hot mix asphalt testing technician - cttp mix asphalt testing technician ... if an asphalt core has...
TRANSCRIPT
![Page 1: HOT MIX ASPHALT TESTING TECHNICIAN - cttp MIX ASPHALT TESTING TECHNICIAN ... If an asphalt core has a specific gravity of 2.335, ... Allowable Field Tolerances 5.1 % to 5.7 % 3.0 %](https://reader031.vdocument.in/reader031/viewer/2022021820/5aef80e37f8b9ad0618ce58d/html5/thumbnails/1.jpg)
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HOT MIX ASPHALTTESTING TECHNICIAN
developed by:The University of Arkansas, Dept. of Civil Engineering
in conjunction withThe Arkansas Department of Transportation
Refresher Info
Sampling / Reduction
Design / Volumetrics
• ARDOT Specifications
• Calibrations
Gyratory Compaction
Gmb / Gmm• % Air Voids & % VMA
% Binder• AC Gauge • Ignition Oven
% Compaction• Cores • Nuclear Density
COURSE OVERVIEW
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Written Exam• ≈ 60 Questions
• Closed Book Exam• 2 Hour Time Limit
• 70 % Overall to Pass
Results• www.cttp.org
• Letter & Certification
Performance Exam
• 6 Exam Stations
• Gyratory Compactor
• Bulk SpG (Gmb)
• Max SpG (Gmm)
• Ignition Oven
• AC Gauge
• Density Gauge
TEST DAY
BASIC AGGREGATES CERTIFICATION RENEWAL
Certification Expires Dec. 31, 2022To prevent expiration :
• Take online Basic Aggregates Certification Renewal course during 2022
• Pass online test for Basic Aggregates Certification Renewal course during 2022
• Cost - $0 (none)
• Extends Basic Aggregates Certification through 2027
If not completed prior to Jan. 1, 2023, other ARDOT certifications will be revoked
• Soils, Hot-Mix Asphalt, Concrete, Concrete Strength
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1 lb = 453.6 g
1 ton = 2000 lb
1 yd² = 9 ft²
1 station = 100 ft
CONVERSIONS
TERMINOLOGY
Terms and formulas relating to mix design and acceptance testing for asphalt mixtures and
pavements
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TERMINOLOGY
HMA - Hot Mix Asphalt (Binder & Aggregate)
Binder – An asphalt-based cement produced from petroleum residue with or without modifiers (AR PG Grades 64-22, 70-22, 76-22)
Aggregate – A granular material (sand, crushed stone or gravel, steel slag). May refer to an individual aggregate type or to the blend of several different aggregates
TERMINOLOGY
Nominal Maximum Aggregate Size (NMAS)• Superpave : One size larger than the first sieve that
retains more than 10% aggregate
Maximum Aggregate Size (MAS) • Superpave : One size larger than the NMAS
The NMAS is the designated size of an ARDOT asphalt mix design
• (9.5 mm, 12.5 mm, 25.0 mm, 37.5 mm)
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TERMINOLOGY
X Y Z
(quantity) (material) (type)
G : specific gravity a : air a : absorbed
W : weight (mass) b : binder b : bulk
V : volume s : stone (agg) e : effective
P : percent m : mix m : maximum
Gb - SpG of the binder Gmb - Bulk SpG of the mix
Xyz
Mix Design
• Determines the blend which will produce the required properties
• AASHTO R 35
• ASSHTO M 323
• ARDOT Specifications
Field Testing (QC/QA)
• Determines compliance with ARDOT specifications based on the approved mix design
TERMINOLOGY
Mix design is separate from field testing. However, many terms and calculations are the same!
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TERMINOLOGY
Ps + Pb = 100 %
%
%
ARDOT bases the % binder on the total mix weight
=+
Agg Wt. + Binder Wt. = Mix Wt.
TERMINOLOGY
What is the Ps if the Pb = 5.6 % ?
%
% . % . %
Report Ps & Pb to the nearest 0.1 %
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TERMINOLOGY
Specific Gravity (G)
• Relative density to water
• How many times lighter or heavier than water an object is
Density (D). / ³
G = 2.336D = 145.8 lb/ft³
4500 g
1926 gG = 1.000D = 62.4 lb/ft³
Report density to the nearest 0.1 pcf
TERMINOLOGY
If an asphalt mixture has a specific gravity of 2.428, what is the density (lb/ft³) of the mixture?
