a
penetrometer
downward speed of 1 to 2 em/sec against varying soil resistance. Control
test. Theand
equipment
shall shall
have be
at checked
least three
hydraulic
jacks in
adjustments
travel speed
before
beginningleveling
a penetrometer
None
of
the
equipment
weight
shall
be
allowed
to
rest
working
order.
test. The equipment shall have at least three hydraulic leveling jacksupon
in the
wheels
of
the
equipment
during
penetration
testing.
working order. None of the equipment weight shall be allowed to rest upon the
wheels of the equipment during penetration testing.
Penetrometer equipment shall be complete onsite and shall include the hydraulic
0 toshall
600 kgf/cm2,
0 tohydraulic
100 kgf/cm2,
load cell with
three gages
measuring
Penetrometer
equipment
shall attached,
be complete
onsite and
include the
0
to
16
kgf/cm2;
at
least
twenty-five
1-meter
push
rods
or
tubes;
one2 ,
and
2
load cell with three gages attached, measuring 0 to 600 kgf/cm , 0 to 100 kgf/cm
two
each
of
friction-sleeve
30-cm-long
push
tube
with
an
antifriction
ring:
2
and 0 to 16 kgf/cm j at least twenty-five I-meter push rods or tubes; one
cone and push
mantle
parts including
(buteach
not of
limited
to) gages,
tubecone:
with spare
an antifriction
ring: two
friction-sleeve
3D-em-long
hydraulic
load
cell
oil,
push
rod
extender
for
continuous
cone
penetration;
cone and mantle cone: spare parts including (but not limited to) gages,
and miscellaneous
sparepush
partsrod
andextender
necessary
for maintenance.
Hydraulic
hydraulic
load cell oil,
fortools
continuous
cone penetration;
load
cell
oil
shall
$e
of
such
vicosity
that
gages
function
properly
at air
and miscellaneous spare parts and necessary tools for maintenance. Hydraulic
-25
F.
Cone
penetrometer
equipment
shall
be
made
available
temperatures
of
load cell oil shall be of such vicosity that gages function properly at air
for checking
at anv
time. shall be made available
temperatures
ofcondition
-25 of. and
Conemaintenance
penetrometer
equipment
for checking condition and maintenance at any time .
Penetrometer tips shall be cleaned and oiled before each test. The amount of
disassemblytips
needed
to be
clean
the tip
dependent
thetest.
classification
Penetrometer
shall
cleaned
and is
oiled
before on
each
The amountofofthe
soil
being
penetrated.
Some
clay
soils
will
adhere
to
interior
disassembly needed to clean the tip is dependent on the classification surfaces
of the
making
complete
disassembly,
cleaning,
oiling
of the
necessary.
soil
being
penetrated.
Some clay
soilsand
will
adhere
to tip
interior
surfaces
making complete disassembly, cleaning, and oiling of the tip necessary.
Push tubes shall be cleaned as they are retrieved after completing a test.
Thetubes
tube shall
threads
to retrieved
ensure a tight
with only
hand
Push
be shall
cleanedbe ascleaned
they are
after joint
completing
a test.
effort
(no
tools).
The tube threads shall be cleaned to ensure a tight j oint with only hand
effort (no tools).
A maximum of 1.5 percent of the original penetrometer tip dimensions shall be
allowed of
for1.5
wear.
A maximum
percent of the original penetrometer tip dimensions shall be
allowed for wear.
CPT shall be performed using the friction cone penetrometer in fine-grained
or be
in performed
stratifiedusing
fine- the
and friction
coarse-grained
soil. In coarse-grained
soil,
CPTsoil
shall
cone penetrometer
in fine-grained
the
cone
penetrometer
(mantle
cone)
shall
be
used
in
the
continuous
mode
with
sailor in stratified fine- and coarse-grained soil. In coarse-grained soil,
load
cell
records
obtained
at
5-cm
intervals.
The
antifriction
ring
section
the cone penetrometer (mantle cone) shall be used in the continuous mode with
of cell
push records
rod shallobtained
be mounted
directly
above the
andsection
shall be
load
at 5-cm
intervals.
Thepenetrometer
antifrictiontip
ring
used
when
penetrating
fine-grained
or
stratified
soils.
of push rod shall be mounted directly above the penetrometer tip and shall be
used when penetrating fine-grained or stratified soils.
CPT shall be continued to refusal in either dense soils or bedrock. The
test shall
be noted
the field
log. Isolated
CPTreason
shall for
be discontinuing
continued to a
refusal
in either
denseon soils
or bedrock.
The
rocksfor
shall
not be considered
as refusal;
theontest
shall
be moved
reason
discontinuing
a test shall
be noted
the location
field log.
