Non-Nuclear Methods for Compaction Control of Unbound Materials Nayyar Siddiki, M.S., P.E. Geotech Construction & Tech. Support Engineer Office of Geotechnical.

Non-Nuclear Methods for Compaction Control of Unbound Materials Nayyar Siddiki, M.S., P.E. Geotech Construction & Tech. Support Engineer Office of Geotechnical Services, INDOT September 22, 2015

JTRP & In-house Research 1998, JTRP Technical Report Series Cone 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-3537 QA/QC of Subgrade and Embankment Construction In-House Research Research and Technical Papers

Clegg Hammer (hammer weight, 10kg). Moisture ProbeMicrowave OvenMoisture 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 Handle Hammer Upper Road 22.6 in. Anvi l Connect Pin Drive Road 30 in. extension Tip 8 kg Variable Rod Drive Road

Soil type An Un-Assembled DCP Correlations R2R2 Penetration depth (inches) Range of applicability Coarse- grained soils Natural Blow Count= 0.17 x OMC 2 -5.94 x OMC + 600.950-to-128<OMC%<13 Manufactured Blow Count= 4.03 x ln (C u ) +2.640.990-to-123.0<C u <6.0 Fine-grained soils Blow Count= 13.03 x e -23 x PI + 8.05 x e -0.005x PI 0.990-to-6 8 > PI% Blow Count= 22.11 x e -0.23 x PI +13.04 x e -0.012 x PI 0.986-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/ft 3 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/ft 3 Silty Soil- Soil with a maximum dry density greater than 114 lb/ft 3 and less than or equal to 120 lb/ft 3 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 Information SIEVE 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 BACKFILLY OR N Date HYGROSCOPIC MOISTURE % Corrected Sample WeightSieve 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) RetainedPassing 1 1/2" 37.5 mm 1" 25.0 mm 3/4" 19.0 mm 1/2" 12.5 mmHYGROSCOPIC 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 Gravel Sand►►►► % Coarse Sand Silt,Clay&Coll. % Fine Sand AASHTO Classification = %Passing #4099.7 AASHTO Group Index = LL =PL =PI = LL and PI Blow Counts Liquid Limit PL44.0 Wet Soil/Tare Dry Soil/Tare Plasticity Index Moisture Loss 21.0 TareTested By: Dry Soil xx % Moisture

Sieve Analysis Data with LL & PL SIEVE 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 DistrictXXXX 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) RetainedPassing 1 1/2" 37.5 mm 0.0 100.0 1" 25.0 mm 0.0 100.0 3/4" 19.0 mm 0.0 100.0 1/2" 12.5 mm 0.0 100.0 HYGROSCOPIC MOISTURE 3/8" 9.5 mm 0.0 100.061.4 #4 4.75 mm 0.0 INITIAL WT. =111.4 #10 2.00 mm 0.0 FINAL WT. =110.0 #40 425um 0.399.7MOISTURE =1.3 #200 75um 3.296.8 0.00 Gravel0.0 Sand3.2 ►►►► 0.3% Coarse Sand Silt,Clay&Coll.96.8 2.9% Fine Sand AASHTO Classification = %Passing #4099.7 AASHTO Group Index = LL =PL =PI = LL and PI Blow Counts Liquid Limit PL44.0 Wet Soil/Tare Dry Soil/Tare Plasticity Index Moisture Loss 21.0 TareTested By: Dry Soil xx % Moisture

Sieve Analysis Data with LL & PL SIEVE 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 DistrictXXXX STRUCTURAL BACKFILLNY 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) RetainedPassing 1 1/2" 37.5 mm 0.0100.0 1" 25.0 mm 0.0 100.0 3/4" 19.0 mm 0.0 100.0 1/2" 12.5 mm 0.0 100.0 HYGROSCOPIC MOISTURE 3/8" 9.5 mm 0.0 100.0 TARE WT. =61.4 #4 4.75 mm 0.0 INITIAL WT. =111.4 #10 2.00 mm 0.0 FINAL WT. =110.0 #40 425um 0.399.7MOISTURE =1.3 #200 75um 3.296.8 0.00 Gravel0.0 Sand3.2 ►►►► 0.3% Coarse Sand Silt,Clay&Coll.96.8 2.9% Fine Sand AASHTO Classification = A-7-6 %Passing #4099.7 AASHTO Group Index =( 23 ) LL =44.0PL =23.0PI =21 LL and PI Blow Counts Liquid Limit PL292519 44.0 Wet Soil/Tare 32.2044.9343.5545.43 Dry Soil/Tare 30.9040.8939.8441.15 Plasticity Index Moisture Loss 1.304.043.714.28 21.0 Tare 25.2231.5331.4131.60 Tested By: Dry Soil 5.689.368.439.55 xx % Moisture 23.043.244.044.8