. / ³
. . .
151.5 lb/ft³
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TERMINOLOGY
If an asphalt core has a specific gravity of 2.335, what is the density (lb/ft³) of the core?
Specific Gravity of Binder (Gb)
• Mix Design
• 77 °F
• Field Testing
• 77 °F or 60 °F
• 77 °F is used for all calculations
Conversion
.
What is the Gb77for binder
with a Gb60= 1.025 ?
. .. .
TERMINOLOGY
Report all specific gravities to the nearest 0.001
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TERMINOLOGY
Bulk Specific Gravity of the Mixture (Gmb)
• Specific gravity of a compacted asphalt mixture
• Used to determine the volumetric properties of compacted mixes relative to the Gmm
A = dry weightB = SSD weightC = submerged weight
Report all specific gravities to the nearest 0.001
TERMINOLOGY
Determine the Gmb of the compacted specimen
Dry Weight 4556.7Submerged Weight 2621.0SSD Weight 4563.5
ACB
.. .
.
..
2.346
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TERMINOLOGY
Determine the Gmb of the compacted specimen
Dry Weight 2327.2Submerged Weight 1398.6SSD Weight 2332.0
TERMINOLOGY
% Absorption (% Abs)
• The percentage of water absorbed by the specimen based on the volume of the specimen
• If Gmb is determined using AASHTO T 166 (Bulk Specific Gravity) and the absorption of the specimen is > 2 %, the test results for Gmb are not valid and an alternative test method (AASHTO T 275 or AASHTO T 331) must be used
% %A = dry weightB = SSD weightC = submerged weight
Report % absorption to the nearest 0.01 %
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% Absorption
%
Dry Wt (air) = 4573.6 g
SSD Wt (air) = 4585.1 g
Sub. Wt = 2633.0 g
TERMINOLOGY
%. .. .
%..
% . %
0.59 %
A
B
C
TERMINOLOGY
Determine the % absorption of the compacted specimenDry Weight 4558.3Submerged Weight 2631.2SSD Weight 4571.0
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TERMINOLOGY
Max. Theor. Specific Gravity of the Mixture (Gmm)
• Specific gravity of an asphalt mixture with no air voids
• Used to determine the relative density and % compaction of compacted asphalt mixtures
A = dry weightC = submerged weight
Report all specific gravities to the nearest 0.001
TERMINOLOGY
Determine the Gmm of the asphalt mixture
Dry Weight 1786.4(Pyc + S) Sub Weight 2348.7(Pyc) Sub Weight 1300.0
A
.. .
..
.
2.422
C = 1048.7
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TERMINOLOGY
Determine the Gmm of the asphalt mixture
Dry Weight 2833.3(Pyc + S) Sub Weight 2961.1(Pyc) Sub Weight 1301.2
TERMINOLOGY
Relative Density (% Compaction)
• Density of a mixture relative to a standard
• Maximum Theoretical Density or Specific Gravity
% %
Gmm100 %
Gmb96 %
Report % compaction to the nearest 0.1 %
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TERMINOLOGY
Determine the % compaction
Gmb of Core 2.329Gmm of Mix 2.428
% %
%..
% . %
95.9 %
TERMINOLOGY
Determine the % compaction
Gmb of Core 2.358Gmm of Mix 2.502
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TERMINOLOGYAir Voids (Va)
(volume of air between coated aggregate particles)
Stone(Aggregate)
Voids in the Mineral Aggregate (VMA)
(volume of air voids + volume of effective asphalt coating)
Binder(asphalt cement)
TERMINOLOGY
% Air Voids (Va)
• Volume of air pockets in a compacted asphalt mixture
% %
Gmm100 %
Gmb96 %
Va = 4 % Va = 0 %
% % %
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TERMINOLOGY
Find the reported % air voids
Gmb 1 2.363 Gmm 2.447Gmb 2 2.367
% %
%..
