DYNAMIC CONE PENETROMETERS
USER’S
MANUAL
All rights reserved by
Kessler Soils Engineering Products, Inc.
17775 Running Colt Place, Leesburg, VA 20175
SALES: (703) 569-2583 or (800) 569-7303
www.kesslerdcp.com
Meets ASTM D6951
PATENT NO. 5,313,825
K-100 Models
WITH QUICK CONNECT PIN
KSE DCP
DO NOT
PUT HAND NEAR
THE ANVIL WHEN
HAMMER IS RAISED
KEEP ONE HAND ON
THE HANDLE WHILE
OPERATING
THE DCP
SAFETY NOTICE
ALWAYS SECURE THE HAMMER AND/OR
THE ASSEMBLED DCP INSTRUMENT
WHEN PLACING IT ON ANY FLAT ELEVATED SURFACE TO PREVENT
IT FROM ROLLING OFF AND CAUSING PERSONAL INJURY OR
DAMAGE TO THE INSTRUMENT.
Copyright ©2014 Kessler Soils Engineering Products, Inc.
All Rights Reserved, Printed in the USA
INDEX
Application 1
Description 3
Procedures 7
Correlations 14
Maintenance 28
References 28
Warranty 30
MANUAL FOR IN SITU STRENGTH OF SOILS
USING THE KESSLER DYNAMIC CONE PENETROMETER
PART I: DCP WITH VERTICAL SCALE
PART II: DCP WITHOUT VERTICAL SCALE
Application 18
Description 19
Procedures 20
Correlations 22
Parts List 31
PART III
PART I
DCP With Vertical Scale
1. APPLICATION
1.1 This application describes measurement of the
penetration rate of the KESSLER DCP (Dynamic Cone
Penetrometer) with a Single-Mass or Dual-Mass Hammer
and quick-connect Drive Rod in field soil testing using a
Vertical Scale.
1.2 The KESSLER DCP is driven into the soil by
dropping either a Single-Mass 17.6 lb (8kg) Hammer or a
Dual-Mass Hammer from a height of 22.6 in (575mm). To
convert the Dual-Mass Hammer from a 17.6 lb hammer to
a 10.1 lb Hammer, remove the hexagonal set screw and
the outer steel sleeve (as shown in Fig. 2). The outer steel
sleeve is designed to slide over the DCP handle for ease of
conversion during testing. The cone penetration caused by
one blow of the 17.6 lb (8 kg) hammer is essentially twice
that caused by one blow of the 10.1 lb (4.6 kg) hammer.
The 10.1 lb (4.6 kg) hammer is used in weaker soils having
a CBR value of 10 or less and can be used on soils up to CBR
80. The 17.6 lb (8 kg) hammer penetrates high strength
soils quicker. The depth of cone penetration is measured at
selected penetration or hammer drop intervals and the soil
shear strength is reported in terms of DCP index. The DCP
index is based on the average penetration depth resulting
from one blow of the 17.6 lb (8 kg) hammer. The average
penetration per hammer blow of the 10.1 lb (4.6 kg)
hammer must be multiplied by 2 in order to obtain the DCP
index value from the correlation equation in paragraph 4.
1.3 The KESSLER DCP can be used to estimate the
strength characteristics of fine and grained soils, granular
construction materials and weak stabilized or modified
materials.
APPLICATION
1
Thank you for your purchase of a Kessler DCP (Dynamic Cone
Penetrometer), licensed to Kessler Soils Engineering Products, Inc.
by the U.S. Army Corps of Engineers (Patent No. 5,313,825).
The Kessler DCP is a durable and reliable Penetrometer
designed for field soil testing and measuring.
2
APPLICATION
575 mm
22.6 in
Anvil with
Quick-Connect Pin
Ve
Upper Rod
Handle
Upper
Attachment
Foot
Variable
30, 37.75, 40 in
Drive Rod
5/8 in (16 mm) diameter
Single Mass OR Dual-Mass
Hammer
17.6 lb (8 kg) OR 10.1 lb (4.6 kg)
rtical Scale
Tip (Reusable
Hardened Point or
Disposable Cone)
Figure 1–Schematic of DCP Device
1
METHOD ST6 (1984) Measurement of the In Situ Strength of Soils by the Dynamic Cone
Penetrometer (DCP) (1984) Special Methods for Testing Roads, Draft TMH 6, Technical
Methods for Highways (TMH), Pretoria, South Africa. ISBN 0 7988 2289 9,Page 20.
Figure 2–Dual-Mass Hammer
1.4 The KESSLER DCP can be used to estimate the
strength of in situ materials underlying a bound or highly
stabilized layer by first drilling or coring an access hole.
NOTE: The DCP may be used to assess the density of a fairly uniform material by
relating to penetration rate on the same material. In this way under compacted
or ”soft spots“ can be identified, even though the DCP does not measure density
directly.
