Tech Transfer Summaries Institute for Transportation

4-2007

Field Validation of Intelligent CompactionMonitoring Technology for Unbound MaterialsDavid J. WhiteIowa State University, djwhite@iastate.edu

Pavana VennapusaIowa State University, pavanv@iastate.edu

Mark J. ThompsonIowa State University

Follow this and additional works at: http://lib.dr.iastate.edu/intrans_techtransfer

Part of the Civil Engineering Commons

This Report is brought to you for free and open access by the Institute for Transportation at Iowa State University Digital Repository. It has beenaccepted for inclusion in Tech Transfer Summaries by an authorized administrator of Iowa State University Digital Repository. For more information,please contact digirep@iastate.edu.

Recommended CitationWhite, David J.; Vennapusa, Pavana; and Thompson, Mark J., "Field Validation of Intelligent Compaction Monitoring Technology forUnbound Materials" (2007). Tech Transfer Summaries. 2.http://lib.dr.iastate.edu/intrans_techtransfer/2

Field Validation of Intelligent Compaction Monitoring Technology forUnbound Materials

AbstractTo improve upon the traditional approaches of process control and spot tests, intelligent compaction mayprovide real-time compaction results with 100 percent test coverage. This study investigated compactionmeter value (CMV), also known as Caterpillar compaction value (CCV), and machine drive power (MDP)from Caterpillar rollers, and kB stiffness from an Ammann roller.

KeywordsPGA, CTRE, earthwork quality, intelligent compaction, geostatistics, in situ testing, laboratory compactiontesting, resilient materials

DisciplinesCivil Engineering

This report is available at Iowa State University Digital Repository: http://lib.dr.iastate.edu/intrans_techtransfer/2

tech transfer summary

Field Validation of Intelligent Compaction Monitoring Technology for Unbound Materials

Objectives

The objective of this research project was to evaluate intelligent compac-tion (IC) monitoring technology for use in earthwork construction for purposes of quality control and assurance. The following research tasks were established for the study:

• Develop relationships between roller-integrated and in situ compaction measurements, including dry unit weight, dynamic cone penetration (DCP) index, Clegg impact value (CIV), and light weight defl ectometer (LWD) modulus.

• Characterize measurement variation observed for the various measure-ment systems.

• Identify the infl uences of compaction energy and method on laboratory moisture-density relationships.

• Characterize laboratory resilient modulus in terms of soil type, stress state conditions, moisture content, and density.

• Develop QC/QA guidelines for incorporating roller-integrated compac-tion monitoring technology into soil compaction specifi cations.

Problem Statement

The successful implementation of IC technology into earthwork con-struction practice requires knowledge of the roller-integrated compaction measurements and their relationships with the engineering and index properties of soil that may be used for pavement design (e.g., California bearing ratio, elastic modulus, resilient modulus). These relationships, which are infl uenced by the factors affecting roller response, were studied at three earthwork construction projects in Minnesota.

Technology Description

To improve upon the traditional approaches of process control and spot tests, intelligent compaction may provide real-time compaction results with 100 percent test coverage. This study investigated compaction meter value (CMV), also known as Caterpillar compaction value (CCV), and machine drive power (MDP) from Caterpillar rollers, and kB stiffness from an Ammann roller.

RESEARCH PROJECT TITLE

Field Validation of Intelligent Compaction Monitoring Technology for Unbound Materials

FINAL REPORT DATE

April 2007

SPONSORS

Minnesota Department of TransportationFederal Highway Administration

PRINCIPAL INVESTIGATOR

David J. White, Ph.D.Assistant Professor, Civil, Construction, & Environmental EngineeringIowa State University515-294-1463djwhite@iastate.edu

CO-AUTHORS

Pavana K R. VennapusaMark J. Thompson

KEYWORDS

Earthwork Quality, Intelligent Compaction, Geostatistics, In situ Testing, Laboratory Compaction Testing, Resilient Modulus

MORE INFORMATION

www.ctre.iastate.edu/pga

PGAIowa State University2711 S. Loop Drive, Suite 4700Ames, IA 50010-8664515-294-8103

The Partnership for Geotechnical Advancement (PGA) is part of the Center for Transportation Research and Education (CTRE) at Iowa State University. The mission of the PGA is to increase highway performance in a cost-effective manner by developing and implementing methods, materials, and technologies to solve highway construction problems in a continuing and sustainable manner.