% % . % . %
3.4 %
% Compaction
Average Gmb 2.365
Report % air voids to the nearest 0.1 %
TERMINOLOGY
Find the reported % air voids
Gmb 1 2.305 Gmm 2.413Gmb 2 2.303
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TERMINOLOGY
Effective Specific Gravity of the Aggregate (Gse)
• Specific gravity of the aggregate including the volume of pervious pore spaces not filled with asphalt
Report all specific gravities to the nearest 0.001
TERMINOLOGY
Determine the Gse of the mixture
Pb 5.7 %Gmm 2.413Gb77
1.032
100% 5.7% 94.3%
.
...
.. … . …
..
.
2.625
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TERMINOLOGY
Determine the Gse of the mixture
Pb 4.2 %Gmm 2.555Gb60
1.032
TERMINOLOGY
Voids in the Mineral Aggregate (VMA)
• Volume of air voids and effective asphalt coating in an asphalt mixture
%
%
Report % VMA to the nearest 0.1 %
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TERMINOLOGY
Calculate the % VMA for the mixture
Gmb 1 2.305 Pb 6.0 % VMACF 1.8 % Gmb 2 2.303 Gse 2.612
%
%. . %
.% . % . %
. % . % . %
Average Gmb 2.304Ps 94.0 %
TERMINOLOGY
Calculate the % VMA for the mixture
Gmb 1 2.425 Pb 4.6 % VMACF 0.5 % Gmb 2 2.431 Gse 2.635
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ARDOT ACHM MIX DESIGNS
Relationships between ARDOT
asphalt mix designs and field acceptance
testing and quality control
ACHM MIX DESIGN
ARDOT ACHM Mix Designs are approved for a period of 5 years provided that the mix design produces satisfactory
results during production and placement
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Mix Design Properties
Optimum Asphalt Binder : 5.4 %
Air Voids : 4.0 %
VMA : 14.5 %
VFA : 73.1 %
Fines to Asphalt Ratio : 0.99
Retained Stability : 96.1 %
Nmax : 205
Asphalt Binder : Hog Oil PG 76-22
APA Results : 1.055 mm
Allowable Field Tolerances
5.1 % to 5.7 %
3.0 % to 5.0 %
13.5 % to 16.0 %
5.000 mm or less
ACHM MIX DESIGN
Page 1 of ARDOT Mix DesignMix Design Number : HM000-14
ACHM MIX DESIGNNo. Aggr. ID Aggr. Name Source Location
1 Hog7500 ¾” Chip Hogville Group, Hog Quarry Fayetteville, AR
2 Hog5000 ½” Chip Hogville Group, Hog Quarry Fayetteville, AR
3 Hog3750 3/8” Gravel Hogville Group, Hog Sand & Gravel Fayetteville, AR
4 Hog2200 Ind. Sand Hogville Group, Hog Quarry Fayetteville, AR
5 Hog2000 Screenings Hogville Group, Hog Quarry Fayetteville, AR
Sieve Size 1 2 3 4 5 Job Mix Control Points
19 100 100 100 100 100 100 100 %
12.5 74 100 100 100 100 95 90 – 100 %
9.5 47 91 100 100 99 87 90 % Max
4.75 5 21 96 94 80 54
2.36 3 3 76 65 61 36 28 - 58 %
1.18 3 3 51 43 49 26
0.6 3 3 32 25 41 18
0.3 3 3 17 16 32 12
0.15 2 2 8 14 22 8
0.075 1.5 1.0 3.5 10.0 12.0 4.6 2 – 10 %
Cold Feed % 20 29 22 15 14
Gsb 2.520 2.616 2.559 2.496 2.544
Page 2 of ARDOT Mix Design
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ACHM MIX DESIGNDesign Summary
Mix Design #: HM000-14 Mix Type : 12.5 mm ACHM Surface
Total Asphalt Content %: 5.40 % Air Voids (Va): 4.0
VMA: 14.7
Max. Theor. SG (Gmm): 2.400 VMA Corr. Factor: 1.5
Asphalt Binder: PG 76-22 Gsb: 2.556
Asphalt Binder Source: Hog Oil Company Gse: 2.601
Mixing Temp (F): 340 Gse: 2.601
Compaction Temp (F): 310 Gb: 1.020
Antistrip Source: N/A
Antistrip %: 0 Ni: 9
% Retained Stability: 96.1 Nd: 125
Nm: 205
Loaded Wheel Test (LWT) Data (mm) = 1.055 Spec Max = 5.000 mm
Page 3 of ARDOT Mix Design
ARDOT SPECIAL TESTS