A field DCP measurement results in a field or in situ CBR and will not
normally correlate with the laboratory or soaked CBR of the same material. The
test is thus intended to evaluate the in situ strength of a material under existing
field conditions.
1
2. DESCRIPTION
2.1 The KESSLER DCP in Fig.1 consists of an upper
assembly with a Single Mass or Dual-Mass Hammer (Fig. 2),
a Drive Rod and a tip. The Drive Rod is held in place with a
Quick-Connect Pin (Fig. 3) through the anvil. The tip consists
of an Adapter and Disposable Cone (Fig. 4) or reusable
Hardened Point (Fig. 5). The DCP is constructed of stainless
steel, with the exception of the tip. The Hardened Points
and the Adapters for the Disposable Cones are heat treated
steel. The Disposable Cones are plated steel.
DESCRIPTION
3
17.6 lb (8kg) Hammer 10.1 lb (4.6kg) Lower Hammer
DESCRIPTION
4
Upper rod
Anvil
Quick connect pin
Drive rod
End cap
Figure 3–Quick Connect Assembly
(Patent Pending)
Figure 4–Adapter with two Disposable Cones
Figure 5– Reusable Hardened Point
2.2 The instrument is manufactured to the following
specifications:
(1) Hammer weight measurement of 17.6 lb (8kg)
tolerance is 0.022 lb(0.010kg).
(2) Hammer weight measurement of 10.1 lb
(4.6kg) tolerance is 0.022 lb (0.010kg).
(3) Drop of hammer measurement of 22.6 in (575
mm) tolerance is 0.039 in (1.0 mm)
(4) Tip included angle measurement of 60
degrees; tolerance is 1 degree.
(5) Tip base diameter measurement of 0.790 in
(20 mm); tolerance is 0.010 in (0.25mm)
DESCRIPTION
5
NOTE: The Disposable Cone tip shown in Figure 4 is held in place with an
o-ring. Use Disposable Cone tips in hard and cohesive soils to allow easy
extraction of the instrument. The Disposable Cone tip is designed to slide off
the Adapter when the Drive Rod is pulled upward after completion of the test.
DESCRIPTION
6
DESCRIPTION
6
DESCRIPTION
6
2.3 Replacement and Optional DCP equipment can be
found at www.kesslerdcp.com, including:
- 12”, 30” and 37.5” Drive Rods
- 48” Drive Rod
- 12” and 24” Extension Rods
- Magnetic Ruler
- Magnetic Ruler Printer
2.4 Other equipment used to make an access hole
through a bound layer may include:
- a rotary hammer drill or coring appartus capable of
drilling a minimum diameter hold of 1 inch (25mm).
A larger hold make be required depending on the
underlying material or the need for additional tests
or sampling.
- a wet/dry vacuum or suitable alternative to
remove loose material and fluid if an access
hole is made before testing.
- a field power supply to power above items.
3. PROCEDURES
3.1 Equipment Check
3.1.1 Before beginning a test, check to ensure the
Drive Rod is straight by rolling the rod on a flat surface.
Note: The Drive Rod may bend if driven beyond refusal
(see para 3.3.3).
3.1.2 The Hardened Point must be checked to ensure
the 3 mm flat is discernible. The flat area will become
rounded after about 250 tests and the tip should be
replaced. Rarely, if ever, does the Hardened Point wear to
the extent that the diameter fails to meet specifications
(see para 2.2).
3.1.3 The Adapter o-ring should be should be clean and
free of cuts or nicks. Each pack of 25 Disposable Cones contains a replacement o-ring.
3.2 Assembling
3.2.1 Vertical Scale- Secure the black delrin Upper
Attachment by tightening the screw just below the end
cap. Next, place the foot over the end of the Drive Rod.
Slide the Vertical Scale through the square hole in Upper
Attachment and into the foot.
3.2.2 Tip- Tighten the tip securely with the wrenches.
3.2.2.1 The reusable Hardened Point is used in soft, non-
cohesive material, i.e. where the DCP advances more than
1/2” per blow (CBR <18%).
3.2.2.2 The Adapter and Disposable Cones should be
used for cohesive material and material where the DCP
advances less than 1/2” per blow (CBR >18%). Attach the
disposable cone to the adapter by applying pressure and
rotating the cone. This will ensure proper seating and
extend the life of the o-ring.
3.2.3 Drive Rod (30”, 37 3/4”, or 48”)- Slide the Drive
Rod into the anvil, insert the Quick-Connect Pin and
retainer clip. Treat the drive rod with a light film of oil
to minimize skin friction. This is especially important in
cohesive soils.
7
PROCEDURES
3.2.4 Drive Rod (12”) with 12” or 24” Extension- Use
only for material where DCP advances more than
1” per blow (CBR < 8%) and always use Disposable
Cones. Screw one 12” or 24” Extension Rod into the
12” Drive Rod and tighten with wrenches. Reassemble
DCP hammer assembly and restart the test. The test can
be conducted to a depth of 6 feet by adding additional
Extensions Rods in a similar manner. If you are using the
US Army Corps of Engineers Excel template we provide
to reduce your data, it will be necessary to book each
22” segment of the test in a separate file as this template
cannot be modified. You may wish to use the equations
provided in paragraph 4.1 to make your own template.
