DCP K100 Manual PDF
DCP K100 Manual PDF
DCP K100 Manual PDF
W
10
IT
H 0
Q
U
A U D
A
IC
M N
Y
Ke ll ri
K M
A
17 ss gh N CO
SA 77 ler ts N M
IC
N
K
w LE 5 R So res
SE od ee
w S: un ils erv EC
e
CO
w (7 n E
ts
. k 03 in ng d b
g
T N A PA
e ) i n
E ST
s s 56 Co ee y
PI
N
TE
M N
l e 9-2 lt P rin
PE
D T
r d 58 la g
N
U R ’ els SE
69 N
c p 3 o ce, Pro
A S ET O
51
. c r (8 Lee duc
o 00 sb ts
,
RO
m )
.5
M
56 urg Inc
,3
, .
D
9-
13
73 VA
03 20
17
5
L S
ER
CP ET
25
,8
SAFETY N O T I C E
DO NOT
PUT HAND NEAR
THE ANVIL WHEN
HAMMER IS RAISED
KEEP ONE HAND ON
THE HANDLE WHILE
O P E R AT I N G
THE DCP
Application 1
Description 3
Procedures 7
Correlations 14
PART II: DCP WITHOUT VERTICAL SCALE
Application 18
Description 19
Procedures 20
Correlations 22
PART III
Maintenance 28
References 28
Warranty 30
Parts List 31
PART I
DCP With Vertical Scale
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).
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.
materials.
PP
A
1
Handle
Anvil with
Quick-Connect Pin
Upper
Attachment
Drive Rod
5/8 in (16 mm) diameter
30, 37.75, 40 in
Variable
Vertical Scale
Foot
Tip (Reusable
Hardened Point or
Disposable Cone)
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.
METHOD ST6 (1984) Measurement of the In Situ Strength of Soils by the Dynamic Cone
O
1
TI
IP
Penetrometer (DCP) (1984) Special Methods for Testing Roads, Draft TMH 6, Technical
CR
Methods for Highways (TMH), Pretoria, South Africa. ISBN 0 7988 2289 9,Page 20.
ES
D
3
Upper rod
Anvil
End cap
Drive rod
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
N
the Adapter when the Drive Rod is pulled upward after completion of the test.
O
TI
IP
CR
ES
D
5
2.3 Replacement and Optional DCP equipment can be
found at www.kesslerdcp.com, including:
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
S
RE
U
cohesive soils.
PR 7
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).
8
RE
S
DU
CE
O
PR
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.
N
IO
1 0 0 -- -- -- -- --
2 5 25 25 5.0 1 5.0 50
3 5 55 30 6.0 1 6.0 40
2
Webster, S.L., Grau, R.H. Williams, T.P., (May 1992), Description and Application of
CO
Dual mass Dynamic Cone Penetrometer, Report GL-92-3, Department of the Army, Washington
D.C., Pg. 19
15
Table 1–Tabulated Correlation of CBR versus DCP Index 3
73 Webster, 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
NS
O
Support Agency, U.S. Air Force, Tyndall Air Force Base, Florida
I
AT
EL
RR
CO
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.
5.3 The operator drives the DCP tip into soil by lift-
ing 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.
N
O
TI
IP
CR
ES
19 D
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 hard-
ened 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).
7.3 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.
S
RE
U
D
CE
O
PR
21
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 / PR1.12
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 Engineers3. Selection
of the appropriate correlation is a matter of professional
judgment.
q= 3.794*CBR0.664
1 0 0 1 340 60 600
1 2 1 0 2 560 150 950
3 2 0 3 760 260 1240
2 4 2 1 5 940 390 1500
5 3 1 6 1110 520 1740
3 6 4 1 7 1280 660 1960
7 4 2 8 1430 810 2170
4 8 5 2 9 1580 970 2370
9 6 3 10 1730 1140 2570
5 10 6 4 11 1870 1310 2750
11 7 4 13 2000 1480 2930
6 12 8 5 14 2140 1660 3110
13 9 6 15 2270 1850 3280
7 14 9 7 16 2400 2040 3440
15 10 8 17 2520 2240 3600
8 16 11 11 18 2650 2650 3760
17 12 18 19 2770 2770 3920
9 18 12 19 21 2890 2890 4070
19 13 21 22 3010 3010 4220
10 20 14 22 23 3120 3120 4360
21 15 23 24 3240 3240 4500
11 22 15 24 25 3350 3350 4650
23 16 25 26 3470 3470 4790
12 24 17 27 27 3580 3580 4920
25 18 28 29 3690 3690 5060
13 26 19 29 30 3800 3800 5190
27 19 30 31 3910 3910 5320
14 28 20 32 32 4010 4010 5450
29 21 33 33 4120 4120 5580
15 30 22 34 34 4220 4220 5710
31 23 36 35 4330 4330 5830
16 32 23 37 37 4430 4430 5960
33 24 38 38 4530 4530 6080
17 34 25 39 39 4640 4640 6200
35 26 41 40 4740 4740 6320
18 36 27 42 41 4840 4840 6440
37 28 43 42 4940 4940 6560
19 38 28 45 43 5040 5040 6680
39 29 46 45 5130 5130 6790
20 40 30 47 46 5230 5230 6910
25
PART III
Maintenance
References
Warranty
Parts List
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.
(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-92-
3, 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
28
ES E
NC NC
RE A
FE EN
RE INT
A
M
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.
(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.
S
CE
N
RE
FE
RE
29
11. WARRANTY
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
ST
LI
S
RT
PA
31
KSE form 300, 20 AUGUST 2014
K100UM300