Tests required at the start of production for a new mix design and in the event of a 90 day or more interruption in mix production
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Plant Set
• Mix Design %
• Cold Feed %
• Opt. % Binder
Verify
• % Air Voids & % VMA
• % Binder & Gradation
After Verification
• Aggregate proportion adjustments can be made
• ≈ 5% per bin limit
• 10% total adjustment
• May submit as field design to Engineer
FIELD VERIFICATION OF ACHM
TEST METHOD FOR WATER SENSITIVITY FOR COMPACTED
BITUMINOUS MIXTURESAHTD 455 A
Uses gyratory compacted specimens to evaluate the effects of water and temperature on the strength of asphalt mixtures
Stripping
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Mix Design Requirement
• Mix must retain ≥ 80 % strength
Field Requirement
• Mix must retain ≥ 70 % strength
TEST FOR WATER SENSITIVITYAHTD 455 A
Stripping
When • Once during 1st
three days of production
• After 90 day interruption
Breaking Heads • Use Lottman head if
stability >10,000 lb
Equipment
TEST FOR WATER SENSITIVITYAHTD 455 A
Standard Lottman
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Specimens
• (4) 6” Gyratory Specimens
• Approximately 3 ¾” high (95 mm)
• ≈ 1000 g less than full size specimen
• Compact to Ndesgyrations
TEST FOR WATER SENSITIVITYAHTD 455 A
Group A
• Submerge in water bath 30 - 40 min
• 140° ± 1.8°F
• Remove from water and immediately break (30 s)
• Record stability (lb) and flow (0.01 in)
Group B• Within 24 hours,
vacuum for 1 hour @ 30mm Hg
• Submerge in 140°F water bath for 24 hours
• Remove and break
• Record stability (lb) and flow (0.01 in)
TEST FOR WATER SENSITIVITYAHTD 455 A
% . %
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BATCHING & MIXING ASPHALT MIXTURES
AHTD 449 A
Batching is used to blend aggregates and binder together in a controlled manner to produce specific properties or duplicate a mix design
Careful batching produces repeatable results!
Mix Designs
Calibrations• Ignition Oven
• AC Gauge
Requirements• % Binder
• Cold Feed %
BATCHING
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Collect binder samples• Manufacturer
• PG Grade
Collect representative stockpile samples
• Oven dry all aggregates
• Fractionate if needed
Determine the size of sample to be batched
• See specification
Determine the number of “points” to be batched
• See specification
BATCHING
BATCHING
Aggregate Weight (10,000 g)
Aggregate %
3/4” Chip 20
1/2” Chip 33
3/8” Gravel 22
Ind. Sand 18
Nat. Sand 7
Weight
(0.20)(10,000) = 2,000
(0.33)(10,000) = 3,300
(0.22)(10,000) = 2,200
(0.18)(10,000) = 1,800
(0.07)(10,000) = 700
Total = 100 Total = 10,000
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BATCHING
Determine the aggregate batch weights if the required total aggregate weight is 8,000 g.
Aggregate %
3/4” Chip 30
1/2” Screen 28
1/4” Screen 25
Ind. Sand 17
BATCHING
Mix Weight (1,700 g) Pb (6.0 %)
Material %
Binder 6.0
Weight
(0.06)(1,700) = 102
Ps (94.0%)
Total = 100 Total = 1,598.0
Aggregate 94.0
3/4” Chip 36
1/2” Chip 40
Ind. Sand 24
(0.94)(1,700) = 1,598.0
(0.36)(1,598) = 575.3
(0.40)(1,598) = 639.2
(0.24)(1,598) = 383.5
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BATCHING
Calculate the batch weights for the asphalt mixture if the desired mix weight is 3,300 g and the binder content is to be 5.2%.