3.2.5 Adding 12” or 24” Extensions- After the 12” Drive
Rod and 24” Extension have been advanced, disconnect
the Drive Rod from the anvil and the Extension Rod. Screw
the second Extension Rod into the rod in the ground and
the Drive Rod using wrenches. Reassemble DCP hammer
assembly and restart the test. The test can be conducted to a
depth of 6 feet by adding the Extensions in a similar manner.
If you are using the Excel template we provide from the
US Army Corps of Engineers to reduce your data, it will be
necessary to book each 22” segment of the test in a separate
file as this template cannot be modified. You may wish to
use the equations provided in paragraph 4.1 to make your
own template.
3.3 Testing Sequence
3.3.1 Dropping the Hammer- Hold the DCP device
in a vertical position. Raise the Hammer until it touches,
but does not impact, the handle. Allow the Hammer to
fall freely and impact the anvil coupler assembly. Record
the number of blows and corresponding penetration as
described in paragraph 3.6.
3.3.2 Depth of Penetration- The depth of penetration
will vary with application. For typical highway applications,
a penetration of less than 692 mm (27 1/4 in) will generally
be adequate. In soft soil, the DCP may be advanced to 6
feet (See
PROCEDURES para 3.2.4 and 3.2.5).
PROCEDURES
8
3.3.3 Refusal- The presence of aggregates > 2” or rock
strata will either stop further penetration or deflect the
drive rod. If, after 3 blows, the device has not advanced
more than 0.08 in (2 mm) or the handle has deflected
more than 3 in (75 mm) from the vertical position, stop
the test and move the device to another test location.
Continuing to drop the hammer will damage the
instrument. The new test location should be a minimum
of 12 in (300 mm) from the prior location to minimize test
error caused by disturbance of the material.
3.3.4 Extraction- Following completion of the test,
extract the device by driving the hammer upward against
the handle. Use a smooth upward movement and do
not throw the hammer against the handle.
3.4 Caution
• DO NOT drop the hammer after refusal.
• DO NOT throw the hammer upwards.
• DO NOT rock the DCP side to side or forward and
backward in an attempt to loosen it from the ground.
3.5 Initial Reading
3.5.1 Testing a surface layer- Hold the DCP vertically
with the top of the widest part of the tip flush with the
surface of the material to be tested. Take an initial reading from the Vertical Scale, measuring the distance to the
nearest 1 mm (0.04 in).
3.5.2 Testing below a bound layer- When testing mate-
rials underlying a bound layer, a rotary hammer drill or
coring apparatus meeting the requirements given in paragraph 2.4 is used to provide an access hole to the layer
to be tested. Wet coring requires that coring fluid be
removed immediately and the DCP test be performed as
soon as possible. The coring fluid must not be allowed to
9
PROCEDURES
soak into or penetrate the material to be tested. A wet/dry
vacuum or suitable alternative is used after completion of
drilling or coring to remove loose material and fluid from
the access hole before testing. To minimize the extent of
the disturbance from the rotary hammer, drilling should
not be taken completely through the bound layer, but
stopped short by about 10 to 20 mm. The DCP is then used
to penetrate the bottom portion of the bound layer. This
can be a repetitive process between drilling and doing DCP
tests to determine the thickness of the layer.
3.5.3 Testing pavement with thin seals — For pavements
with thin seals, the tip is advanced through the seal until
the top of the widest part of the tip is flush with the layer
to be tested.
3.5.4 Once the layer to be tested has been reached- A
reference reading is taken with the cone zero point at the
top of that layer and the thickness of the layer(s) cored
through recorded. This reference reading is the point from
which the subsequent penetration is measured.
3.6 Recording Methods
3.6.1 Two person, traditional method (Figure 6A)-
When many tests are to be taken, it is best to have two
people operating the DCP and recording the data. The
recorder reads the scale at the top of the attachment or
holds the Vertical Scale to the bottom of the widest part
of the hammer and measures/records the cumulative penetration for the number of blows in a set. The set is the
number of blows it takes to advance the DCP about 2 in (50
mm). The data is recorded on the DCP data sheet.
3.6.2 One person with Vertical Scale (Figure 6B)- Apply
blue removable tape along the side of the Vertical Scale
adjacent to the mm markings. Insert the Vertical Scale
through the Upper Attachment and into the Foot. At the
end of each set, the operator marks the position of the top
edge of the Upper Attachment by drawing a line along it
on the blue tape, and writes the number of blows required
next to the line. After the test, the operator enters the
PROCEDURES
10
cumulative penetration and number of blows between
marks on a DCP data sheet or in the Excel template.