Isolated
2-5 shall
feet and
test started
fromthe
thetest
ground
surface.
rocks
not the
be considered
as again
refusal;
location
shallDeviations
be moved in
alignment
caused
by
isolated
rocks
or
tree
roots
will
require
the
test to
2-5 feet and the test started again from the ground surface. Deviations
in be
restarted
from
the
ground
surface.
alignment caused by isolated rocks or tree roots will require the test to be
restarted from the ground surface .
-
June 1984
June 1984
E-2
CPT data, including cone resistance (qc) , friction sleeve resistance (fs) , and
ratio (FR)
be plotted
graph sleeve
form. resistance
Undisturbed(fsampling
CPTfriction
data, including
coneshall
resistance
(q ), in
friction
), and
C interpretation of this penetration data
locations
shall
be
selected
base7
on
friction ratio (FR) shall be plotted in graph form. Undisturbed sam~ling
and on logs
of be
nearby
test holes.undisturbedofsamples
cannot be obtained
locations
shall
selected
basi7 on When
interpretation
this penetration
data
with
available
tools,
additional
CPT
shall
be
performed
to
delineate
the
and on logs of nearby test holes.- When undisturbed samples cannot be obtained
three-dimensional
boundaries
of
these
soils
and
to
provide
data
on
in-place
with available tools, additional CPT shall be performed to delineate the
engineering properties.
three-dimensional
boundaries of these soils and to provide data on in-place
engineering properties.
Cone penetrometer test data shall be plotted on 4 log cycle x 70 division
4 log on
cycle
x 150
division
graph paper
graph
paper for test
depths
to shall
14 m and
Cone penetrometer
data
be on
plotted
4 log
cycle
x 70 division
for paper
depthsfor
exceeding
14 m.
shall
be paper
reserved
graph
depths to
14 mThe
andfirst
on 4 and
log second
cycle xlog
150cycles
division
graph
for
the
qc
graph
(1
to
10,
10
to
100
kgf/cm2);
the
third
cycle
shall
be
reserved
for depths exceeding 14 m. The first and second log cycles shall be reserved
for
the
fs
(0.1
to
1.0
kgf/cm2);
and
the
fourth
cycle
shall
be
reserved
for FR
2
for the q graph (1 to 10, 10 to 100 kgf/cm ); the third cycle shall be reserved
(1
to
10
percent).
The
depth
scale
shall
be
plotted
in
the
metric
system
with
2
for the fC (0.1 to 1.0 kgf/cm ); and the fourth cycle shall be reserved for FR
each
graph
division
equal
to
20
cm.
The
graph
shall
include
the
site
name
(1 to 10 ~ercent). The depth scale shall be plotted in the metric system withor
number,
related
name include
of person
each
graph location,
division equal
to drill
20 cm. hole
The number,
graph shall
the who
sitereduced
name orthe
field
notes
and
plotted
the
graph,
and
the
date
the
graph
was
completed.
number, location, related drill hole number, name of person who reduced theThe
graph
shall
accompanied
by a and
copythe
of date
the the
field
notewas
record.
No units
field
notes
andbeplotted
the graph,
graph
completed.
The of
force
or
length
shall
be
converted
from
metric
to
British
units,
either
graph shall be accompanied by a copy of the field note record. No units during
of
the or
testing
andshall
recording
or when from
reducing
notes
plotting
data.
force
length
be converted
metric
to and
British
units,
either during
the testing and recording or when reducing notes and plotting data.
The graphs shall be of such quality that copies suitable for inclusion in
reports
readily
be made
on copies
local copying
machines.
Thesubsequent
graphs shall
be can
of such
quality
that
suitable
for inclusion in
subsequent reports can readily be made on local copying machines.
•
..,
•
L/~pecifythe person responsible for determining sampling needs.
1/Specify the person responsible for determining sampling needs.
June 1984
June 1984
•
•
•
•
Appendix F
Appendix F
Reference Literature
Reference Literature
Sanglerat, G. The Penetrometer and Soil Exploration. Elsevier Publishing
Co.,G.Amsterdam.
London. and
NewSoil
York.
1972.
Sanglerat,
The Penetrometer
Exploration.
Elsevier Publishing
Co., Amsterdam. London. New York. 1972.
Proceedings of the European Symposium on Penetration Testing (ESOPT I),
andPenetration
2.2. 1974.Testing (ESOPT I),
Stockholm,
Vol.
1, 2.1, on
Proceedings
of the 1974.
European
Symposium
Stockholm, 1974. Vol. 1,2.1, and 2.2. 1974.
Proceedings of the European Symposium on Penetration Testing (ESOPT 11),
Amsterdam,
Proceedings
of the 1982.