The sponsors of this research are not responsible for the accuracy of the information presented herein. The conclusions expressed in this publication are not necessarily those of the sponsors.

Field Evaluation of IC Technology

Three fi eld studies were conducted to investigate relation-ships between roller compaction values (CMV, MDP, kB) and in situ test measurements including dry unit weight, DCP index, CIV, and LWD modulus. Key fi ndings from each fi eld study are as follows:

• Field Study 1: IC mapping trials were performed in con-junction with in situ testing at select locations. Results showed that IC technology has the potential to effectively identify the areas of weak or poorly-compacted soil with real-time readings and 100 percent coverage.

• Field Study 2: Test strips were established for collecting compaction data and performing regression analysis to better describe the relationships between in situ and IC measurement values. Statistically-signifi cant correlations were observed between different measurement values for data collected over a relatively wide range of soil char-acteristics. Ammann kB was also related to rut depth measured after test rolling procedures.

• Field Study 3: This study was conducted on a grading project, in which IC technology was used as the principal method for quality control. The testing and analysis of this study, therefore, focused on evaluating the experience in terms of how the technology was used and how the technology performed. The calibration procedure and fi eld results were documented, and the relationships between in situ and IC measurement values were investigated at the proof scale and at the project scale. The study fi ndings show that IC technology is a feasible alternative for qual-ity control and acceptance, but that some challenges in interpreting the measurement values still remain.

Caterpillar vibratory smooth drum roller with integrated CMV and MDP technology: Field Study 1

Ammann vibratory smooth drum roller with ACE system to output kB stiffness values: Field Study 2

Caterpillar vibratory smooth drum roller with integrated CMV technology: Field Study 3

Rutting of subgrade following test roller operation

ELW

D-K

3(61

) (M

Pa)

0

50

100

150

200

CIV

4.5-

kg

0

10

20

30

40

DC

PIS (m

m/b

low

)

0

50

100

150

kB (MN/m)

0 10 20 30 40 50

ELW

D-K

3 (M

Pa)

0

50

100

150

200

kB (MN/m)

0 10 20 30 40 50

CIV

4.5-

kg

0

10

20

30

40

kB (MN/m)

0 10 20 30 40 50

DC

PIS (m

m/b

low

)

0

50

100

150

R 2 = 0.79

R 2 = 0.49

R2 = 0.48

R 2 = 0.49 R2 = 0.52

R 2 = 0.86DCPI = 939.2 kB -1.19

DCPI = 222.1 kB -0.65

CIV = 0.62 kB + 1.32

CIV = 0.23 kB + 3.97

ELWD = 3.30 kB - 13.84

ELWD = 3.50 kB - 26.25

Strip 1 Strip 1 Strip 1

Strip 4Strip 4Strip 4

Relationships between kB and in situ measurements for subgrade soil from Strips 1 and 4 (Field Study 2)

CC

V

0

50

100

150

ELW

D (M

Pa)

0

50

100

150200 mm300 mm

CC

V

0

50

100

150

γ d (k

N/m

3)

20

22

24

CC

V

0

50

100

150

ELW

D(M

Pa)

0

100

200

300

Station (100 ft)

160 170 180 190 200 210 220 230 240 250

CC

V

0

50

100

150

DC

PIS (

mm

/blo

w)0

10

20

Zorn ZFG

300-mm Keros

Comparison of CCV and in situ compaction measurements on a 2-inch granular capping material underlain by native sand subgrade over 1.7 miles (Field Study 3)

GIS Database

IC technology provides opportunity to collect and evaluate information for 100 percent of the project area, but it also produces large data fi les that create analysis, visualization, transfer, and archival challenges. An approach for managing the data by creating a “geodatabase” using ArcGIS/ArcInfo modules is presented in the report. The geodatabase consists of TH 64 project IC data from proof and control sections, spot test measurements, and aerial images. Data visualiza-tion and analysis such as creating histogram plots, semivar-iogram models, and geostatistical analysis can be performed using ArcGIS.