11
PROCEDURES
Figure 6A–Two person,
traditional method
One person operates
DCP while the other
person records
penetration rate
Figure 6B–One person
One person operates
DCP, then marks the
tape on the Vertical
Scale.
12
PROCEDURES
3.6.4 Magnetic Ruler (Figure 7)- The optional Magnetic
Ruler is a battery-operated AAA (Qty. 6), data-collection
device for the Dynamic Cone Penetrometer (DCP). It
displays depth, blows, mm/blow, cumulative mm/blow , and
cumulative blow/inch in SI and English. The correlations
are CBR (California bearing ratio) in %; Bearing capacity
in Kips per square foot, and unconfined compression test
in %. A flash drive records the data, information entered
by the operator, and date and time for each test via a
waterproof USB port.
3.7 Data Recording
A form like the one shown in Figure 8 is suggested for data
recording. The recorder enters the header information
before the test.
(1) The actual test data is recorded in column 1
(Number of Blows) and column 2 (Cumulative Penetration
in mm); if the moisture content is available, it is entered in
column 8.
(2) When testing a subsurface layer through a
drilled or cored access hole, the first reading corresponds
to the referenced reading at the top of the layer to be
tested.
(3) The number of blows between readings may
be varied depending on the resistance of the material.
Normally readings will be taken approximately every 50
mm (2”), i.e. 1 blow for soft material, 5 blows for “normal” materials and 10 blows for very resistive materials.
(4) The tip should be advanced a minimum of 25
mm (1.0 in) between readings. The penetration to the
nearest 1 mm (0.04 in) corresponding to the specific number of blows is recorded. A reading is taken immediately
when the material properties or rate of advance change
significantly.
13
PROCEDURES
Figure 7–Magnetic Ruler
Instruction for Data Recording Sheet:
(1) Number of hammer blows between test readings
(2) Cumulative penetration after each set of hammer blows
(3) Difference in cumulative penetration (2) between readings
(4) (3) divided by (1)
(5) Enter 1 for 17.6lb (8kg) hammer; 2 for 10.1 lb (4.6kg) hammer
(6) (4) x (5)
(7) From CBR verses DCP Index correlation
(8) % Moisture content when available
14
CORRELATIONS
4. CORRELATIONS
4.1 The CBR may be estimated using the DCP index
(column 6 on the DCP Data Sheet) and Table 1 for each
set of readings. First, the DCP index is computed for
the respective penetration between readings. The
penetration per blow is then used to estimate in situ CBR
or shear strength using the appropriate correlation for
the reference. For example, the correlation of penetration
per blow (DCP) in Table 1 is derived from the equation
CBR = 292 / PR
1.12
recommended by the US Army Corps
of Engineers. This equation is used for all soils except for
CL soils below CBR 10% and CH soils. For these soils, the
following equations are recommended by the US Army
Corps of Engineers, where PR is the DCP penetration rate
in mm per blow:
3
CL soils CBR < 10: CBR = 1 / (0.017019*PR)2
CH soils: CBR = 1/ (0.002871*PR)
Selection of the appropriate correlation is a matter of
professional judgment.
4.2 The Modulus of Rigidity M
R
may be estimated
using between 1300 to 1500 CBR.
4.3 If a distinct layering exists within the material test-
ed, a change of slope on a graph of penetration/blow vs.
depth will be observed for each layer. The exact interface
is difficult to define because, in general, a transition zone
exists between layers. The layer thickness can be defined
by the intersection of the lines representing the average
slope of adjacent layers. Once the layer thicknesses have
been defined, the average penetration rate per layer is
calculated.
4.4 The EXCEL
™
template on the enclosed CD will graph
the results of the test. (See instruction sheet included on
CD). It will also plot a correlation of CBR to PSF (lbs/sq. ft).
