non-nuclear methods for compaction control of unbound materials nayyar siddiki, m.s., p.e. geotech...

Non-Nuclear Methods for Compaction Control of Unbound Materials

Nayyar Siddiki, M.S., P.E.Geotech Construction & Tech. Support Engineer

Office of Geotechnical Services, INDOTSeptember 22, 2015

44th Annual Midwest Geotechnical Conference

JTRP & In-house Research

1998, JTRP Technical Report SeriesCone Penetration Test to Assess the Mechanical Properties of Subgrade Soils

2010, FHWA/IN/JTRP-2010/27 SPR- 3009 Use of Dynamic Cone Penetration And Clegg Hammer Tests For Quality Control of Roadway Compaction and Construction

2014, FHWA/IN/JTRP SPR-3537QA/QC of Subgrade and Embankment Construction

In-House Research

Research and Technical Papers

Clegg Hammer (hammer weight, 10kg).

Anvil

Moisture Probe

Microwave Oven

Moisture Analyzer

Dynamic Cone Penetrometer

Light Weight Deflectometer

Equipments Evaluated

Measure fundamental properties of material (strength, modulus, etc)

Delineate the poor to good compaction in short time

Simple enough to train and easy to perform with no electronics

Precise enough to accept with confidence

Safety issues (management of nuclear gauges)

Motivation Behind The Change

Dynamic Cone Penetrometer

DCP

An Un-Assembled DCP

HandleHammer

Upper Road 22.6 in.

Anvil

Connect Pin

Drive Road

30 in. extension

Tip

8 kg

Variable Rod

Drive Road

Soil typeAn Un-Assembled DCP

CorrelationsR2

Penetratio

n depth

(inches)

Range of

applicabilit

y

Coarse-

grained soils

Natural Blow Count= 0.17 x OMC2 -5.94 x OMC + 60 0.95 0-to-128<OMC

%<13

Manufacture

d Blow Count= 4.03 x ln (Cu) +2.64 0.99 0-to-12 3.0<Cu<6.0

Fine-grained soils

Blow Count= 13.03 x e-23 x PI + 8.05 x e-0.005x PI

0.99 0-to-6

8 > PI% Blow Count= 22.11 x e-0.23 x PI +13.04 x e -0.012

x PI 0.98 6-to-12

Based on the last research(QA/QC of Subgrade and Embankment Construction) following relationship have been developed and used

DCP Correlation

Soil will be defined as cohesive material with

more than 35 % passing the No. 200 sieve. Soils are further defined as follows:

Clay Soil- Soil with a maximum dry density of 114 lb/ft3 or less

More than 1800 test performed in the laboratory, 3 types of soil identified on the basis of Maximum Dry Density and other parameters

Cohesive Soil

Soil Types

Granular Soil

Granular soil will be defined as soil that is non- cohesive with 35 % or less passing the No. 200 sieve

Sandy Soil- Soil with a maximum dry density greater than 120 lb/ft3

Silty Soil- Soil with a maximum dry density greater than 114 lb/ft3 and less than or equal to 120 lb/ft3

Cont’d.

Test Pad Construction Sieve Analysis………………AASHTO T-88, T-89/or ASTM D-

1140 Atterberg Limits ………… AASHTO T-90

Moisture –Density ……… AASHTO T-99

Loss on Ignition……………AASHTO T-267

Ca/Mg Carbonate………… ITM-507*

Sulfate test ITM 510*Not required unless shells or density <105 lbs.

A representative soils sample of (25 lbs) is required from project limit or borrow pit for the above testing.

The following laboratory tests are required during construction:

Dynamic Cone Penetrometer (DCP)

Sieve Analysis Data with LL & PL DCP Target InformationSIEVE ANALYSIS w/ LL & PI

in accordance with ASTM D1140 and AASHTO T 89 & T 90

Sample ID#

Contract No. Test Performed by: RG

District STRUCTURAL BACKFILL Y OR N

Date HYGROSCOPIC MOISTURE %

Corrected Sample Weight Sieve Size Retained %passing

Total Weight Of Sample (gms.) (#40) 425 um #VALUE!

(Weights recorded retained per sieve) Percentages (#200) 75 um #VALUE!