Geostatistical Analysis

Applying geostatistical methods in the analysis of IC data has the advantage of quantifying spatial variability, which is not possible with classical statistical analysis. A “semivario-gram” model can be used to characterize uniformity of the IC data. To demonstrate the application, IC data collected for two control and two proof sections of the TH 64 project were analyzed and compared with the Mn/DOT specifi ed quality control criteria. Critical differences in spatial statis-tics relating to uniformity were observed between the two control sections, which were not observed with the univari-ate statistics. The two proof sections which “pass” the Mn/DOT acceptance criteria failed to meet an alternatively pro-posed “sill” criterion that establishes a uniformity criterion at a 30 m spatial scale. The implication of such incremental spatial analysis is that it will aid the contractor in identify-ing localized poorly compacted areas or highly non-uniform conditions, which are often the cause of

Field Study 1: Compaction monitor view at County 55 (viewing area 137 x 110 m) identifi ed by DCP test locations

Kriged surface map of CCV from proof no. 14 with overlaid spot test measurements (in red circles) – created using ArcMap

Location (m)

0 10 20 30 40 50 60

k B (M

N/m

)

5

10

15

20

25

30

Rut

Dep

th (c

m)

0

2

4

6

8

10

kB

Rut

Comparison of Ammann kB and rut depth along a subgrade

test section (Field Study 2)

Field Study 1: DCP profi les at test shown in the above fi gure

pavement problems. Using “range” distance determined from a semivariogram model as the minimum window size for an area of evaluation, a 60 m long section was analyzed. The results showed that several isolated locations failed to meet the Mn/DOT acceptance criteria. The scale at which the acceptance criterion is based is still a question that needs further research.

Comparison of a proof section with a control strip using CCV surface maps and variograms

Hypothetical illustration of semivariograms characterizing uniformity

Laboratory Compaction Study

Laboratory compaction of soils should simulate the mechan-ics and energy delivery system that occurs in the fi eld. This is particularly important as it relates to soil fabric/structure and measuring engineering properties (e.g., strength and stiffness) of materials compacted in the lab. Laboratory com-paction tests performed using impact, static, gyratory, and vibratory compaction methods for one cohesive soil and one granular soil resulted in distinctly different moisture-den-sity relationships. On an energy per unit volume basis, the static compaction method can be more effi cient than impact compaction for the cohesive soil, but is found inadequate for the granular soil as it requires high contact stresses. The vibratory compaction method is inadequate to characterize moisture-density relationships for the cohesive soil, while it works effectively for the granular soil.

From limited laboratory resilient modulus (Mr) and un-consolidated-undrained (UU) strength tests on samples prepared using different compaction methods, it is found that the vibratory and impact compaction samples produce higher Mr and shear strength (τmax) than static compac-tion samples for both soils. The vibratory method generally resulted in lower τmax than the impact method, while it produced similar or slightly higher τmax than the impact method for granular soil. A profound infl uence of moisture content is realized for the cohesive soil with Mr and τmax values decreasing with increasing moisture content. Mois-ture content did not have signifi cant infl uence on the Mr and τmax values for the granular soil.

Comparison of relationship between dry unit weight and impact, static, and vibratory compaction energy, and number of gyrations for mixed glacial till at (a) dry of optimum, (b) optimum, and (c) wet of optimum moisture content from standard Proctor test.