DCP DATA SHEET
Project: Forest Service Road
Location: STA 30+50, 1 M RT of C/L
Depth of zero point below: 0
Material Classification: GW/CL
Pavement conditions: Not applicable
Date: 7 July 2005
Personnel: JLS & PAK
Hammer Weight: 17.6lb (8kg)
Weather: Overcast, 25°C, (72° F)
Water Table Depth: Unknown
(1)
Number
of
Blows
(2)
Cumulative
Penetration
(mm)
(3)
(4)
(5)
Hammer
Blow
Factor
(6)
DCP
Index
mm/blow
(7)
CBR
%
(8)
Moisture
%
0
5
5
15
10
5
5
10
5
5
5
5
0
25
55
125
175
205
230
280
310
340
375
435
--
25
30
70
50
30
25
50
30
30
35
60
--
5.0
6.0
4.7
5.0
6.0
5.0
5.0
6.0
6.0
7.0
12.0
--
1
1
1
1
1
1
1
1
1
1
1
--
5.0
6.0
4.7
5.0
6.0
5.0
5.0
6.0
6.0
7.0
12.0
--
50
40
50
50
40
50
50
40
40
35
18
Figure 8–DCP Data Sheet
2
1
2
3
4
5
6
7
8
9
10
11
12
2
Webster, S.L., Grau, R.H. Williams, T.P., (May 1992), Description and Application of
Dual mass Dynamic Cone Penetrometer, Report GL-92-3, Department of the Army, Washington
D.C., Pg. 19
CORRELATIONS
15
Penetration
Between
Reading
(mm)
Penetration
per
Blow
(mm)
73Webster, S.L., Brown, R.W., Porter, J.R. (April 1994), Force Projection
Site Evaluation Using the Electric Core Protection (ECP) and the Dynamic Cone
Penetrometer (DCP), Technical Report No. GL-94-17, Air Force Civil Engineering
Support Agency, U.S. Air Force, Tyndall Air Force Base, Florida
3
Table 1–Tabulated Correlation of CBR versus DCP Index
DCP Index
mm/blow
CBR
%
DCP Index
mm/blow
CBR
%
DCP Index
mm/blow
CBR
%
<3
3
4
5
6
7
8
9
10-11
12
13
14
15
16
17
18-19
20-21
22-23
24-26
27-29
30-34
35-38
100
80
60
50
40
35
30
25
20
18
16
15
14
13
12
11
10
9
8
7
6
5
39
40
41
42
43
44
45
46
47
48
49-50
51
52
53-54
55
56-57
58
59-60
61-62
63-64
65-66
67-68
4.8
4.7
4.6
4.4
4.3
4.2
4.1
4.0
3.9
3.8
3.7
3.6
3.5
3.4
3.3
3.2
3.1
3.0
2.9
2.8
2.7
2.6
69-71
72-74
75-77
78-80
81-83
84-87
88-91
92-96
97-101
102-107
108-114
115-121
122-130
131-140
141-152
153-166
166-183
184-205
206-233
234-271
272-324
>324
2.5
2.4
2.3
2.2
2.1
2.0
1.9
1.8
1.7
1.6
1.5
1.4
1.3
1.2
1.1
1.0
0.9
0.8
0.7
0.6
0.5
>0.5
16
CORRELATIONS
PART II
DCP Without Vertical Scale
5. APPLICATION
5.1 This application describes measurement of
the penetration rate of the KESSLER DCP (Dynamic Cone
Penetrometer) with a Single-Mass Hammer and quick-connect
Drive Rod in field soil testing without a Vertical Scale.
5.2 This procedure is used to assess the in place
strength of undisturbed soil and/or compacted materials. The penetration rate can be used to estimate CBR
(California Bearing Ratio), shear strength of strata, and
thickness of strata. It is ideal for horizontal construction
applications, such as shallow foundations and pavement
shoulders. Typically it is used to assess material properties to a depth of 36 in (914 mm) below the surface. With
extensions the driving rod can be advanced to 6 ft ( 2 m).
5.3 The operator drives the DCP tip into soil by lifting the sliding hammer to the handle then releasing it. The
total number of blows for a given depth( i.e. 2”, 4”, or 6”)
is recorded. This blow count is then used to estimate the
in
situ
shear strength or CBR from an appropriate correlation
chart.
5.4 The Single Mass DCP can be used to estimate the
strength characteristics of fine and grained soils, granular
construction materials and weak stabilized or modified
materials. It should not be used in highly stabilized or
cemented materials or for granular materials containing
aggregates greater than 2 in ( 50 mm).
18
APPLICATION
19
DESCRIPTION
6. DESCRIPTION
6.1 The KESSLER DCP consists of an upper assembly
with a Single Mass Hammer, a Drive Rod and a tip. The
upper rod, drive rod, handle and anvil are stainless steel.
The Drive Rod is held in place with a Quick-Connect Pin
(Fig.3) through the anvil. The tip consists of an Adapter and
Disposable Cone (Fig.4) or reusable Hardened Point (Fig.5).
The DCP hammer is constructed of steel. The Hardened
Points and the Adapters for the Disposable cones are heat
treated then plated. The Disposable cones are plated steel.
6.2 The instrument is manufactured to the following
specifications:
(1) Hammer weight measurement of 10.1lb
(4.6Kg). Tolerance is 0.022lb (0.010K).
(2) Hammer weight measurement of 17.6 lb (8kg)
tolerance is 0.022lb (0.010kg).
(3) Drop of hammer measurement of 22.6in
(575mm). Tolerance is 0.039in ( 1.0mm).
(4) Tip included angle measurement of 60 degrees;
tolerance is 1 degree.
(5) Tip base diameter measurement of 0.790 in (20
mm); tolerance is 0.010 in (0.25 mm).
7. PROCEDURES
7.1 Equipment Check
7.1.1 Before beginning a test, check to ensure the
Drive Rod is straight by rolling the rod on a flat surface.
NOTE: The Drive Rod may bend if driven beyond refusal (see para 3.3.3).