Sieve Size Weight Ret. (gms) Retained Passing

1 1/2" 37.5 mm

1" 25.0 mm

3/4" 19.0 mm

1/2" 12.5 mm HYGROSCOPIC MOISTURE

3/8" 9.5 mm TARE WT. =

#4 4.75 mm INITIAL WT. =

#10 2.00 mm FINAL WT. =

#40 425um MOISTURE =

#200 75um 0.00

0.00

Gravel

Sand ►►►► % Coarse Sand

Silt,Clay&Coll. % Fine Sand

AASHTO Classification =

%Passing #40 99.7 AASHTO Group Index =

LL = PL = PI =

LL and PI Blow Counts Liquid Limit

PL 44.0

Wet Soil/Tare

Dry Soil/Tare Plasticity Index

Moisture Loss 21.0

Tare Tested By:

Dry Soil xx

% Moisture

Sieve Analysis Data with LL & PLSIEVE ANALYSIS w/ LL & PI


Sample ID# XXXX

Contract No. XXXX Test Performed by: RG

District XXXX STRUCTURAL BACKFILL N Y OR N

Date HYGROSCOPIC MOISTURE % 1.3

Corrected Sample Weight 517.0 Sieve Size Retained %passing

Total Weight Of Sample (gms.) 523.7 (#40) 425 um #VALUE!



1 1/2" 37.5 mm 0.0 0.0 100.0

1" 25.0 mm 0.0 0.0 100.0

3/4" 19.0 mm 0.0 0.0 100.0

1/2" 12.5 mm 0.0 0.0 100.0 HYGROSCOPIC MOISTURE

3/8" 9.5 mm 0.0 0.0 100.0 61.4

#4 4.75 mm 0.0 0.0 INITIAL WT. = 111.4

#10 2.00 mm 0.0 0.0 FINAL WT. = 110.0

#40 425um 0.3 99.7 MOISTURE = 1.3

#200 75um 3.2 96.8 0.00

0.00

Gravel 0.0

Sand 3.2 ►►►► 0.3 % Coarse Sand

Silt,Clay&Coll. 96.8 2.9 % Fine Sand

AASHTO Classification =

%Passing #40 99.7 AASHTO Group Index =

LL = PL = PI =


PL 44.0

Wet Soil/Tare

Dry Soil/Tare Plasticity Index

Moisture Loss 21.0

Tare Tested By:

Dry Soil xx

% Moisture

Sieve Analysis Data with LL & PLSIEVE ANALYSIS w/ LL & PI


Sample ID# XXXX

Contract No. XXXX Test Performed by: RG

District XXXX STRUCTURAL BACKFILL N Y OR N

Date HYGROSCOPIC MOISTURE % 1.3

Corrected Sample Weight 517.0 Sieve Size Retained %passing

Total Weight Of Sample (gms.) 523.7 (#40) 425 um #VALUE!



1 1/2" 37.5 mm 0.0 100.0

1" 25.0 mm 0.0 0.0 100.0

3/4" 19.0 mm 0.0 0.0 100.0

1/2" 12.5 mm 0.0 0.0 100.0 HYGROSCOPIC MOISTURE

3/8" 9.5 mm 0.0 0.0 100.0 TARE WT. = 61.4

#4 4.75 mm 0.0 0.0 INITIAL WT. = 111.4

#10 2.00 mm 0.0 0.0 FINAL WT. = 110.0

#40 425um 0.3 99.7 MOISTURE = 1.3

#200 75um 3.2 96.8 0.00

0.00

Gravel 0.0

Sand 3.2 ►►►► 0.3 % Coarse Sand

Silt,Clay&Coll. 96.8 2.9 % Fine Sand

AASHTO Classification = A-7-6

%Passing #40 99.7 AASHTO Group Index = ( 23 )

LL = 44.0 PL = 23.0 PI = 21


PL 29 25 19 44.0

Wet Soil/Tare 32.20 44.93 43.55 45.43

Dry Soil/Tare 30.90 40.89 39.84 41.15 Plasticity Index

Moisture Loss 1.30 4.04 3.71 4.28 21.0

Tare 25.22 31.53 31.41 31.60 Tested By:

Dry Soil 5.68 9.36 8.43 9.55 xx

% Moisture 23.0 43.2 44.0 44.8

INDOT FIELD DCP TARGET BLOW COUNTS

CONTRACT # XXXX DATE: SAMPLE ID # XXXX DISTRICT:

SIEVE ANALYSIS

% PASSING 1 1/2" = AASHTO SOIL CLASSIFICATION =

% PASSING 1" =

% PASSING 3/4" =

% PASSING 1/2" =

% PASSING 3/8" =

% PASSING #4 =

% PASSING #8 =

% PASSING #10 =

% PASSING #30 =

% PASSING #40 =

% PASSING #200 =

BLOW COUNT

TARGET

BLOW COUNT TARGET 95% C0MPACTION

BLOW COUNT TARGET 100% COMPACTION

LL = PL = SOIL TYPEPI = ↓ ↓ ↓ ↓

(N DCP)REQ|0-12 " CU = #DIV/0! (N DCP)REQ|0-12"

(N DCP)REQ|0-12"

NOT SUITABLE FOR MSE WALLS

(N DCP)REQ|0-6 "

Proctor MATERIAL IS NOT EQUIVALENT TO #4 STRUCTURAL BACKFILLMAX WET (pcf) MAY BE * = Additional #8 and #30 Sieve Information is RequiredMAX DRY (pcf) SULFATE (ppm) =

OPTIMUM MOISTURE % ORGANIC % = 1 MARL%=

COLOR= LLR =

pH =

SUITABLE FOR CHEMICAL MODIFICATION

MATERIAL EQUIVALENT TO ANY STRUCTURAL BACKFILL IS NOT

COMMENTS:

Common Ex

DCP FIELD TARGET REV 10.2 06-16-14

Field DCP Target blow Counts



SIEVE ANALYSIS

% PASSING 1 1/2" = 100.0 AASHTO SOIL CLASSIFICATION =

% PASSING 1" = 100.0

% PASSING 3/4" = 100.0

% PASSING 1/2" = 100.0

% PASSING 3/8" = 100.0% PASSING #4 = 100.0

% PASSING #8 = 100.0

% PASSING #10 = 100.0% PASSING #30 = 70.0% PASSING #40 = 99.7

% PASSING #200 = 96.8

BLOW COUNT TARGET



LL = 44

PL = 23 SOIL TYPE

PI = 21 ↓ ↓ ↓ ↓ (N DCP)REQ|0-12 "

CU = #DIV/0! (N DCP)REQ|0-12" (N DCP)REQ|0-12"


(N DCP)REQ|0-6 "

Proctor MATERIAL IS NOT EQUIVALENT TO #4 STRUCTURAL BACKFILL

MAX WET (pcf) 125 MAY BE * = Additional #8 and #30 Sieve Information is Required

MAX DRY (pcf) 103 SULFATE (ppm) =

OPTIMUM MOISTURE % 21 ORGANIC % = MARL%= COLOR=

LLR = pH =


MATERIAL EQUIVALENT TO STRUCTURAL BACKFILL IS NOT

COMMENTS:

Common Ex


Cont’d.



SIEVE ANALYSIS

% PASSING 1 1/2" = AASHTO SOIL CLASSIFICATION = A-7-6

% PASSING 1" = 100.0

% PASSING 3/4" = 100.0

% PASSING 1/2" = 100.0

% PASSING 3/8" = 100.0% PASSING #4 = 100.0

% PASSING #8 = 100.0

% PASSING #10 = 100.0% PASSING #30 = 70.0% PASSING #40 = 99.7

% PASSING #200 = 96.8

BLOW COUNT TARGET



LL = 44 PL = 23 SOIL TYPEPI = 21 ↓ ↓ ↓ ↓

(N DCP)REQ|0-12 " CU = #DIV/0! (N DCP)REQ|0-12"

(N DCP)REQ|0-12"


(N DCP)REQ|0-6 " CLAY 6

Proctor MATERIAL IS NOT EQUIVALENT TO #4 STRUCTURAL BACKFILLMAX WET (pcf) 125 MAY BE * = Additional #8 and #30 Sieve Information is RequiredMAX DRY (pcf) 103 SULFATE (ppm) =

OPTIMUM MOISTURE % 21 ORGANIC % = 1 MARL%= COLOR=

LLR = pH =


MATERIAL IS NOT EQUIVALENT TO ANY STRUCTURAL BACKFILL IS NOT

COMMENTS:

Common Ex


at optimum

Cont’d.