Field Comparison Study of

LWD Devices

To successfully implement the use of different LWD devices in QC/QA, it is important to understand the conditions for which they provide reliable measurements and also if differ-ences exist between the calculated elastic modulus values between the various devices. Some key factors that infl u-ence the estimation of ELWD include plate size, plate contact stress, type and location of defl ection transducer, usage of load transducer, loading rate, and buffer stiffness.

Two LWD devices (ZFG 2000 manufactured by Zorn Stendal from Germany, and the Keros manufactured by Dynatest in Denmark) with different plate diameters were evaluated to observe the differences in ELWD between the devices and the infl uence of plate diameter on the ELWD values. It is found that the Keros ELWD is on average 1.8 to 2.2 times greater than Zorn ELWD. The primary contributor for differences in ELWD between these devices is the difference in measured defl ections. The Zorn device measures about 1.5 times greater defl ection than Keros for the same plate diameter, drop height, and drop weight. A Zorn device with 200 mm plate results in ELWD about 1.4 times greater than with 300 mm plate.

An effort was made in this research to build a database of ELWD to Mr relationship by obtaining shelby tube samples from a compacted subgrade, at the locations of LWD tests. Based on limited data, a linear relationship between ELWD and Mr is observed at a selected stress condition, with R2 values ranging from 0.85 to 0.97.

200 mm Zorn ZFG 2000 LWD (left), 200 mm Keros LWD (Right)

Comparison of 200 mm Zorn and Keros ELWD

Comparison of 200 mm Zorn, Keros ELWD, and Resilient Modulus (Mr)

Key Attributes for Quality

Management using IC:

Equipment Requirements

• Real-time corrections in the compaction process by the roller operator and inspection personnel.

• On-demand visual review of in-cab monitor by inspector.

• Data provided to inspector in a timely manner in the form of printed, plan-view color maps, and electronically in the form of delimited ASCII data fi les.

• Summary of quality control parameters that include roller compaction value (e.g., IC-CTV), resonance meter value (RMV), operation parameters (amplitude, frequency, speed), and roller pass number.

• Roller position for each data record accurate to the fre-quency of the drum (x, y, z) coordinates for each end of the drum in UTM NAD 1983.

• Timestamp for each data record to the frequency of the drum.

Options and Approach to Quality Ac-

ceptance (and Database Population)

Using IC

Method Overview

The results from fi eld studies in this project and data analy-ses provided the basis for a conceptual process of quality acceptance and database development using IC technol-ogy (see fi gure below). As with any instrumented system, some level of calibration is required and is comprised of fi ve primary steps that include (1) roller data collection on a calibration area, (2) semivariogram modeling to determine sampling requirements, (3) in situ testing using other ap-proved testing devices on calibration area parallel with com-paction process, (4) regression analysis to determine target values, and (5) evaluation of production soil compaction using target machine values and semivariogram parameters as indicators of quality.

Level 1: Statistically-Rigorous Roller Calibration

A statistically-rigorous roller calibration can be achieved with suffi cient IC of roller and in situ measurement values. The need for many measurement values results from several sources of variability and measurement error that infl uence the precision and bias and also several factors affecting IC measurement values. These issues complicate generating relationships between IC data and in situ test measurements. Large datasets allow for statistical averaging that increases the reliability of a measurement at a particular location and also for improved correlation between measurement systems. Guidelines for establishing calibration data require-ments apply principally to in situ testing, as IC measure-ment values are monitored and stored nearly continuously. For statistically rigorous correlation studies, in situ testing using approved devices should occur at three locations across the drum width to (1) account for soil variability, (2) account for the infl uence of rear tire compaction, and (3) increase the measurement reliability. These data may be collected at three to fi ve test locations within the calculated (geostatistical) range interval (9 to 15 tests performed per range interval). Then, in building a regression from data collected throughout the entire compaction process (e.g., 1, 2, 4, 8 passes), the data within each range interval (three to fi ve points) may be averaged—in which case IC measure-ment values are also averaged over the range interval—or treated as individual test points.