Aggregate %
3/4” Chip 35
1/2” Chip 32
Ind. Sand 33
Batch out # of points required
• Include “butter batch”
Preheat aggregate and binder in oven to mixing temperature
• Place binder in oven ≈ 1-2 hours prior to mixing
Preheat tools and mixing bucket
• Clean and / or “butter” mixing bucket
• Buttering prevents a low binder content in the first batch
MIXING
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Tare out mixing bucket • Scales must be
readable to the nearest 0.1 g
Place aggregate batch into bucket
Prepare “crater”
MIXING
0.0 g
Record weight of aggregate in bucket
Determine mix weight or weight of binder to be added
Add binder to bucket
MIXING
%
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MIXING
Determine the mix weight or binder weight needed for a calibration point. The Pb = 5.6 % and the measured weight of aggregate in the mixing pot is 7998.2 g.
% . % . %
.
. % % .
. . .
MIXING
Determine the mix weight or binder weight needed for a calibration point. The Pb = 5.0 % and the measured weight of aggregate in the mixing pot is 7996.5 g.
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Adjust to exact weight of binder
Mix thoroughly
MIXING
MIXING
Empty mixing bucket into a sample container • Use spatula or spoon to clean out all material
Verify bucket weight is within ± 5 g of initial weight bucket
• If not, scrape until weight is within tolerance• Reheat bucket if necessary
Add all scraped out material to sample container
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MIXING RAP/RAS
Remove heated aggregate sample from oven
Add unheated RAP
Place sample back into oven for 1 hour at mixing temperature
Remove sample from oven and add RAS
Add binder and mix thoroughly
RAP – reclaimed asphalt pavement RAS – reclaimed asphalt shingles
CALIBRATIONS
Good calibrations require batching and mixing accurately
Errors made during calibration will create inaccurate field testing results
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CALIBRATION OF ASPHALT CONTENT GAUGE TROXLER 3241‐C
AHTD 449A
An AC gauge calibration establishes a calibration curve that correlates count values detected by the gauge to the % binder in the asphalt mixture.
In field testing, the gauge compares the calibration curve to the field test counts and returns the appropriate % binder.
Calibrations
• Gauge specific
• Mix design specific
Calibrations should be done at the expected location of testing
CALIBRATION OF AC GAUGEAHTD 449A
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Equipment
• AC Gauge
• Sample Pans (3+)
• Scales
• Readable to 0.1 g
• Capacity ≥ 12,000 g
• Leveling Plate
• ≥ ¾’’ Plywood
• ≥ ½’’ Plexiglass
• ≥ 0.4’’ Metal Plate
• Thermometer
• 50 – 500 °F
CALIBRATION OF AC GAUGEAHTD 449A
Batch Calib. Points
• 4 points required
• 8000 g aggregate
• Includes weight of RAP and RAS
Mix Points
• Example: Opt. = 6.2 %
• Point 1 @ 5.2%
• Point 2 @ 6.2 %
• Point 3 @ 7.3 %
• Point 4 @ 0.0%
Return mixed samples to oven to maintain temperature
CALIBRATION OF AC GAUGEAHTD 449A
Dry Batch 0 %
Design - 1 %
Design Optimum
Design + 1 %
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CALIBRATION OF AC GAUGEAHTD 449A
Adjust oven temperature to calibration temperature
• Choose temperature of 200 - 300 °F
• Field testing is ≈ ± 10 °F of calibration temperature
Prepare “blank” pan• Tare pan or record empty
weight of pan
CALIBRATION OF AC GAUGEAHTD 449A
Fill sample pan with dry aggregate in 2 layers
• 1st Layer
• Add aggregate until pan is ≈ half full
• Tamp aggregate and work corners with scoop or spoon
• Drop pan ≈ 1 inch onto hard surface
• 2nd Layer
• Add aggregate until just over full
• Tamp aggregate and work corners
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Level the top surface with a straight edge
Determine the net weight of aggregate to nearest whole gram
CALIBRATION OF AC GAUGE AHTD 449A
CALIBRATION OF AC GAUGE AHTD 449A
1. Record net weight of aggregate.2. Dump aggregate back into original pan with remaining
aggregate. Remix by turning aggregate over a minimum of three times using scoop.