Max. Dry Density-OMC VS Blow Counts

Soil Type Moisture Compaction Range

Clay (<105 lb/cu ft) -2 to + 2% of optimum moisture content

Clay (105-114 lb/cu ft) -2 to + 1% of optimum moisture content

Silty and Sandy (>114 lb/cuft) -3% of optimum moisture content and optimum

Granular 5 to 8%

Moisture Range for Compaction

The moisture range for all soil types are as follows

Silty , Sandy & Granular Soils

6”

6”

6”3rd Lift

6”

6”

6”

1st Lift

Dynamic Cone Penetrometer Testing


Clayey Soils

6”

6”

6”

2nd Lift

3rd Lift

6”

6”

6”

1st Lift

2nd Lift

3rd Lift

2nd Lift

Field Test for DCP Blow Counts

One Point Proctor for Cohesive Soils……………ITM 512

Dynamic Cone Penetrometer……………………… ITM 509

Field Determination of Moisture Content of Soils.ITM 506



Frequency of Testing

Three random test locations in accordance with ITM 802 for each 2000 cyd of compacted soil.

Moisture test at every 4 hrs for clayey soils.

Moisture test once per day for other type of soils.

Note:The moisture sample should represent the entire

lift.

Additional moisture test may be required if there is an obvious visual change in moisture

Microwave moisture: Microwave with 700 watts input power, G-2 balance, samples size 100 gm, and test duration 5 minutes

Stove /or Hot plate: Stove, G-20 or G-2 balance, samples size 1000g/or 500g and test duration 25 minutes

Moisture probe: Campbell moisture probe, Proctor mold, rammer, G -20 balance, sample size 3000g, and test duration 25 minutes

Field Moisture Test ( ITM 506)

Approved Moisture Test Methods

When the soil type changes:

One Point Proctor shall be performed to identify the soil type and revised DCP blow counts in accordance with the

ITM 512-15T

MRSIDDIK

ONE POINT PROCTORITM-512

http://www.humboldtmfg.com/standard_proctor_densitymoisture_4.html

http://www.humboldtmfg.com/manual_compaction_hammer.html

Motive behind performing One Point Proctor

To determine the following properties at the project:

Optimum Moisture Content of the blended soils

Maximum Dry Density and the use of ITM 512 Charts

Density based soils classification

Adjusted Optimum Moisture and DCP blow counts

One Point Proctor

Compacted Sample

Compacted sample & Mold.

Record the weight

Weigh the mold with specimen

134 pcf

119 pcf

+1%

127 pcfMC 12%

MC 12%

134 pcf

Example-1

MDD=119 pcfOMC= 12%

One Point ProctorITM - 512

-Data not to be used with Granular Soils.

-Plot based on data acquired from July 1965 to January 1969 by Soils Department .

-Moisture must be between -3% and +1% for a valid Maximum Wet Density

-These charts are an alternative to the Family of Curves and may be used in accordance with ITM-512

-Revised 4/4/14

Field Criteria for DCP Blow Counts

140 pcf MC 14%Out of range

+1%

Example-2

One Point ProctorITM – 512-15T

-Charts to be used for Clay, Silty, or Sandy soils only.



-Revised 4/4/14

Field Criteria for DCP Blow Counts

Dynamic Cone Penetrometer (DCP)Field Criteria for DCP Blow Counts

140 pcf MC 14%Out of range

+1%

Example-2

One Point Proctor

ITM - 512

-Charts to be used for Clay, Silty, or Sandy soils only.



-Revised 4/4/14

6 inches

6 inches

6 inches

6 inches

6 inches

6 inches

6 inches

6 inches

6 inches

6 inches

N ValueN=1

N=1

N=2

N=6

N=4

N=9

N=10

N=15

N=14

N=10

DCP As A Diagnostic Tool

The average DCP blow count will not be less than 17 for the top 6 in. of a 14 in. lift.

The average DCP blow count will not be less than 16 for the bottom 8 in. of a 14 in. lift.

The average DCP blow count will not be less than 20 for an 8 in. lift.

Moisture Tests for chemically modified soils mixture will be performed at every 4 hours during chemical and soils mixing.

Acceptance testing shall be performed with a DCP in accordance ITM 509. The chemically modified soil lift shall meet the following requirements for compaction:

Chemically Modified Soil Compaction

Example for the DCP Test

Top 6 in. of 14 in. lift

2 lane

1,500 feet

DCP Test

DCP blow counts: 15 (minimum), 18 and 18 each per 6 in.Average blow counts: (15+18 +18) ÷ 3 = 17 blows per 6 in. of 14 in. liftBottom 8 in. of 14 in. lift

DCP blow counts: 14 (minimum), 18 and 16 each per 8 in.Average blow counts: (14+18 +16) ÷ 3 = 16 blows per 8 in. of 14 in. lift.

