may 21, 2008 - intelligent compaction house_white.pdf · cbr (%) 0 10 20 30 40 50 60 depth (mm) 0...

Dream it, Design it, Build it. www.ccee.engineering.iastate.edu

IOWA STATE UNIVERSITYCivil, Construction & Environmental Engineering

David J. White, Pavana Vennapusa, Heath Gieselman, Luke Johanson, Rachel Goldsmith, Jiake Zhang,

Stephen Quist

May 21, 2008

Minnesota Route 4 Aggregate Base and HMA

Texas FM 156 Cohesive Subgrade

Lime Stabilized Subgrade

Aggregate “Flex” Base

Kansas US69 Cohesive Subgrade

New York US219 Granular Subgrade

Granular Base

HMA non-wearing course layer mapa = 0.6 mm, f = 3000 vpm

Class 5 aggregate subbase layer map, a = 0.6 mm, f = 2500 vpm

Reflection of hard spots onthe HMA layer

Reflection of hard spots onthe HMA layer

Reflection of soft spots onthe HMA layer

HMA Map Subbase Map

CCVSubbase (a = 0.6 mm, f = 2500)

0 5 10 15 20 25

CC

V HM

A (a

= 0

.6 m

m, f

= 3

000)

0

5

10

15

20

25

y = 2.45 ln(x) + 2.3R2 = 0.69

Influence of Support Conditions – CCV

Minnesota Route 4, Kandiyohi County, MN

HMA Map Subbase Map

(NRCS 2008)

CR 98

CR 98 Approximate location where subgrade layer reportedly “failed” under test rolling, and IC mapping showed poor support conditions

Approximate location where HMA layer “failed” under construction traffic loads

548

Soil Unit 548 (NRCS 2008):Palms Muck, Sandy SubstratumVery poorly DrainedWater Table At Surface0 to 27 in – Muck27 – 39 in – Sandy Clay Loam39 – 60 in – Coarse Sand

Dis

tanc

e (m

)

0

20

40

60

80

100

120

140

160

180

Pass 1 2 3 4 5 6 7 8

Lane12345

Localized Wet Area

20 40 60 80 100 120 140 160 180 200 220 240

k SIS

D(M

N/m

)

20

40

60

80

EFW

D-D

3 (M

Pa)

0

400

800

1200

20 40 60 80 100 120 140 160 180 200 220 240

k SIS

D(M

N/m

)

20

40

60

80

ELW

D-Z

2 (M

Pa)

0

100

200

300

400ks (MN/m)Point Measurement

Flex Base Flex BaseLime Stabilized Subgrade

Flex Base

Lime StabilizedSubgrade

Flex Base

Box Culvert

Flex Base

Lime StabilizedSubgrade

Flex Base

20 40 60 80 100 120 140 160 180 200 220 240

CM

V

0

50

100

150

200

ELW

D-Z

2 (M

Pa)

0

100

200

300

400

CMV (Setting 2)Point MeasurementCMV (Setting 3)

Flex Base Flex BaseLime Stabilized Subgrade

20 40 60 80 100 120 140 160 180 200 220 240

CM

V

0

50

100

150

200

EFW

D-D

3 (M

Pa)

0

400

800

1200

200

4000

Box Culvert

Lane 6

Lane 5

Lane 4

Lane 3

Lane 2

~ 200 m

~ 14

m

Calibration lanes

Lane 1

Box Culvert

Distance (m)

30 40 50 60 70 80 90 100 110 120 130

k s (M

N/m

)

10

15

20

25

30

35

40Pass 1Pass 4Pass 6Pass 8Pass 12

Box Culvert

30 40 50 60 70 80 90 100 110 120 130

k s (M

N/m

)

1015202530354045

EFW

D-D

3(M

Pa)

050100150200250

EFWD-D3

Measurement repeatability

Box Culvert

CBR (%)

0 10 20 30 40 50 60

Dep

th (m

m)

0

200

400

600

800

Point 13

CBR (%)

0 10 20 30 40 50 60

Dep

th (m

m)

0

200

400

600

800

Point 12

DCP refusal(Box Culvert)

CBR (%)

0 10 20 30 40 50 60D

epth

(mm

)

0

200

400

600

800

Point 5

CBR (%)

0 10 20 30 40 50 60

Dep

th (m

m)