3. Fill pan a second time and record net weight of aggregate.
4. Repeat filling and weighing steps until two consecutive tries are within ± 25 g of each other.
5. Use the last weight as the calibration net weight.
This is the net weight used for all remaining samples!
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Prepare Asphalt Samples
• Tare pan
• Fill pan in two layers
• Work corners with scoop
• Overfill pan on top lift
• Adjust weight to = net weight of dry sample (± 5 g)
• Use leveling plate to compress sample into pan
CALIBRATION OF AC GAUGEAHTD 449A
Repeat for the remaining samples
• Optimum
• Optimum ± 1%
Place sample pans in oven to retain temperature
• Do not reheat asphalt samples
CALIBRATION OF AC GAUGEAHTD 449A
DRY
+ 1 %OPT.
- 1 %
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Turn on gauge and allow to warm up
Check chamber to make sure it is clean and empty
Keep chamber door closed during operation
CALIBRATION OF AC GAUGE AHTD 449A
- GAUGE READY -11:11 11/28Time : 4 minutesCalib# 12.5
YES NO/CE
STORE PRINT
CALIB TIME
SHIFT BKG
9
1
4
7
2
5
8
0
6
3
.START/ENTER
Change time (16 min)
▼ TIME
▼ YES
▼ 4 (16 min)
CALIBRATION OF AC GAUGEAHTD 449A
YES NO/CE
STORE PRINT
CALIB TIME
SHIFT BKG
9
1
4
7
2
5
8
0
6
3
.START/ENTER
- Count Time -4 min.
Do you wantto change?
Sel : 1 - 1 min. 2 - 4 min.3 - 8 min.4 - 16 min.
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Begin calibration
▼ CALIB
▼ 3 (New Calib.)
▼ 1 (Sample Pan)
CALIBRATION OF AC GAUGEAHTD 449A
YES NO/CE
STORE PRINT
CALIB TIME
SHIFT BKG
9
1
4
7
2
5
8
0
6
3
.START/ENTER
Calib # 12.5 1 - Review Calib.2 - Stored Calib.3 - New Calib.
CALIB. TYPE Select :
1 - Sample Pan2 - Plug Pan
▼ 2 (Gauge derived)
▼ YES
CALIBRATION OF AC GAUGEAHTD 449A
YES NO/CE
STORE PRINT
CALIB TIME
SHIFT BKG
9
1
4
7
2
5
8
0
6
3
.START/ENTER
Select source for New Calib.
1 - Keypad input2 - Gauge derived
Background : 2022 Time : 16 minutes
Want to take anew background?
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▼ START
▼ YES
CALIBRATION OF AC GAUGEAHTD 449A
YES NO/CE
STORE PRINT
CALIB TIME
SHIFT BKG
9
1
4
7
2
5
8
0
6
3
.START/ENTER
Empty chamber & Press START for
16 minuteBackground count
New Background count = 2035
Want to use thenew count ?
▼ Weight ▼ ENTER
▼ 3 ▼ ENTER
CALIBRATION OF AC GAUGEAHTD 449A
YES NO/CE
STORE PRINT
CALIB TIME
SHIFT BKG
9
1
4
7
2
5
8
0
6
3
.START/ENTER
Blank sample Net WT : _______ g
Input andPress ENTER
How many samples (2 – 12)? ___
Input andPress ENTER
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▼ % AC ▼ ENTER
▼ START
CALIBRATION OF AC GAUGEAHTD 449A
YES NO/CE
STORE PRINT
CALIB TIME
SHIFT BKG
9
1
4
7
2
5
8
0
6
3
.START/ENTER
- Sample # 1 -%AC : _______%
Input andPress ENTER
Load sample # 1 Close door
& Press STARTTime : 960 sec.
Record Counts
▼ ENTER
Repeat process for all calibration points
CALIBRATION OF AC GAUGEAHTD 449A
Counts : 2910
Press ENTER
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Working
▼ YES
▼ 1 (Screen)
CALIBRATION OF AC GAUGEAHTD 449A
YES NO/CE
STORE PRINT
CALIB TIME
SHIFT BKG
9
1
4
7
2
5
8
0
6
3
.START/ENTER
Fit coeff : 0.999 Want to review
input data?