7.1.2 The Hardened Point must be checked to
ensure the 3 mm flat is discernible. The flat area will
become rounded after about 250 tests and the hardened point should be replaced. Rarely, if ever, does the
Hardened Point wear to the extent that the diameter fails
to meet specifications (see para 2.2).
7.2 Testing Sequence
7.2.1
Dropping the Hammer
- Hold the DCP device
in a vertical position. Raise the Hammer until it touches,
but does not impact, the handle. Allow the Hammer to
fall freely and impact the anvil coupler assembly. Count
the number of blows for corresponding penetration for
each 2” increment on the drive rod. Use Tables 3, 4, and
5 for the correlation, the blow count, and the bearing
capacity in PSF (pounds per square foot).
7.2.2
Refusal
- The presence of aggregates > 2”
or rock strata will either stop further penetration or
deflect the drive rod. If, after 3 blows, the device has not
advanced more than 0.08 in (2 mm) or the handle has
deflected more than 3 in (75 mm) from the vertical position, stop the test and move the device to another test
location. Continuing to drop the hammer will dam-
age the instrument. The new test location should be
a minimum of 12 in (300 mm) from the prior location to
minimize test error caused by disturbance of the material.
20
PROCEDURES
21
PROCEDURES
7.2.3
Extraction
- Following completion of the test,
extract the device by driving the hammer upward against
the handle. Use a smooth upward movement and do
not throw the hammer against the handle.
7.3 Caution
•DO NOT drop the hammer after refusal.
•DO NOT throw the hammer upwards.
•DO NOT rock the DCP side to side or forward
and back in an attempt to loosen it from
the ground.
7.4 Use of Disposable Cones
7.4.1 The adapter and disposable cones should be
used for cohesive material and material where the DCP
advances less than 1/2” per blow ( CBR > 18%). Attach the
disposable cone to the adapter by applying pressure and
rotating the cone. This will ensure proper seating and extend the life of the o-ring.
7.5 Initial Reading
7.5.1
Testing a surface layer
- Hold the DCP vertically
with the top of the widest part of the tip flush with the
surface of the material to be tested.
22
CORRELATIONS
8. CORRELATIONS
8.1 Tables 3, 4, and 5 are derived from the
following equation recommended by the US Army Corps of
Engineers, where PR is the DCP penetration rate in mm per
5.2 This procedure is used to assess the in place strength
of undisturbed soil and/or compacted materials. The
penetration rate can blow:
CBR = 292 / PR
1.12
This equation is used for all soils except for CL soils below CBR
10% and CH soils. For these soils, the following equations are
recommended by the US Army Corps of Engineers
3.
Selection
of the appropriate correlation is a matter of professional
judgment.
CL soils CBR < 10: CBR = 1 / (0.017019*PR)
2
CH soils: CBR = 1/ (0.002871*PR)
For analysis of shallow foundations an estimate of bearing
capacity can be made from the following equation adapted from the Portland Cement Association (PCA)
12
showing
the relationship between bearing capacity and CBR.
q= 3.794*CBR
0.664
q = Bearing Capacity (psi) ultimate
8.2 If a distinct layering exists within the material
tested, a change of slope on a graph of penetration/blow
vs. depth will be observed for each layer. The exact interface
is difficult to define because, in general, a transition zone
exists between layers. The layer thickness can be defined
by the intersection of the lines representing the average
slope of adjacent layers. Once the layer thicknesses have
been defined, the average penetration rate per layer is
calculated.
Hammer
17.6 lbs
Blows/2”
Table -3 - Tabulated Correlaltion of blows per 2” penetration verses CBR and PSF
Hammer
10.1 lbs
Blows/2”
Other CL CH Other CL CH
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
2
4
6
8
10
12
15
17
19
22
24
27
29
32
34
37
39
42
45
47
50
53
55
58
61
63
66
69
72
74
77
80
83
86
89
91
94
97
100
100
0
1
3
5
8
12
15
17
19
22
24
27
29
32
34
37
39
42
45
47
50
53
55
58
61
63
66
69
72
74
77
80
83
86
89
91
94
97
100
100
3
7
10
14
17
21
24
27
31
34
38
41
45
48
51
55
58
62
65
69
72
75
79
82
86
89
92
96
99
100
760
1270
1720
2130
2520
2880
3240
3570
3900
4220
4530