0

200

400

600

800

Point 1

Point 1

Point 5

Point 12

Point 13

w = 29.5%γ d = 13.8 kN/m3

ELWD-Z2 = 11.6 MPa

ELWD-Z2 = 58.4 MPaEV1 = 96.9 MPaEV2 = 381.1 MPaEFWD-D3 = 145 MPaED-SPA = 88 MPa

w = 20.8%γ d = 16.0 kN/m3

ELWD-Z2 = 61.1 MPa

ELWD-Z2 = 47.5 MPaEV1 = 42.1 MPaEV2 = 121.1 MPaEFWD-D3 = 57 MPaED-SPA = 44 MPa

Box Culvert

kSΙSD map; nominal a = 1.10 mm, f = 30 Hz, and v = 3.5 km/h

kSΙPD map; nominal a = 0.80 mm, f = 35 Hz, and v = 3.2 km/h

kSIPD (MN/m)

0 10 20 30 40 50 60 70 80

k SIS

D (M

N/m

)

0

10

20

30

40

50

60

70

80Padfoot a = 0.8 mm, f = 35 HzSmoothdrum a = 1.1 mm, f = 30 HzPadfoot a = 1.3 mm, f = 35 HzSmoothdrum a = 1.1 mm, f = 30 HzPadfoot a = 1.0 mm, f = 35 HzSmoothdrum a = 1.5 mm, f = 35 Hz

0 10 20 30 40 50

CC

V

1234567

0 10 20 30 40 50 0 10 20 30 40 50

ELW

D-Z

2 (M

Pa)

0

20

40

60Pass 1

Lane 2: a = 0.93 mm, v = 6 km/h, f = 33 Hz (Low amp setting)

Pass 4 Pass 13

0 10 20 30 40 50

CC

V

1234567

0 10 20 30 40 50 0 10 20 30 40 50

γ d (k

N/m

3 )

14

15

16

17

18

19

20Pass 1 Pass 4 Pass 13

Dist 1 vs Pass 1 Dist 1 vs Pass 1

0 10 20 30 40 50

CC

V

1234567

0 10 20 30 40 50 0 10 20 30 40 50

w (%

)

5

10

15

20

Pass 1 Pass 4 Pass 13


0 10 20 30 40 50

CC

V

1234567

0 10 20 30 40 50 0 10 20 30 40 50C

BR

(%)

0

10

20

30

40

50Pass 1 Pass 4 Pass 13


Distance (m)

0 10 20 30 40 50

CC

V

1234567

0 10 20 30 40 50 0 10 20 30 40 50

EFW

D-D

4.5 (

MP

a)

0

30

60

90

120

150Pass 1 Pass 4 Pass 13Avg. F = 27 kN

LWD

Nuke DD

Nuke w%

DCP - CBR

FWD

Pass

0 2 4 6 8 10 12 14

CC

V

1

2

3

4

5

6

7

Pass

0 2 4 6 8 10 12 14

ELW

D-Z

2 (M

Pa)

0

10

20

30

40

50

60

Pass

0 2 4 6 8 10 12 14

d (k

N/m

3 )

10

12

14

16

18

20

Pass

0 2 4 6 8 10 12 14

CB

R (%

)

0

5

10

15

20

Values corrected using w% values after Pass 1

TB 4 Lane 3: a = 2.19 mm, v = 6 km/h, f = 26 Hz (High amp setting)

Weathered Shale(Stiff)

Clay Subgrade

Padfoot CCV Smooth Drum CCV

Comparison between Padfoot and Smooth Drum CCV

MDP for Pass Number1 2 3

Elevation (Pass #3)

Elev. (m)>245.67245.67245.06244.45243.84243.23242.62<242.62

Passes>987654321

280

m

Pass Number1 2 3

MDP80

>1401351301251201150

Pass

0 1 2 3 4

Ave

rage

MD

P80

80

90

100

110

120

130

140

150

Direction North to SouthDirection South to North

1x

Production AreaCompaction

Elev. (m)>245.67245.67245.06244.45243.84243.23242.62<242.62

125

m

MDP80 Measurement Pass

1 2-3 4-7

Passes>987654321

MDP80

>1401351301251201150

RollingDirection

Shale Fill Clay Fill

Pass

0 1 2 3 4 5 6 7 8

Ave

rage

MD

P80

80

90

100

110

120

130

140

150

Clay FillShale Fill

1x

ISU Research Team Contacts:David J. White, Associate Professor, [email protected], (515) 290-1080 (cell)Heath Gieselman, Assistant Scientist, [email protected], (515) 450-1383 (cell)