Select method of viewing data :
1 - Screen2 - Printout
≥ 0.995
▼ YES
▼ YES (record)
▼ YES
▼ YES
CALIBRATION OF AC GAUGEAHTD 449A
- Review Data -Weight : 6901g
Background : 2022(Press YES)
A1 : -6.014918A2 : 3.890560A3 : 0.000000000
(Press YES)
# 1 : 5.300%ACCounts: 2910Diff = -0.007%AC
(Press YES)
# 2 : 6.300%ACCounts: 3162Diff = 0.013%AC
(Press YES)
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▼ YES
▼ YES
▼ YES
▼ MIX # ▼ ENTER
CALIBRATION OF AC GAUGEAHTD 449A
# 3 : 7.300%ACCounts: 3424Diff = -0.006%AC
(Press YES)
Fit coeff : 0.999Do you want toActivate thisCalibration ?
CalibrationActivated !
Want to store Calibration ?
Calibration # ?________
Input and Press ENTER
Gauge is now calibrated and ready for use
Run 16 min. “blank” sampleRecord counts
Dry counts may be used to check for changes in aggregateRecord calibration data
• Gauge #
• Mix Design Number
• Net Sample Weight
• Test Temperature
• Fit Coefficient
• Calibration Information
CALIBRATION OF AC GAUGEAHTD 449A
- GAUGE READY -1:00 11/28Time : 16 minutesCalib# 2008
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2 Point Calibration
Fit Coefficient = 1.000
ALWAYS, Even if wrong
% AC Counts
5.0 2900
7.0 3580
CALIBRATION OF AC GAUGEAHTD 449A
5
5.5
6
6.5
7
2800 3000 3200 3400 3600%
Pb
Counts
3 Point Calibration
Fit Coefficient ≈ 0.998
Straight line fit
% AC Counts Diff.
5.0 2900 -0.017
6.0 3120 0.017
7.0 3580 -0.016
CALIBRATION OF AC GAUGEAHTD 449A
5
5.5
6
6.5
7
2800 3000 3200 3400 3600
% P
b
Counts
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3+ Point Calibration
Fit Coefficient ≥ 0.999Curved fit
% AC Counts Diff.
5.0 2900 -0.002
5.5 3000 0.001
6.0 3120 -0.001
6.5 3300 0.001
7.0 3580 -0.002
CALIBRATION OF AC GAUGEAHTD 449A
5
5.5
6
6.5
7
2800 3000 3200 3400 3600%
Pb
Counts
DETERMINING THE ASPHALT BINDER CONTENT OF HOT MIX
ASPHALT (HMA) BY THE IGNITION METHOD
AASHTO T 308
Calibration : Establishes correction factors for binder content and aggregate breakdown
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Correction factors are mix design and ignition oven specific
• > 5% change in mixture proportions requires a new calibration
Equipment
• Ignition Oven
• Specimen Basket
• Catch Pan
• Scales
• Readable to 0.1 g
IGNITION OVEN CALIBRATIONAASHTO T 308
Samples• All samples are
laboratory batched using oven dried aggregate (JMF)
• AASHTO T 30
• Mix all samples with asphalt using the optimum % binder from the mix design
Samples may notexceed minimum mass by more than 500g
IGNITION OVEN CALIBRATIONAASHTO T 308
NMASMinimum Mass (g)
# 4 1200 g3/8” 1200 g1/2” 1500 g3/4” 2000 g
1” 3000 g1 ½” 4000 g
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IGNITION OVEN CALIBRATIONAASHTO T 308
Binder Correction Factor
• Batch and mix 2 samples at the design % binder
• Turn ignition oven on and input required data
• Set chamber temperature to 538 °C
• Set calibration factor to 0.00
• Allow oven to reach chamber set point temperature
Burn Samples
Record Data
• Binder content from the printed ticket (Calib. Asphalt Ctnt)
• Save sample remains for aggregate CF
Elapsed Time : 57:21
Sample Weight : 1838g
Weight Loss : 116.3g
Percent Loss : 6.32 %
Temp Comp : 0.16 %
Calib. Factor : 0.00 %
Calib. Asphalt Ctnt 6.16 %