Blow counts of 18 and above will be used to determine the average for the 8 in. lift.

Locations with test results less than the specified minimum blow counts will be retested and shall be reworked if the minimum blow count is not obtained.

OR

LWD may be used in Lieu of DCP.

Cont’d.

DCP Use in Chemically Modified Soils

6inche

s8 inche

s

8 inches

14 inche

s

17 blows or more for the first 6 inches

16 blows or more for the next 8 inches

20 blows or more for the first 8 inches

Chemically Modified Soils

Leveling Pad Foundation Requirement

6 inches

6 inches

6 inches

6 inches

6 inches 2.5 ft.

deep

N=5

N=5

N=5

N=5

N=5

The frequency of DCP measurements is: 1 DCP test for every 50 ft of linear MSE wall

Or5 DCP tests per end bent

Unsuitable areas shall be removed, replaced, and compacted in accordance with 203 and 211.

50 ft.

DCP

DCP Test Frequency

MSE Wall- 731 Rev.

Conclusions: The DCP is portable, easy to operate, and requires

no electronics. It takes only a couple of minutes to learn how to use the DCP

It is an effective tool to identify weak layers when penetration rates are plotted vs. depth.

DCPs can take deeper measurements

DCP readings are not affected by minor shrinkage cracks in soils

Improve inspector safety


Directly related to Design

Increase compaction uniformity

Increase productivity due to less time per test

DCP is a good indicator of strength and moisture conditions

Reduce the reliance on the Nuclear Gauge

Improve documentation and reporting

Cont’d.


LWD

ITM 508 Control Box

3

ASTM E 2583- 07

ZORN model ONLY


(1)Grip

(2)Top fix and release mechanism

(3)Guide road

(4)10 Kg –falling weight

(5)Lock pin

(6)Set of steel springs

(7)Loading plate diameter

Three Major Elements:

(a)Weight to induce the pulse

(b)The loading plate

(c)Accelerometer

(To determine the deflection)

s

RqELWD

)1(2 2

Where q = applied stress, R = plate radius, μ = Poisson ratio, s =

deflection

Boussinesq Half Space Equation

.

LWD Setup

Select site and set up LWD connection to its computational unit.

The test section should be level and smooth.

Set the plate on a prepared surface and seat it by turning it left and right 45 degrees. Do not drop the loading plate on the prepared surface.

LWD plate should not translate laterally with each

successive drop.

ITM 508, LWD Testing Procedure

Perform 3 seating drops before collecting the data. If noticing excessive deflection.

Material needs additional compaction.

Following seating drops, perform three drops from a fixed height.

Record the average of 4th, 5th and 6th drops(If the change in deflection is 10 % or greater for any two consecutive drops, the material shall require additional compaction)

Cont’d.

INDOT permit LWD testing on the following materials:

Aggregate No.53, No.73, structural backfill size 1 ,1.5

and 2 in

Chemically Modified soils


Maximum Allowable Deflection

203-R-628 COMPACTION ACCEPTANCE WITH LWD(Adopted 06-18-15)

The maximum allowable deflection will be in accordance with the following:Material Type Maximum Allowable

Deflection (mm)

Lime Modified Soil 0.30

Cement Modified Soil 0.27

Aggregates over Lime Modified Soil

0.30

Aggregates over Cement Modified Soil

0.27

Materials not included in the table need a test pad.

Test Pad ConstructionTest section requirements:

1. AASHTO T-11, T-27, and T-99.

2. Subgrade shall be proof-rolled.

3. Test Pad area is 100 ft. by 20 ft. (part of the roadway).

4. One moisture test is based on AASHTO T-255. Moisture shall be between -3 and OMC. Perform moisture on aggregates before placing on grade.

Proof Rolling of Chemically Modified Subgrade

A fully legally loaded tri-axle dump truck. ( About 70,000 lbs.)

100 ft

X

X

X

X X

X

X

X

X

X

½ Width of Placement

A Test Section Layout

TD409 LWDt Rev 12 INDIANA DEPARTMENT OF TRANSPORTATION ORIGINAL: PROJECT FILE

6/10/2014 LWD TEST SECTION FOR AGGREGATE OVER SOILS COPY TO: OFFICE OF GEOTECHNICAL ENGINEERING, Indianapolis

CONTRACT NO. PROJECT NO. ROAD NO. DATE WEATHER

FIELD TEST NO.