Embankment/Subgrade (Sandy Silt/Gravel)

Aggregate Base (4 inch minus)

1

2

3

Embankment/Pavement Foundation LayersAccelerated Implementation of IC Technology for Embankment Subgrade Soils, Aggregate Base, and Asphalt Pavement Materials

US 219, Springville, NY – New York State Department of Transportation[May 17-May 22, 2009]

Notes:A. Moisture condition calibration test strip areas ± 1.5% optimum except as noted. B. NYSDOT assistance requested for FWD testing and information on project QA testing requirements. C. As time permits repeatability passes for roller will be performed on embankment and aggregate base.

Aggregate Base (2 inch minus)4”

8”

Date TB MachineAmp (mm)

Spot Tests Notes/Comments

05/17

ISU arrives at site to setup mobile lab (2pm)Setup BOMAG/CAT rollers and make trial runs with GPS (3pm)Meet with Contractor and identify potential test areas (4pm)Collect material samples for on-site laboratory characterization (5pm)

05/18

1BOMAG (smooth)

0.7, 2.0Auto

DCP, LWD, NG, PLT, BCD(?)

10 m x 60 m calibration test area. 1. Compact foundation layer with 8 roller passes and

map.2. Place one 300 mm loose lift of silty gravel over

area3. Compact in three lanes using low, high, and vario

control – 10 passes + 3 mapping passes4. Develop compaction curves5. Excavate trenches and repeat compaction

2CAT

(smooth)TBD

DCP, LWD, NG, PLT, FWD

Roller mapping in production areas of embankment and aggregate base. Monitor existing practice and perform in-situ tests for comparison. Use data for test run on IC QA specification.

05/19

3CAT

(smooth)0.91.8

DCP, LWD, NG, PLT, BCD

15 m x 60 m calibration test area. 1. Compact foundation layer with 8 roller passes and

map.2. Place 300 mm loose lift of silty gravel over a area

for lanes 1/2 and 600 mm loose lift lanes 3/4.3. Create wet spot (+4%) 15 m x 10 m4. Compact in four lanes using low and high 10

passes + 2 mapping passes5. Develop compaction curves

4BOMAG (smooth)

TBDDCP, LWD, NG,

PLT, FWD

Roller mapping in production areas of embankment and aggregate base. Monitor existing practice and perform in-situ tests for comparison. Use data for test run on IC QA specification.

5/20 to 5/22

5/6

BOMAG (smooth)/

CAT (Smooth)

TBDDCP, LWD, NG,

PLT, FWDProduction compaction areas of embankment and aggregate base. Multiple lifts.

05/21 Open House –presentation of preliminary results and roller demonstrations.

#2 (Vario Control)#3 (High Amp)

#1 (Low Amp)

Plan View Profile View

Notes: Compact underlying layer with 8 roller passes

Lift = 300 mm10 m

~60 m

Notes: After compaction testing, excavate two trenches and recompact

10 m

~60 m

Trench depth = 0.3 m and 1 mTrench widths = 1 m and 2m

Loose trenches

Calibration Test Strips - BOMAG

#1 #2 #3

Profile View

Lift = 600 mm

Notes: Compact underlying layer with 8 roller passes

Lift = 300 mmLanes 1/2

Lanes 3/4Wet zone (+4% wopt)

#3 (Low Amp)

Plan View

15 m#2 (High Amp)

#4 (High Amp)

#1 (Low Amp)

~60 m

Calibration Test Strips - CAT

• 10 Test Beds– TB1: Embankment Area Production Map CAT

– TB2: Embankment Area Production Map CAT

– TB3: Embankment Area Production Map Bomag

– TB4: Aggregate Base Calibration CAT

– TB5: Aggregate Base Calibration Bomag

– TB6: Aggregate Base Production CAT

– TB7: Aggregate Base Production Bomag

– TB8: Aggregate Base Production CAT (Contractor)