4830
5130
5420
5700
5980
6260
6530
6800
7060
7320
7580
7840
8090
8340
8580
8830
9070
9310
9550
9780
10020
10250
10480
10710
10930
11160
11380
11600
11820
260
660
1130
1660
2230
2840
3240
3570
3900
4220
4530
4830
5130
5420
5700
5980
6260
6530
6800
7060
7320
7580
7840
8090
8340
8580
8830
9070
9310
9550
9780
10020
10250
10480
10710
10930
11160
11380
11600
11820
1240
1960
2560
3100
3600
4060
4500
4920
5320
5700
6070
6430
6790
7130
7460
7790
8110
8420
8730
9030
9330
9620
9910
10200
10480
10750
11020
11290
11560
11820
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
23
CBR
Soil type
PSF
Soil type
Hammer
17.6 lbs
Blows/4”
Hammer
10.1 lbs
Blows/4”
CL CH Other CL CH
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
1
2
3
4
5
6
7
8
9
10
11
12
13
15
16
17
18
19
21
22
23
24
25
27
28
29
30
32
33
34
36
37
38
39
41
42
43
45
46
47
0
0
1
1
2
3
4
5
7
8
11
12
13
15
16
17
18
19
21
22
23
24
25
27
28
29
30
32
33
34
36
37
38
39
41
42
43
45
46
47
2
3
5
7
9
10
12
14
15
17
19
21
22
24
26
27
29
31
33
34
36
38
39
41
43
45
46
48
50
51
53
55
57
58
60
62
63
65
67
69
460
760
1030
1280
1510
1730
1940
2140
2330
2520
2710
2890
3070
3240
3410
3580
3740
3910
4070
4220
4380
4530
4690
4840
4990
5130
5280
5420
5570
5710
5850
5990
6130
6270
6400
6540
6670
6810
6940
7070
110
260
450
660
890
1140
1390
1660
1950
2240
2710
2890
3070
3240
3410
3580
3740
3910
4070
4220
4380
4530
4690
4840
4990
5130
5280
5420
5570
5710
5850
5990
6130
6270
6400
6540
6670
6810
6940
7070
780
1240
1620
1960
2270
2570
2840
3110
3360
3600
3840
4070
4290
4500
4720
4920
5120
5320
5520
5710
5900
6080
6260
6440
6620
6790
6970
7140
7310
7470
7640
7800
7960
8120
8280
8430
8590
8740
8890
9040
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Table -4 - Tabulated Correlation of blows per 4” penetration verses CBR and PSF
24
CBR
Soil type
PSF
Soil type
Other
Hammer
17.6 lbs
Blows/6”
Hammer
10.1 lbs
Blows/6”
Other CL CH Other CL CH
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
0
1
2
2
3
4
4
5
6
6
7
8
9
9
10
11
12
12
13
14
15
15
16
17
18
19
19
20
21
22
23
23
24
25
26
27
28
28
29
30
0
0
0
1
1
1
2
2
3
4
4
5
6
7
8
11
18
19
21
22
23
24
25
27
28
29
30
32
33
34
36
37
38
39
41
42
43
45
46
47
1
2
3
5
6
7
8
9
10
11
13
14
15
16
17
18
19
21
22
23
24
25
26
27
29
30
31
32
33
34
35
37
38
39
40
41
42
43
45
46
340
560
760
940
1110
1280
1430
1580
1730
1870
2000
2140
2270
2400
2520
2650
2770
2890
3010
3120
3240
3350
3470
3580
3690
3800
3910
4010
4120
4220
4330
4430
4530
4640
4740
4840
4940
5040
5130
5230
60
150
260
390
520
660
810
970
1140
1310
1480
1660
1850
2040
2240
2650
2770
2890
3010
3120
3240
3350
3470
3580
3690
3800
3910
4010
4120
4220
4330
4430
4530
4640
4740
4840
4940
5040
5130
5230
600
950
1240
1500
1740
1960
2170
2370
2570
2750
2930
3110
3280
3440
3600
3760
3920
4070
4220
4360
4500
4650
4790
4920
5060
5190
5320
5450
5580
5710
5830
5960
6080
6200
6320
6440
6560
6680
6790
6910
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Table -5 - Tabulated Correlation of blows per 6” penetration verses CBR and PSF
CBR
Soil type
PSF
Soil type
25
PART III
Maintenance
References
Warranty
Parts List
28
REFERENCES
9. MAINTENANCE
Testing with the KESSLER DCP causes wear on the metal
parts that make up the device. In order to ensure maximum
service life, periodic inspections of the KESSLER DCP for
fatigue or damage are recommended. Any parts found
to be fatigued or damaged should be repaired by the
manufacturer, or replaced with Kessler DCP parts. The
KESSLER DCP should be kept clean and all soil removed
from the Drive Rod and Hardened Point before each test.
The drive rod should be kept clean and lubricated with oil.
10. REFERENCES
(1) Scala, A.J., (1956), Simple Methods of Flexible Pavement Design
Using Cone Penetrometers, Proceedings of the Second Australian Soil
Mechanics Conference, Christ Church, New Zealand. New Zealand
Engineer. 11(2) pages 34-44.
(2) Kleyn, E.G., (July.1975), The Use of the Dynamic Cone
Penetrometer (DCP), Report 2/74, Transvaal Roads Department,
Pretoria, South Africa. Page 35.
(3) METHOD ST6: Measurement of the In Situ Strength of soils by the
Dynamic Cone Penetrometer (DCP) (1984) Special Methods for Testing
Roads, Draft TMH6, Technical Methods for Highways (TMH), ISBN 0
7988 2289 9, Pages 19 to 24, 1984.