SITEMANAGER TEST NO.

SITEMANAGER SAMPLE I.D NO. (R+12 digits)

Test Section Site

Data

Station

Line No.

Ref. To Centerline

Elevation or Lift No.

Compacted Depth of Lift (inches)

Test Section Position Number Average 1 2 3 4 5 6 7 8 9 10

Subgrade LWD Info Type LWD Assigned Test Number

Avg. Test Deflection(Sm)(mm)(Info)

LWD Test Section Data

Passes LWD Assigned Test Number

Avg. Test Deflection (Sm) (mm)













Test Site Maximum Allowable Deflection (mm) T255 DATA

Laboratory Report Data

Material Name and Type Test Number

Lab. SM ID (R+7 digits) Station

Lab. SM ID (Last 5 digits) Tested on Material Passing (No. 4 or 3/4" Sieve)

Optimum Moisture Content (OMC) (%) 1. Wt. of Pan & Wet Material (W1)(lb) or (g)

Test Site Moisture

Determined Moisture (%) 2. Wt. of Pan & Dry Material (W2)(lb) or (g)

Difference (Sp.Prov. -3% to OMC) 0 3. Wt. of Moisture (lb) Line 1 - Line 2 0.0 0.0 0.0 0.0 0.0 0.0

Comments Comments 1 4. Wt. of Pan (W3)(lb) or (g)

Comments 2 5. Wt. of Dry Material Line 2 - Line 4 0.0 0.0 0.0 0.0 0.0 0.0

% Moisture (0.1%) (Line 3 / Line 5) x 100

REMARKS: This procedure will continue until the difference of the average of the 10 LWD test between consecutive roller passes is equal to or less than 0.02 mm.

V – VIBRATORY S - STATICLWD SD Card#

Compactor:

LWD Serial Number RECORDED IN SITE-MANAGER: Qualified Technician:

Cohesive or Granular (Fill or Cut)

LWD Test Strip Data Sheet




FIELD TEST NO.



Test Section Site

Data

Station

Line No.

Ref. To Centerline







Passes LWD Assigned Test Number 4V+1S

Avg. Test Deflection (Sm) (mm) 0.379 0.387 0.375 0.388 0.375 0.392 0.389 0.394 0.372 0.354 0.365Passes LWD Assigned Test Number


















Test Site Moisture








Compactor:







FIELD TEST NO.



Test Section Site

Data

Station

Line No.

Ref. To Centerline








Avg. Test Deflection (Sm) (mm) 0.379 0.387 0.375 0.388 0.375 0.392 0.389 0.394 0.372 0.354 0.365Passes LWD Assigned Test Number 5V+2S Avg. Test Deflection (Sm) (mm) 0.273 0.269 0.278 0.278 0.273 0.269 0.275 0.265 0.279 0.270 0.274

















Test Site Moisture








Compactor:







FIELD TEST NO.



Test Section Site

Data

Station

Line No.

Ref. To Centerline









Passes LWD Assigned Test Number 6V+3S Avg. Test Deflection (Sm) (mm) 0.267 0.266 0.267 0.275 0.298 0.268 0.272 0.269 0.256 0.244 0.255















Test Site Moisture








Compactor:







FIELD TEST NO.



Test Section Site

Data

Station

Line No.

Ref. To Centerline









Passes LWD Assigned Test Number 6V+3S Avg. Test Deflection (Sm) (mm) 0.267 0.266 0.267 0.275 0.298 0.268 0.272 0.269 0.256 0.244 0.255









Test Site Maximum Allowable Deflection (mm) 0.267 T255 DATA


Material Name and Type Test Number 111

Lab. SM ID (R+7 digits) Station 112+05

Lab. SM ID (Last 5 digits) Tested on Material Passing (No. 4 or 3/4" Sieve) 3/4

Optimum Moisture Content (OMC) (%) 1. Wt. of Pan & Wet Material (W1)(lb) or (g) 2370.0

Test Site Moisture

Determined Moisture (%) 2. Wt. of Pan & Dry Material (W2)(lb) or (g) 2188.7


Comments Comments 1 4. Wt. of Pan (W3)(lb) or (g) 100.0


% Moisture (0.1%) (Line 3 / Line 5) x 100 8.7



Compactor:



TD409 LWD Rev 12 INDIANA DEPARTMENT OF TRANSPORTATION ORIGINAL: PROJECT FILE

6/10/2014 LWD AND MOISTURE ACCEPTANCE TESTS COPY TO: OFFICE OF GEOTECHNICAL ENGINEERING, Indianapolis

AGGREGATES OVER CHEMICALLY MODIFIED SOILS


FIELD TEST NO.



