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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
in accordance with ASTM D1140 and AASHTO T 89 & T 90
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!
(Weights recorded retained per sieve) Percentages (#200) 75 um #VALUE!
Sieve Size Weight Ret. (gms) Retained Passing
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 =
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
in accordance with ASTM D1140 and AASHTO T 89 & T 90
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!
(Weights recorded retained per sieve) Percentages (#200) 75 um #VALUE!
Sieve Size Weight Ret. (gms) Retained Passing
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
LL and PI Blow Counts Liquid Limit
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
INDOT FIELD DCP TARGET BLOW COUNTS
CONTRACT # XXXX DATE: SAMPLE ID # XXXX DISTRICT:
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
BLOW COUNT TARGET 95% C0MPACTION
BLOW COUNT TARGET 100% COMPACTION
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"
NOT SUITABLE FOR MSE WALLS
(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 =
SUITABLE FOR CHEMICAL MODIFICATION
MATERIAL EQUIVALENT TO STRUCTURAL BACKFILL IS NOT
COMMENTS:
Common Ex
DCP FIELD TARGET REV 10.2 06-16-14
Cont’d.
INDOT FIELD DCP TARGET BLOW COUNTS
CONTRACT # XXXX DATE: SAMPLE ID # XXXX DISTRICT:
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
BLOW COUNT TARGET 95% C0MPACTION
BLOW COUNT TARGET 100% COMPACTION
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"
NOT SUITABLE FOR MSE WALLS
(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 =
SUITABLE FOR CHEMICAL MODIFICATION
MATERIAL IS NOT EQUIVALENT TO ANY STRUCTURAL BACKFILL IS NOT
COMMENTS:
Common Ex
DCP FIELD TARGET REV 10.2 06-16-14
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
Dynamic Cone Penetrometer (DCP)
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
Dynamic Cone Penetrometer (DCP)
Dynamic Cone Penetrometer (DCP)
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
ONE POINT PROCTORITM-512
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.
-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
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.
-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
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
Dynamic Cone Penetrometer (DCP)
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.
Dynamic Cone Penetrometer (DCP)
LWD
ITM 508 Control Box
3
ASTM E 2583- 07
ZORN model ONLY
Light Weight Deflectometer
(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
Light Weight Deflectometer
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)
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
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
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 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
Avg. Test Deflection (Sm) (mm)
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
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
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 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 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
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
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
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 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 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
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
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
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
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 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 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
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
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
Passes LWD Assigned Test Number
Avg. Test Deflection (Sm) (mm)
Test Site Maximum Allowable Deflection (mm) 0.267 T255 DATA
Laboratory Report 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
Difference (Sp.Prov. -3% to OMC) 0 3. Wt. of Moisture (lb) Line 1 - Line 2 181.2 0.0 0.0 0.0 0.0 0.0
Comments Comments 1 4. Wt. of Pan (W3)(lb) or (g) 100.0
Comments 2 5. Wt. of Dry Material Line 2 - Line 4 2088.7 0.0 0.0 0.0 0.0 0.0
% Moisture (0.1%) (Line 3 / Line 5) x 100 8.7
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)
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
CONTRACT NO. PROJECT NO. ROAD NO. DATE WEATHER
FIELD TEST NO.
SITEMANAGER TEST NO.
SITEMANAGER SAMPLE I.D NO. (R+12 digits)
Test Site Data
Station
Line No.
Ref. To Centerline
Elevation or Lift No.
Compacted Depth of Lift (inches)
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 Serial Number RECORDED IN SITE-MANAGER: Qualified Technician:
LWD Accepting Data Sheet
Example
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
FOR CHEMICALLY MODIFIED SOILS
CONTRACT NO. PROJECT NO. ROAD NO. DATE WEATHER
FIELD TEST NO.
SITEMANAGER TEST NO.
SITEMANAGER SAMPLE I.D NO. (R+12 digits)
Test Site
Data
Station
Line No.
Ref. To Centerline
Elevation or Lift No.
Compacted Depth of Lift (inches)
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)
Optimum Moisture Content (OMC) (%)
Test Site Moisture
Determined Moisture (%)
Sec. 215, @ OMC or above 0 0 0
CommentsComments 1
Comments 2
PASS OR FAIL OR INFORMATION
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)
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 0.0Compactor: % Moisture (0.1%) (Line 3 / Line 5) x 100
Cont’d.
Example
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
FOR CHEMICALLY MODIFIED SOILS
CONTRACT NO. PROJECT NO. ROAD NO. DATE WEATHER
FIELD TEST NO.
SITEMANAGER TEST NO.
SITEMANAGER SAMPLE I.D NO. (R+12 digits)
Test Site
Data
Station
Line No.
Ref. To Centerline
Elevation or Lift No.
Compacted Depth of Lift (inches)
Number of Passes with Compactor 1 2
Chem. Modif.
LWD Assigned Test Number Test Deflection (Sm) (mm) 0.223 0.243 Average Deflection (mm)
Target Maximum Allowable Deflection (mm) 0.267
* From test section Maximum Allowable Deflection (mm) Laboratory Data Lab. SM ID (R+12 digits) Optimum Moisture Content (OMC) (%)
Test Site Moisture
Determined Moisture (%)
Sec. 215, @ OMC or above 0 0 0
CommentsComments 1
Comments 2
PASS OR FAIL OR INFORMATION
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)
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 0.0Compactor: % Moisture (0.1%) (Line 3 / Line 5) x 100
Cont’d.
Example
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
FOR CHEMICALLY MODIFIED SOILS
CONTRACT NO. PROJECT NO. ROAD NO. DATE WEATHER
FIELD TEST NO.
SITEMANAGER TEST NO.
SITEMANAGER SAMPLE I.D NO. (R+12 digits)
Test Site
Data
Station
Line No.
Ref. To Centerline
Elevation or Lift No.
Compacted Depth of Lift (inches)
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
Target Maximum Allowable Deflection (mm) 0.267
* From test sectionMaximum Allowable Deflection (mm)
Laboratory Data Lab. SM ID (R+12 digits)
Optimum Moisture Content (OMC) (%)
Test Site Moisture
Determined Moisture (%)
Sec. 215, @ OMC or above 0 0 0
CommentsComments 1
Comments 2
PASS OR FAIL OR INFORMATION
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)
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 0.0Compactor: % Moisture (0.1%) (Line 3 / Line 5) x 100
Cont’d.
Example
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
FOR CHEMICALLY MODIFIED SOILS
CONTRACT NO. PROJECT NO. ROAD NO. DATE WEATHER
FIELD TEST NO.
SITEMANAGER TEST NO.
SITEMANAGER SAMPLE I.D NO. (R+12 digits)
Test Site
Data
Station
Line No.
Ref. To Centerline
Elevation or Lift No.
Compacted Depth of Lift (inches)
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
* From test sectionMaximum Allowable Deflection (mm)
Laboratory Data Lab. SM ID (R+12 digits)
Optimum Moisture Content (OMC) (%)
Test Site Moisture
Determined Moisture (%)
Sec. 215, @ OMC or above 0 0 0
CommentsComments 1
Comments 2
PASS OR FAIL OR INFORMATION
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)
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 0.0Compactor: % Moisture (0.1%) (Line 3 / Line 5) x 100
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