Level 2: Reduced Roller Calibration Requirements

Level 1 roller calibration admittedly requires signifi cant initial investment in collecting in situ compaction measure-ments. Provided the contractor and/or owner are willing to accept some risk, the sampling requirements may be reduced. Level 2 roller calibration may also be used at later stages of earthwork projects after the initial calibration re-lationships have been developed. An inspector may overlay the regressions from calibration with reduced sampling over those generated from more frequent sampling to evaluate whether signifi cant changes (if any) are attributed to chang-es in material type, construction operations, etc. Calibra-tion that does not appear to refl ect the new conditions may indicate the need to re-calibrate the intelligent compaction measurements (Level 1) for the new conditions. The in situ testing requirements may be reduced to only one test at each location (i.e., not three across the drum width) and only one test location per range interval. These data may still allow for regression model development or verifi cation, but may disallow geostatistical analysis.

Level 3: Options for Eliminating Roller Calibration

The current Mn/DOT IC specifi cation requires the construc-tion of control strips in order to determine target values. The following options may serve as potential alternatives to constructing control/calibration strips:

• Mn/DOT may initially incorporate calibration on projects, but with time and experience, the agency may populate a large database that includes different IC technology compaction measurements and roller confi gurations, soil types, and representative lift sections. Field inspectors may use target values from the database that correspond to conditions of a specifi c project. Some supplemental in situ verifi cation testing for quality assurance may be required during production soil compaction to verify that the target value is providing reasonable estimates of in situ performance parameters.

• Develop new laboratory testing protocols for estimating target values for the roller and other in situ devices that allow for some empirical relationships to in situ compac-tion/stiffness measurements (by roller and in situ devices).

• Use existing relationships between machine parameters and material properties that have been documented in this report and in other literature (White et al. 2006, 2007). These relationships might be extrapolated for use on earthwork construction projects, but must consider the infl uence of moisture content, lift thickness, variable stiffness of underlying layers, and roller operational con-ditions (e.g., amplitude, frequency, speed) on soil compac-tion and machine response.

Recommendations for

Implementation

The following recommendations are based on the present research study fi ndings and communication with representa-tives from Mn/DOT personnel, industry, and contractors.

Education

• Prepare a condensed fi eld inspector’s guide to intelligent compaction technologies, testing, documentation, and operations.

• Develop training curriculum for using intelligent compac-tion rollers, as well as other in situ testing methods used for calibration and verifi cation testing.

• Begin implementing IC specifi cations on a limited basis with on-site training/seminars for inspectors and contrac-tors. A research team may further facilitate technology transfer and training and speed up the implementation process. Such demand will additionally increase the avail-ability of IC rollers in Minnesota.

• Educate designers on how to use intelligent compac-tion technology to refi ne/validate pavement design and, ultimately, participate in establishing quality criteria for IC rollers.

• Facilitate discussion between roller manufacturers for the purpose of establishing some level of consistency between roller usage—a measure that will help eliminate bias towards a specifi c technology and enabling the users to select from a wide range of manufacturers.

Future Research

• Continue research in identifying and quantifying all the factors affecting IC measurements. Continue evaluating the relationships between in situ test results and IC data for different pavement foundation conditions.

• Continue development of database of relationships between design parameters (e.g., M

r) to in situ LWD mea-

surements.

• Develop new or refi ne existing roller calibration proce-dures.

• Continue research on the appropriate scale at which the acceptance criteria are based.

• Continue research in the areas of modulus-based QC/QA protocols implicit to performance-based specifi cations.

• Monitor construction expediency and cost of projects using IC technology. Favorable comparison with conven-tional construction methods would warrant more rapid implementation. In the long term, pavement performance may further support the effectiveness of IC technology.

• Document/verify that use of IC technology produces a higher quality product than does the conventional ap-proach. This task may involve comparing IC output with test rolling results or may involve, in the longer term, comparison of performance of road sections constructed using different technologies/methods.