Test Site Data

Station

Line No.

Ref. To Centerline



Number of Passes with Compactor

Comp. Agg.

LWD Assigned Test Number

Test Deflection (Sm) (mm)

Average Deflection (mm)

Maximum Allowable Deflection (mm)

Laboratory Data

Material Name and Type

Lab. SM ID (R+12 digits)

Optimum Moisture Content (OMC) (%)

Test Site MoistureDetermined Moisture (%)

Difference (Sp.Prov.-3% to OMC) 0 0 0

CommentsComments 1

Comments 2

PASS OR FAIL OR INFORMATION

REQUIREMENTS: ITM 506 DATA

Maximum Allowable Deflections Aggregates over Lime Modified Soil 0.30 (mm) Aggregates over Cement Modified Soil 0.27 (mm)

Test Number

Station

Tested on Material Passing (No. 4 or 3/4" Sieve) REMARKS:

1. Wt. of Pan & Wet Material (W1)(lb) or (g) CS = Crushed Stone, G= Gravel, S= Slag

2. Wt. of Pan & Dry Material (W2)(lb) or (g)

3. Wt. of Moisture (lb) Line 1 - Line 2 0.0 0.0 0.0

4. Wt. of Pan (W3)(lb) or (g)

LWD SD Card# 5. Wt. of Dry Material Line 2 - Line 4 0.0 0.0 0.0

Compactor: % Moisture (0.1%) (Line 3 / Line 5) x 100


LWD Accepting Data Sheet

Example


6/10/2014 LWD AND MOISTURE ACCEPTANCE TESTS COPY TO:OFFICE OF GEOTECHNICAL ENGINEERING, Indianapolis

FOR CHEMICALLY MODIFIED SOILS


FIELD TEST NO.



Test Site

Data

Station

Line No.

Ref. To Centerline



Number of Passes with Compactor 1

Chem. Modif.

LWD Assigned Test Number Test Deflection (Sm) (mm) 0.223 Average Deflection (mm)

Target Maximum Allowable Deflection (mm) 0.267

* From test sectionMaximum Allowable Deflection (mm)

Laboratory Data Lab. SM ID (R+12 digits)


Test Site Moisture

Determined Moisture (%)

Sec. 215, @ OMC or above 0 0 0

CommentsComments 1

Comments 2


REQUIREMENTS: ITM 506 DATAMaximum Allowable Deflections Lime Modified Soil 0.30 (mm), Cement Modified Soil 0.27(mm)

Test Number

Station

Tested on Material Passing (No. 4 or 3/4" Sieve) REMARKS: 1. Wt. of Pan & Wet Material (W1)(lb) or (g) * From test section (Determined by test section) 2. Wt. of Pan & Dry Material (W2)(lb) or (g)


4. Wt. of Pan (W3)(lb) or (g) LWD SD Card# 5. Wt. of Dry Material Line 2 - Line 4 0.0 0.0 0.0Compactor: % Moisture (0.1%) (Line 3 / Line 5) x 100

Cont’d.

Example





FIELD TEST NO.



Test Site

Data

Station

Line No.

Ref. To Centerline



Number of Passes with Compactor 1 2

Chem. Modif.

LWD Assigned Test Number Test Deflection (Sm) (mm) 0.223 0.243 Average Deflection (mm)


* From test section Maximum Allowable Deflection (mm) Laboratory Data Lab. SM ID (R+12 digits) Optimum Moisture Content (OMC) (%)

Test Site Moisture



CommentsComments 1

Comments 2



Test Number

Station




Cont’d.

Example





FIELD TEST NO.



Test Site

Data

Station

Line No.

Ref. To Centerline



Number of Passes with Compactor 1 2 3

Chem. Modif.

LWD Assigned Test Number Test Deflection (Sm) (mm) 0.223 0.243 0.210 Average Deflection (mm) 0.225





Test Site Moisture



CommentsComments 1

Comments 2



Test Number

Station




Cont’d.