(4) Portland Concrete Association (1995), Design of Concrete Airport
Pavement, Portland Cement Association.
(5) De Beer, M., (1991), Use of the Dynamic Cone Penetrometer (DCP)
in the Design of Road Structures, Research Report DPVT-18, Roads
and Transport Technology, CSIR, South Africa.
(6) Webster, S.L., Grau, R.H. Williams, T.P., (May 1992), Description and
Application of Dual Mass Dynamic Cone Penetrometer, Report GL-923, Department of the Army, Washington DC, Pg 19.
(7) Webster, S.L., Brown, R.W., Porter, J.R. (April 1994), Force
Projection Site Evaluation Using the Electric Core Protection (ECP) and
MAINTENANCE
the Dynamic Cone Penetrometer (DCP), Technical Report No. GL-94-17,
Air Force Civil Engineering Support Agency, U.S. Air Force, Tyndall Air
Force Base, Florida.
(8) Siekmeier, J.A., Young, D., and Beberg, D., (1999),
Comparison of the Dynamic Cone Penetrometer with Other Tests
During Subgrade and Granular Base Characterization in Minnesota,
Nondestructive Testing of Pavements and Backcalculation of Moduli:
Third Volume, ASTM STP 1375, S.D. Tayabji and E.O. Lukanen, Eds.,
American Society for Testing and Materials, West Conshohochen,
Pennsylvania.
(9) Livneh, M,. (1999), The Israeli Experience with the Regular and
Extended Dynamic Cone Penetrometer for Pavement and Subsoil
Strength Evaluation, Nondistructive Testing of Pavements and
Backcalculation of Moduli, ASTM STP 1375, S.D. Tayabji and E.O.
Lukanen, Eds., American Society for Testing and Materials, West
Conshohochen, Pennsylvania.
(10) De Beer M. (March 2000) Dynamic Cone Penetrometer (DCP).
The Development of DCP pavement technology in South Africa. Video
Tape Series from RSA/US Pavement Technology Workshop. Technology
Transfer Office, University of California, Berkeley, California.
(11) ASTM D 6951-03 Standard Test Method of Use of the Dynamic
Cone Penetrometer in Shallow Pavement Applications.
(12) Portland Concrete Association (1955), Design of Concrete Airport
Pavement, Portland Cement Association, P8.
29
REFERENCES
30
WARRANTY
11. WARRANTY
1. KESSLER SOILS ENGINEERING PRODUCTS, INC. guarantees
this product to be manufactured in the U.S. A. to the specifications
and standards developed by the Department of the Army, Corps
of Engineers, Waterways Experiment Station and recorded under
patent number 5,313,825 entitled “Dual Mass Dynamic Cone
Penetrometer.”
2. KESSLER SOILS ENGINEERING PRODUCTS, INC. warrants this
product to be free from defects in material and components for
one (1) year from the date of first purchase, provided the product
is used, operated and maintained in accordance with all applicable
instructions. To claim under this warranty the Bill of Sale and
cancelled check or credit card receipt must be presented.
3. This warranty does not apply to parts that are not in original
condition because of normal wear and tear, or parts that fail or
become damaged as a result of misuse, accidents, lack of proper
maintenance or defects caused by improper use. Shipping costs
relating to repairing a KESSLER DCP will be the responsibility of the
purchaser.
4. To the full extent allowed by the law of the jurisdiction that
governs the sale of the product, this express warranty excludes any
and all other expressed warranties and limits the duration of any
and all implied warranties, including warranties of merchantability
and fitness for a particular purpose to one (1) year from the date
of first purchase. The liability of KESSLER SOILS ENGINEERING
PRODUCTS, INC. is limited to the purchase price of the product and
does not cover any other damages whatsoever including indirect,
incidental or consequential damages.
5. Limitations herein do not apply in states that do not allow
a limitation on how long an implied warranty lasts or an exclusion
or limitation of incidental or consequential damage.
12. PARTS LIST
ITEM DESCRIPTION
K010 K-100 User’s Manual & Software
K1312 Drive Rod, 12” - Stainless
K1330 Drive Rod, 30” - Stainless
K133775 Drive Rod, 37 3/4” - Stainless
K133775S Drive Rod, 37 3/4” - Spring Steel
K1348 Drive Rod, 48” - Stainless
K1348S Drive Rod, 48” - Spring Steel
K1724 Extension Rod, 24” - Stainless
K450 Pin with Clip, 2 per pkg
K500 Vertical Scale, 40
K510 Foot, Vertical Scale holder
K530 Upper Attachment, Vertical Scale
holder
K550 Measuring Rod, 40”, aluminum
K700 Hardened Point with flats, silver
K705 5-Pack, Hardened Points w/ flats
(silver)
K800 Cone Adapter with flats, silver
K900 25 Disposable Cones
31
PARTS LIST
KSE form 300, 20 AUGUST 2014
K100UM300
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