• Investigate how intelligent compaction technologies and specifi cations can be used to improve conventional earth-work operations (e.g., improved compaction effi ciency, improved material uniformity).

• Develop standard methods for managing, analyzing, and archiving the large quantities of IC data produced throughout a project.

Con

cept

ual p

roce

ss f

or q

uali

ty a

ssur

ance

usi

ng I

C t

echn

olog

y

Values for CMV, dry unit weight, ELWD

, and DCP index for different soils (mean, coeffi cient of variation)

Soil Type

GM a

SM b

GP c

SM d

GC e

SW-SM

SP f

Roller Confi guration

Vibratory Smooth

Vibratory Smooth

Vibratory Smooth

Vibratory Smooth

Vibratory Smooth

Vibratory Smooth

Vibratory Smooth

CMV

10.3

17.3

21.5

15.1

14.9

0-50

40-65

w (%)

8, 10

4, 15

3, 15

6, 14

8, 11

5-15

7-12

Dry Unit Weight

(kN/m3)

17.2, 4

19.4, 3

15.0, 6

18.7, 3

18.5, 2

16-19

17-21

ELWD

(MPa)

38, 38

34, 18

−

23, 25

40, 49

−

35-90 h

DCP Index

(mm/blow)

17, 21

17, 10

−

45, 20

19, 31

−

10-25 i

Dataset Reference

White et al. (2007)

Field Study 1

Field Study 3

a wopt = 8%, γd,max = 19.5 kN/m3; b γd,max = 20.1 kN/m3; c Standard Proctor not applicable; d wopt = 8%, γd,max =

19.8 kN/m3; e wopt = 10%, γd,max = 20.0 kN/m3; f wopt = 10%, γd,max = 20.0 kN/m3; g ELWD-K3(61); h ELWD-Z2(63);

i Mn/DOT DPI calculation

Values for kB, dry unit weight, E

LWD, and DCP index for different soils (range)

Soil Type

CL a, b

SP-SM c

CL a, b

SP-SM c

CL a

Roller Confi guration

Vibratory Smooth

Vibratory Smooth

Vibratory Smooth

Vibratory Smooth

Vibratory Smooth

kB (MN/m)

30-40

20-35

20-45

25-40

10-35

w (%)

−

10-14

15-20

7-10

15-20

Dry Unit Weight

(kN/m3)

−

16-17

16-18

18-19

16-17

ELWD-K3(61)

(MPa)

10-50

20-40

60-110

10-70

10-80

DCPIS

(mm/blow)

5-10

40-110

10-40

25-50

10-60

Dataset

Reference

Field Study 2

a wopt = 18%, γd,max = 16.2 kN/m3; b Excludes median testing; c wopt = 8%, γd,max = 19.6 kN/m3

Values for EVIB

, dry unit weigh, and DCP index for different soils (mean and coeffi cient of variation)

Soil Type

SM b

GW-GM c

Roller Confi guration

Vibratory Smooth

Vibratory Smooth

EVIB

(MPa) a

46.6, 91

46.6, 91

w (%)

10, 28

4, 25

Dry Unit Weight

(kN/m3)

19.6, 4

20.6, 4

DCPIS

(mm/blow)

40, 77

23, 18

Dataset

Reference

Petersen (2005)

a Values for combined soils; b wopt = 10%, γd,max = 19.3 kN/m3; c wopt = 11%, γd,max = 20.7 kN/m3

Sum

mar

y of

inte

llig

ent

com

pact

ion

spec

ifi c

atio

ns

Eq

uip

men

tFie

ld S

ize

Lo

ca

tio

n S

pecs

Do

cu

men

tati

on

Co

mp

acti

on

Sp

ecs

Sp

ee

dFre

q.

Mn

/DO

T

(20

06 T

H

64)*

Smoo

th d

rum

or

padf

oot v

ibra

tory

ro

ller (

25,0

00 lb

s.)