INDOT FIELD DCP TARGET BLOW COUNTS CONTRACT #XXXXDATE: SAMPLE ID #XXXXDISTRICT: 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 TYPE PI = ↓ ↓↓↓ (N DCP)REQ|0-12 " CU = #DIV/0! (N DCP)REQ|0-12" NOT SUITABLE FOR MSE WALLS (N DCP)REQ|0-6 " Proctor MATERIALIS NOTEQUIVALENT TO #4 STRUCTURAL BACKFILL MAX WET (pcf) MAY BE * = Additional #8 and #30 Sieve Information is Required MAX DRY (pcf)SULFATE (ppm) = OPTIMUM MOISTURE % ORGANIC % =1MARL%= COLOR= LLR = pH = SUITABLE FOR CHEMICAL MODIFICATION MATERIALEQUIVALENT TOANYSTRUCTURAL 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 #XXXXDATE: SAMPLE ID #XXXXDISTRICT: 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" NOT SUITABLE FOR MSE WALLS (N DCP)REQ|0-6 " Proctor MATERIALIS NOTEQUIVALENT 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 MATERIALEQUIVALENT TOSTRUCTURAL BACKFILL IS NOT COMMENTS: Common Ex DCP FIELD TARGET REV 10.2 06-16-14 Cont’d.

INDOT FIELD DCP TARGET BLOW COUNTS CONTRACT #XXXXDATE: SAMPLE ID #XXXXDISTRICT: 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 TYPE PI = 21 ↓ ↓ ↓↓ (N DCP)REQ|0-12 " CU = #DIV/0! (N DCP)REQ|0-12" NOT SUITABLE FOR MSE WALLS (N DCP)REQ|0-6 " CLAY6 Proctor MATERIALIS NOTEQUIVALENT 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 % =1MARL%= COLOR= LLR = pH = SUITABLE FOR CHEMICAL MODIFICATION MATERIALIS NOTEQUIVALENT TOANYSTRUCTURAL 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 TypeMoisture 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 Granular5 to 8% Moisture Range for Compaction The moisture range for all soil types are as follows

Silty, Sandy & Granular Soils 6” 3 rd Lift 6” 1 st Lift Dynamic Cone Penetrometer Testing Dynamic Cone Penetrometer (DCP) Clayey Soils 6” 2 nd Lift 3 rd Lift 6” 1 st Lift 2 nd Lift 3 rd Lift 2 nd 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)

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

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 pcf MC 12% 134 pcf Example-1 MDD=119 pcf OMC= 12% One Point Proctor ITM - 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 Proctor ITM – 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 N Value 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. lift  Bottom 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 6 inches 8 inches 8 inches 14 inches 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

The frequency of DCP measurements is: 1 DCP test for every 50 ft of linear MSE wall Or 5 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

(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) 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 Soil0.30 Cement Modified Soil0.27 Aggregates over Lime Modified Soil0.30 Aggregates over Cement Modified Soil0.27 Materials not included in the table need a test pad.