– TB9: Embankment Calibration (FWD) CAT and Bomag

– TB10: Embankment Test Trench Test Bed CAT and Bomag

MDPPass 1Static

MDPPass 2

Low

MDPPass 3

Low

MDP40

>145140135130125120

ELWD-Z2 (MPa)

0 100 200 300 400

MD

P40

100

110

120

130

140

150

CBR300

0 50 100 150 200

ELWDCBR MDP-ELWD MDP-CBR

R2 0.80

R2 = 0.72

ELWD-Z2 (MPa)

0 100 200 300 400

CM

V

0

20

40

60

80

100

CBR300

0 50 100 150 200

ELWDCBR CMV - ELWDCMV-CBR

R2 = 0.68

R2 = 0.85

MDPPass 2

Low

MDPPass 3

Low

200

m

CMV>100806040200

Test Bed 1Embankment Material

ELWD-Z2 (MPa)

0 100 200 300 400

CM

V

0

20

40

60

80

100

CBR300

0 50 100 150 200

ELWDCBR CMV - ELWDCMV-CBR

R2 = 0.68

R2 = 0.85

ELWD-Z2 (MPa)

0 100 200 300 400

CM

V

0

20

40

60

80

100

CBR300

0 20 40 60 80 100 120

ELWDCBR CMV - ELWDCMV - CBR

R2 = 0.54

R2 = 0.30

CMV>100806040200

CMVPass 2

Low

71 m

MDPPass 1Static

MDPPass 2

Low

MDP40

>145140135130125120

ELWD-Z2 (MPa)

0 100 200 300 400

MD

P40

100

110

120

130

140

150

CBR300

0 20 40 60 80 100 120

ELWDCBR MDP - CBRMDP - ELWD

R2 0.54

R2 = 0.75

0 10 20 30 40 50 60 70 80 90 100

EV

IB (M

Pa)

0

100

200

300

Jum

p

0

1

2

0 10 20 30 40 50 60 70 80 90 100

EV

IB (M

Pa)

0

100

200

300

Jum

p

0

1

2

0 10 20 30 40 50 60 70 80 90 100

EV

IB (M

Pa)

0

100

200

300

Jum

p

0

1

2

0 10 20 30 40 50 60 70 80 90 100E

VIB

(MP

a)0

100

200

300

Jum

p

0

1

2

Distance (m)

0 10 20 30 40 50 60 70 80 90 100

EV

IB (M

Pa)

0

100

200

300

Jum

p

0

1

2

0 10 20 30 40 50 60 70 80 90 100

EV

IB (M

Pa)

0

100

200

300

Jum

p

0

1

2

Pass 1: Manual a = 0.70 mm

Pass 2: Auto



Pass 5: Manual a = 0.70mm

Pass 6: Manual a = 1.10mm

Test Bed 3 (Bomag) Embankment Subgrade

Distance (m)

0 10 20 30 40 50 60 70 80 90 100

EV

IB (M

Pa)

50

100

150

200

250

300

350

ELW

D-Z

2 (M

Pa)

0

100

200

300

400

500


Distance (m)

0 10 20 30 40 50 60 70 80 90 100

EV

IB (M

Pa)

50

100

150

200

250

300

350

ELW

D-Z

3 (M

Pa)

50

100

150

200

250


Distance (m)

0 10 20 30 40 50 60 70 80 90 100

EV

IB (M

Pa)

50

100

150

200

250

300

350

Jum

p

-1

0

1

2

3


300 mm Zorn LWD

Jump

200 mm Zorn LWD

Pass 1 Pass 2 Pass 3 Pass 4

TX

MT

CA

MIID

AZ

NV

NM

OR

ILCO

WY

UT

MN

IA

KS

SD WI

NE

NDWA

FL

OK

MO

NY

AL

LA

GA

PAIN

ARNC

VA

OH

TN

MS

KY

ME

SC

WV

VT

MD

NH

CTMA

NJ

DE

RI

NCHRP 21-09

FHWA IC Pooled Fund

NCHRP / FHWA / MnDOT

FHWA IC Pooled Fund To Be Visited

NCHRP / FHWA

Other

Thank youhttp://www.ctre.iastate.edu/reports/

Contact: [email protected]

http://www.eerc.iastate.edu/publications.cfm

may 21, 2008 - intelligent compaction house_white.pdf · cbr (%) 0 10 20 30 40 50 60 depth (mm) 0...

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