300

ft x

32 ft

(m

ini-m

um

at b

ase)

. M

ax 4

ft

thic

k.

One

calib

ratio

n/

cont

rol s

trip

per

type

or s

ourc

e of

gr

adin

g m

ater

ial

Com

pact

ion,

stif

fnes

s, m

oist

ure,

QC

activ

ities

, and

cor

rect

ive

actio

ns

(wee

kly

repo

rt)

90%

of t

he s

tiffn

ess

mea

sure

men

ts m

ust b

e at

90%

of t

he c

ompa

ctio

n ta

rget

val

ue.

Sam

e du

ring

calib

ratio

n an

d pr

oduc

tion

com

pact

ion

ISS

MG

ERo

ller c

hose

n by

ex

perie

nce

100

ft by

the

wid

th o

f the

si

te

Hom

ogen

ous,

eve

n su

rface

. Tra

ck

over

lap

≤ 10

%

drum

wid

th.

Rolli

ng p

atte

rn, s

eque

nce

of

com

pact

ion

and

mea

surin

g pa

sses

; am

plitu

de, s

peed

, dyn

amic

mea

surin

g va

lues

, fre

quen

cy, j

ump

oper

atio

n, a

nd

corr

espo

ndin

g lo

catio

ns

Corr

elat

ion

coef

fi cie

nt ≥

0.7

. Min

imum

val

ue

≥ 95

% o

f Ev 1, a

nd m

ean

shou

ld b

e ≥

105%

(o

r ≥ 1

00%

dur

ing

jum

p m

ode)

. Dyn

amic

m

easu

ring

valu

es s

houl

d be

low

er th

an th

e sp

ecifi

ed m

inim

um fo

r ≤ 1

0% o

f the

trac

k.

Mea

sure

d m

inim

um s

houl

d be

≥ 8

0% o

f the

sp

ecifi

ed m

inim

um. S

tand

ard

devi

atio

n (o

f th

e m

ean)

mus

t be

≤ 20

% in

one

pas

s.

Cons

tant

2–6

km

/h(±

0.2

km

/h)

Cons

tant

(±

2 H

z)

Eart

hw

ork

s

(Au

str

ia)

Vibr

atin

g ro

ller

com

pact

ors

with

ru

bber

whe

els

and

smoo

th

drum

s su

gges

ted

100

m lo

ng

by th

e w

idth

of

the

site

No

inho

mog

enei

ties

clos

e to

sur

face

(m

ater

ials

or w

ater

co

nten

t). T

rack

ov

erla

p ≤

10%

dr

um w

idth

.

Com

pact

ion

run

plan

, seq

uenc

e of

com

pact

ion

and

mea

sure

men

t ru

ns, v

eloc

ity, a

mpl

itude

, fre

quen

cy,

spee

d, d

ynam

ic m

easu

ring

valu

es,

jum

p op

erat

ion,

and

cor

resp

ondi

ng

loca

tions

Corr

elat

ion

coef

fi cie

nt ≥

0.7

. Min

imum

val

ue

≥ 95

% o

f Ev1

, and

med

ian

shou

ld b

e ≥

105%

(o

r ≥ 1

00%

dur

ing

jum

p m

ode)

. Dyn

amic

m

easu

ring

valu

es s

houl

d be

low

er th

an th

e sp

ecifi

ed m

inim

um fo

r ≤ 1

0% o

f the

trac

k.

Mea

sure

d m

inim

um s

houl

d be

≥ 8

0% o

f the

se

t min

imum

. Mea

sure

d m

axim

um in

a ru

n ca

nnot

exc

eed

the

set m

axim

um (1

50%

of t

he

dete

rmin

ed m

inim

um).S

tand

ard

devi

atio

n (o

f th

e m

edia

n) m

ust b

e ≤

20%

in o

ne p

ass.