Test Pad Construction Test 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 NumberAverage12345678910 Subgrade LWD Info TypeLWD Assigned Test Number Avg.Test Deflection(S m )(mm)(Info) LWD Test Section Data PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) Test SiteMaximum 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)03. Wt. of Moisture (lb) Line 1 - Line 20.0 Comments Comments 1 4. Wt. of Pan (W3)(lb) or (g) Comments 2 5. Wt. of Dry Material Line 2 - Line 40.0 % 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 - STATIC LWD 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 NumberAverage12345678910 Subgrade LWD Info TypeLWD Assigned Test Number Avg.Test Deflection(S m )(mm)(Info) LWD Test Section Data PassesLWD Assigned Test Number4V+1S Avg.Test Deflection (S m ) (mm) 0.379 0.3870.375 0.3880.3750.3920.3890.3940.3720.3540.365 PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) Test SiteMaximum 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)03. Wt. of Moisture (lb) Line 1 - Line 20.0 Comments Comments 1 4. Wt. of Pan (W3)(lb) or (g) Comments 2 5. Wt. of Dry Material Line 2 - Line 40.0 % 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 - STATIC LWD 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 NumberAverage12345678910 Subgrade LWD Info TypeLWD Assigned Test Number Avg.Test Deflection(S m )(mm)(Info) LWD Test Section Data PassesLWD Assigned Test Number4V+1S Avg.Test Deflection (S m ) (mm) 0.379 0.3870.375 0.3880.3750.3920.3890.3940.3720.3540.365 PassesLWD Assigned Test Number5V+2S Avg.Test Deflection (S m ) (mm) 0.2730.269 0.278 0.2730.2690.2750.2650.2790.2700.274 PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) Test SiteMaximum 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)03. Wt. of Moisture (lb) Line 1 - Line 20.0 Comments Comments 1 4. Wt. of Pan (W3)(lb) or (g) Comments 2 5. Wt. of Dry Material Line 2 - Line 40.0 % 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 - STATIC LWD 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 NumberAverage12345678910 Subgrade LWD Info TypeLWD Assigned Test Number Avg.Test Deflection(S m )(mm)(Info) LWD Test Section Data PassesLWD Assigned Test Number4V+1S Avg.Test Deflection (S m ) (mm) 0.379 0.3870.375 0.3880.3750.3920.3890.3940.3720.3540.365 PassesLWD Assigned Test Number5V+2S Avg.Test Deflection (S m ) (mm) 0.2730.269 0.278 0.2730.2690.2750.2650.2790.2700.274 PassesLWD Assigned Test Number6V+3S Avg.Test Deflection (S m ) (mm)0.267 0.2660.2670.2750.2980.2680.2720.2690.2560.244 0.255 PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) Test SiteMaximum 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)03. Wt. of Moisture (lb) Line 1 - Line 20.0 Comments Comments 1 4. Wt. of Pan (W3)(lb) or (g) Comments 2 5. Wt. of Dry Material Line 2 - Line 40.0 % 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 - STATIC LWD 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 NumberAverage12345678910 Subgrade LWD Info TypeLWD Assigned Test Number Avg.Test Deflection(S m )(mm)(Info) LWD Test Section Data PassesLWD Assigned Test Number4V+1S Avg.Test Deflection (S m ) (mm) 0.379 0.3870.375 0.3880.3750.3920.3890.3940.3720.3540.365 PassesLWD Assigned Test Number5V+2S Avg.Test Deflection (S m ) (mm) 0.2730.269 0.278 0.2730.2690.2750.2650.2790.2700.274 PassesLWD Assigned Test Number6V+3S Avg.Test Deflection (S m ) (mm) 0.267 0.2660.2670.2750.2980.2680.2720.2690.2560.244 0.255 PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) PassesLWD Assigned Test Number Avg.Test Deflection (S m ) (mm) Test Site Maximum Allowable Deflection (mm)0.267 T255 DATA Laboratory Report Data Material Name and Type Test Number111 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 2181.2 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 42088.7 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 - STATIC LWD 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 (S m ) (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 Moisture Determined Moisture (%) Difference (Sp.Prov.-3% to OMC)000 Comments Comments 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 20.0 4. Wt. of Pan (W3)(lb) or (g) LWD SD Card# 5. Wt. of Dry Material Line 2 - Line 40.0 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 (S m ) (mm) 0.223 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 above000 Comments Comments 1 Comments 2 PASS OR FAIL OR INFORMATION REQUIREMENTS: ITM 506 DATA Maximum 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 20.0 4. Wt. of Pan (W3)(lb) or (g) LWD SD Card# 5. Wt. of Dry Material Line 2 - Line 40.0 Compactor: % 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 12 Chem. Modif. LWD Assigned Test Number Test Deflection (S m ) (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 above000 Comments Comments 1 Comments 2 PASS OR FAIL OR INFORMATION REQUIREMENTS: ITM 506 DATA Maximum 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 20.0 4. Wt. of Pan (W3)(lb) or (g) LWD SD Card# 5. Wt. of Dry Material Line 2 - Line 40.0 Compactor: % 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 12 3 Chem. Modif. LWD Assigned Test Number Test Deflection (S m ) (mm) 0.2230.243 0.210 Average Deflection (mm) 0.225 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 above000 Comments Comments 1 Comments 2 PASS OR FAIL OR INFORMATION REQUIREMENTS: ITM 506 DATA Maximum 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 20.0 4. Wt. of Pan (W3)(lb) or (g) LWD SD Card# 5. Wt. of Dry Material Line 2 - Line 40.0 Compactor: % 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 12 3 Chem. Modif. LWD Assigned Test Number Test Deflection (S m ) (mm) 0.2230.243 0.210 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 above000 Comments Comments 1 Comments 2 PASS OR FAIL OR INFORMATION REQUIREMENTS: ITM 506 DATA Maximum 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 20.0 4. Wt. of Pan (W3)(lb) or (g) LWD SD Card# 5. Wt. of Dry Material Line 2 - Line 40.0 Compactor: % 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 of The National Academies Submitted by: The University of Texas at El Paso Center 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

Device Estimated 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 DCP32$336.00$ 3.00$339.00$10.00$ 1,000.00- $ 1,300.00 LWD72$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 Maintenance DCP - None LWD- 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. 509-13T Field Determination of Strength Using Dynamic Cone Penetrometer ITM No. 512-13T Field Determination of Maximum Dry Density and Optimum Moisture Content of Soil (AASHTO T272) ITM No. 512-13T Determination of the Quality of the Soil Plant Growth Layer

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) nsiddiki@indot.in.gov Contact information: Nayyar Siddiki

Non-Nuclear Methods for Compaction Control of Unbound Materials Nayyar Siddiki, M.S., P.E. Geotech Construction & Tech. Support Engineer Office of Geotechnical.

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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.

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Presentation on theme: "Non-Nuclear Methods for Compaction Control of Unbound Materials Nayyar Siddiki, M.S., P.E. Geotech Construction & Tech. Support Engineer Office of Geotechnical."— Presentation transcript:

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