Example





FIELD TEST NO.



Test Site

Data

Station

Line No.

Ref. To Centerline



Number of Passes with Compactor 1 2 3

Chem. Modif.

LWD Assigned Test Number Test Deflection (Sm) (mm) 0.223 0.243 0.210 Average Deflection (mm)

Target Maximum Allowable Deflection (mm)

0.267




Test Site Moisture



CommentsComments 1

Comments 2



Test Number

Station




Cont’d.

Chemically modified soils …Three test per 1400 cyd for two lane road.

Chemically modified soils shall be ……………………proofrolled

Aggregates over chemically modified soils ………Three Test for 800 tons

Moisture Test ………………………….One Moisture Test /day

LWD Acceptance Testing

The aggregates larger than 1.5 in. shall not be over 15% in testing location.

The testing location shall not exceed 5% inclination.

The testing location shall not be frozen.

Test shall not be executed when deflection measurements are less than 0.2 mm.

LWD test is questionable in case of shallow ground water(2 feet) or soil with high moisture content.

Limitations

Quick and easy.

Inspector remains on grade at the test site.

Roller operator see the results. Contactor more aware of final test results.

Better understanding of water content.

Easily transfer the data electronically .

Modulus relates reliably with design parameters such as CBR, shear strength and Resilient Modulus.

Test takes about three minutes.

Conclusions

Modulus-Based Construction Specification for Compaction of Earthwork and Unbound Aggregate: Appendices

DRAFT FINAL REPORT

Prepared for

National Cooperative Highway Research Program NCHRP Project 10-84

Transportation Research Board ofThe National Academies

Submitted by:

The University of Texas at El PasoCenter for Transportation Infrastructure Systems

500 West University Avenue El Paso, TX 79968-0516

August 2014

TRANSPORTATION RESEARCH BOARD NAS-NRC

PRIVILEGED DOCUMENT

This interim report, not released for publication, is furnished only for review to members of or participants in the work of the National Cooperative Highway Research Program (NCHRP). It is to be regarded as fully privileged, and dissemination of the information included herein must be approved by the NCHRP

NCHRP Project 10-84

US-50

Selected Test Section in North Vernon

Evaluation of Modulus Based Devices

Subgrade Layer:

LWD modulus- 13810 psi.

DCP modulus- 29500 psi for the top 6-in. layer

DCP modulus-14900 psi for the 12 in. penetration (Composite modulus of the layer)

Subbase Layer:

LWD modulus – 14000 psi

The standard deviation of the LWD replicate tests was 500 psi

Subgrade Design Modulus 6500 psi

DeviceEstimated Tests Per 8-hr Day

Daily Employee

Rate

Daily Equipment

Rate

Daily Charge

Cost Per Test

(Approx.)

Est. Device Price

NDG including 1-Point Proctor

18 $336.00 $35.00 $371.00 $20.60 $ 8,000.00-$12,000.00

DCP 32 $336.00 $ 3.00 $339.00 $10.00 $ 1,000.00-$ 1,300.00

LWD 72 $336.00 $14.00 $350.00 $ 5.00 $ 10,000.00-$ 1,2000.00

Cost Comparison Among NDG, DCP, and LWD

Other Costs:NDG - Training: Safety and MaintenanceDCP - NoneLWD- Calibration and Verification

INDOT Compaction Requirements

ITM No. 506-13T Field Determination of Moisture Content of Soil

ITM No. 508-12T Field Determination of Deflection Using Light Weight Deflectometer

ITM No. 509-13TField Determination of Strength Using Dynamic Cone Penetrometer

ITM No. 512-13TField Determination of Maximum Dry Density and Optimum Moisture Content of Soil (AASHTO T272)

ITM No. 512-13TDetermination of the Quality of the Soil Plant Growth Layer

Indiana Test Methods (ITM’s)

Cont’d.

LWD Field Testing Procedures

http://intranet.indot.state.in.us/materialtests/pdfs/LWDFieldTestingProcedures.pdf

Link for:

ITM No. 914-13T

Verifying Soil Test Molds

ITM No. 915-13T

Verifying Soil Compaction Rammers



Tel: 317 610-7251 ext 228 317 903-0957 (Cell) [email protected]

Contact information:Nayyar Siddiki

mailto:[email protected]

non-nuclear methods for compaction control of unbound materials nayyar siddiki, m.s., p.e. geotech...

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