Cons

tant

2–6

km

/h(±

0.2

km

/h)

Cons

tant

(±

2 H

z)

Researc

h

So

cie

ty

for

Ro

ad

an

d T

raffi

c

Germ

an

y)

Self-

prop

elle

d ro

llers

with

ru

bber

tire

driv

e ar

e pr

efer

red;

to

wed

vib

rato

ry

rolle

rs w

ith

tow

ing

vehi

cle

are

suita

ble.

Each

ca

libra

tion

area

mus

t co

ver a

t le

ast 3

pa

rtial

fi e

lds

~20

m

long

Leve

l and

free

of

pudd

les.

Sim

ilar

soil

type

, wat

er

cont

ent,

laye

r th

ickn

ess,

and

be

arin

g ca

paci

ty

of s

uppo

rt la

yers

. Tr

ack

over

lap

≤ 10

% m

achi

ne

wid

th.

Dyna

mic

mea

surin

g va

lue;

freq

uenc

y;

spee

d; ju

mp

oper

atio

n; a

mpl

itude

; di

stan

ce; t

ime

of m

easu

rem

ent;

rolle

r typ

e; s

oil t

ype;

wat

er c

onte

nt;

laye

r thi

ckne

ss; d

ate,

tim

e, fi

le n

ame,

or

regi

stra

tion

num

ber;

wea

ther

co

nditi

ons;

pos

ition

of t

est t

rack

s an

d ro

lling

dire

ctio

n; a

bsol

ute

heig

ht o

r ap

plic

atio

n po

sitio

n; lo

cal c

ondi

tions

an

d em

bank

men

ts in

mar

gina

l are

as;

mac

hine

par

amet

ers;

and

per

ceiv

ed

devi

atio

ns

The

corr

elat

ion

coef

fi cie

nt re

sulti

ng fr

om a

re

gres

sion

ana

lysi

s m

ust b

e ≥

0.7.

Indi

vidu

al

area

uni

ts (t

he w

idth

of t

he ro

ller d

rum

) mus

t ha

ve a

dyn

amic

mea

surin

g va

lue

with

in

10%

of a

djac

ent a

rea

to b

e su

itabl

e fo

r ca

libra

tion.

Cons

tant

Vä

gverk

et

(Sw

ed

en

)

Vibr

ator

y or

os

cilla

ting

sing

le-d

rum

ro

ller.

Min

. lin

ear

load

15–

30 k

N.

Rolle

r-m

ount

ed

com

pact

ion

met

er o

ptio

nal.

Thic

knes

s of

larg

est

laye

r 0.

2–0.

6 m

Laye

r sha

ll be

ho

mog

enou

s an

d no

n-fro

zen.

Pr

otec

tive

laye

rs

< 0.

5 m

may

be

com

pact

ed w

ith

sub-

base

.

—

Bear

ing

capa

city

or d

egre

e of

com

pact

ion

requ

irem

ents

may

be

met

. Mea

n of

co

mpa

ctio

n va

lues

for t

wo

insp

ectio

n po

ints

≥

89%

for s

ub-b

ase

unde

r roa

dbas

e an

d fo

r pro

tect

ive

laye

rs o

ver 0

.5 m

thic

k; m

ean

shou

ld b

e ≥

90%

for r

oadb

ases

. Req

uire

d m

ean

for t

wo

bear

ing

capa

city

ratio

s va

ries

depe

ndin

g on

laye

r typ

e.

Cons

tant

2.

5–4.

0 km

/h

—

* N

ote:

The

200

7 M

n/DO

T in

telli

gent

com

pact

ion

proj

ects

will

impl

emen

t new

/revi

sed

spec

ifi ca

tions

for g

ranu

lar a

nd c

ohes

ive

mat

eria

ls in

clud

ing

a lig

ht w

eigh

t defl

ect

omet

er

(LW

D) q

ualit

y co

mpa

ctio

n pi

lot s

peci

fi cat

ion.