European Symposium on Penetration Testing (ESOPT II),
Amsterdam, 1982.
Mitchell, J. K. , and Durgunoglu, H. T. , "In-Situ Strength by Static Cone
Penetration
Proceedings
the Eighth
International
on
Mitchell,
J. K., andTest,"
Durgunoglu,
H. T., of
"In-Situ
Strength
by Static Conference
Cone
Soil
Mechanics
and
Foundation
Engineering,
Moscow,
Vol.
1.2,
1973.
Penetration Test," Proceedings of the Eighth International Conference on
Soil Mechanics and Foundation Engineering, Moscow, Vol. 1.2, 1973.
Thomas, D. , "Static Penetration Tests in London Clay," Geotechnique, Vol. XV,
June 1965.
Thomas, No.
D., 2,
"Static
Penetration Tests in London Clay," Geotechnique, Vol. XV,
No.2, June 1965.
Lunne, T. , Eide, 0. , and deRuiter, J. , "Correlations Between Cone Resistance
and Eide,
Vane Shear
Strength
in Some
Scandinavian Soft
to Medium
Stiff Clays,"
Lunne, T.,
0., and
deRuiter,
J., "Correlations
Between
Cone Resistance
Canadian
Geotechnical
Journal,
Vol.
13,
1976.
and Vane Shear Strength in Some Scandinavian Soft to Medium Stiff Clays,"
Canadian Geotechnical Journal, Vol. 13, 1976.
Meigh, A. C. , and Corbett, B. 0., "A Comparison of In-Situ Measurements in a
Soft
Laboratory
and the Settlement
Oil Tanks,"in a
C.,Clay
and with
Corbett,
B. 0., Tests
"A Comparison
of In-Situ of
Measurements
Meigh, A.
Conference
In-Situ Investigations
in Soil and of
Rock,
Soft
Clay withonLaboratory
Tests and the Settlement
Oil British
Tanks,"
Geotechnical
Society,
May 1969.
Conference
on In-Situ
Investigations
in Soil and Rock, British
Geotechnical Society, May 1969 .
Geilly, J. , ~areal,P. and Sanglerat G. "Correlations between In-Situ
the Compressibility
Characteristics
of Soils,"
Geilly, Penetrometer
J., Lareal, P.Tests
and and
Sanglerat
G. "Correlations
between In-Situ
Conference
on
In-Situ
Investigations
in
Soil
and
Rock,
British
Penetrometer Tests and the Compressibility Characteristics of Soils,"
Geotechnical
Society,
May 1969.
Conference
on In-Situ
Investigations
in Soil and Rock, British
Geotechnical Society, May 1969.
Schulze, E. , and Melzer, K. , "Determination of the Density and the Modulus of
Noncohesive
Soilsof
by the
Soundings,"
Proceedings
Schulze,Compressibility
E., and Melzer, of
K.,
"Determination
Density and
the Modulusofofthe
Sixth
International
Conference
on
Soil
Mechanics
and
Foundation
Compressibility of Noncohesive Soils by Soundings," Proceedings of the
Engineering,
Montreal
1965. on Soil Mechanics and Foundation
Sixth
International
Conference
Engineering, Montreal 1965.
Schmertmann, J., "Static Cone to Compute Static Settlement over Sand," Journal
of theJ.,
Soil
Mechanics
Foundations
Division,
American
SocietyJournal
of Civil
"Static
Cone and
to Compute
Static
Settlement
over Sand,"
Schmertmann,
Engineers,
Paper
No.
7302,
May
1970.
of the Soil Mechanics and Foundations Division, American Society of Civil
Engineers, Paper No. 7302, May 1970.
ASTM D3441-79: Standard Method for Deep, Quasi-static, Cone and Friction Cone
Penetration
Tests Method
of Soil.
ASTM D3441-79:
Standard
for Deep, Quasi-static, Cone and Friction Cone
Penetration Tests of Soil.
Norris, G. M., and Holtz, R. D., Cone Penetration Testing and Experience,
Engineering
Division
Session,
American
of Civil
Norris, Geotechnical
G. M., and Holtz,
R. D., Cone
Penetration
Testing
andSociety
Experience,
Engineers
Convention,
St.
Louis,
Missouri,
October
1981.
Geotechnical Engineering Division Session, American Society of Civil
Engineers Convention, St. Louis, Missouri, October 1981 .
June 1984
June 1984 +U.S.
*u.s.
Governmen; P r i n y l n g C f r ' i z e : I888
Gove:-nmen-r:
PTin~:ng
C:f:f:;::e
1988 -
~!Il
?l!l-!!S!~;S!l21.;
•
•
•