Filter Set Pt : 850°C
Chamber Set Pt : 538°C
IGNITION OVEN CALIBRATIONAASHTO T 308
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IGNITION OVEN CALIBRATIONAASHTO T 308
Compare Burned Calibration Samples• Sample 1 – 6.16 % @ 538°C
• Sample 2 – 6.20 % @ 538°C
If difference ≤ 0.15 %• Compute a correction factor (CF)
If difference > 0.15 %• Burn two more samples @ 538°C
• Throw out high and low values
• Compute a correction factor (CF)
0.04 % Difference
CF is the difference between the actual
and measured binder contents
IGNITION OVEN CALIBRATIONAASHTO T 308
Difference ≤ 0.15 % Design % = 6.0 %
• Sample 1 – 6.16 % @ 538°C
• Sample 2 – 6.26 % @ 538°C
Compute a correction factor (CF)
Average = 6.21 %
CF = 6.21 % - 6.00 % = 0.21 %
CF = 0.21 %
Diff. = 0.10 %
Report binder correction factors to the nearest 0.01 %
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IGNITION OVEN CALIBRATIONAASHTO T 308
Difference > 0.15 % Design % = 6.0 %
• Sample 1 – 6.16 % @ 538°C
• Sample 2 – 6.32 % @ 538°C
Burn two more samples
Throw out high an low values
• Sample 3 – 6.24 % @ 538°C
• Sample 4 – 6.35 % @ 538°C
Throw out!
Keep!
CF = 0.28 %Average = 6.28 % 6.28 % - 6.00 % = 0.28 %
Diff. = 0.16 %
IGNITION OVEN CALIBRATIONAASHTO T 308
If Correction Factor ≤ 1.0 % (538°C)
• Report CF
If Correction Factor > 1.0 %
• Start over but burn samples at 482°C
• Report CF even if > 1.0 % if established at 482°C
• If there is no improvement in the CF at 482 °C, you may use the CF from the higher temperature
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IGNITION OVEN CALIBRATIONAASHTO T 308
Determine the CF
Pb = 5.3 %
Sample 1 5.37 % @ 538 °C
Sample 2 5.40 % @ 538 °C
IGNITION OVEN CALIBRATIONAASHTO T 308
Determine the CF
Pb = 5.5 %
Sample 1 5.57 % @ 538 °C
Sample 2 5.78 % @ 538 °C
Sample 3 5.66 % @ 538 °C
Sample 4 5.80 % @ 538 °C
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IGNITION OVEN CALIBRATIONAASHTO T 308
Determine the CF
Pb = 6.4 %
Sample 1 7.92 % @ 538 °C
Sample 2 7.96 % @ 538 °C
Sample 3 6.66 % @ 482 °C
Sample 4 6.80 % @ 482 °C
IGNITION OVEN CALIBRATIONAASHTO T 308
Aggregate Correction Factors (ACF)
• Batched Samples
• (1) “Blank” Sample
• (2) Burnt Ignition Oven Samples
• Wash samples over # 200 sieve
• Use wetting agent
• Sieve samples
• Report % passing to nearest 0.1% for all sieves
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IGNITION OVEN CALIBRATIONAASHTO T 308
Compute ACF for each sieve
• Average gradations for burned samples
• Subtract average gradation from “blank” gradation
.
Report aggregate correction factors to the nearest 0.1 %
Determine application of aggregate correction factors
• If any sieve (except #200) exceeds the allowable difference
• Apply correction factors to all sieves
• If only the # 200 sieve exceeds the allowable difference
• Apply only the #200 correction factor
Round and report sieve analysis
SieveSizes
Allow.Diff.
# 8 & Up ± 5.0%
> # 200 & < #8 ± 3.0%
# 200 ± 0.5%
IGNITION OVEN CALIBRATIONAASHTO T 308
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IGNITION OVEN CALIBRATIONAASHTO T 308
Find the ACF and which ones need to be applied
Sieve BlankBurn #
1Burn #
2Avg. Burn
ACFAllowableDifference
1/2” 100.0 100.0 100.0 ± 5 %
3/8” 95.2 97.2 97.0 ± 5 %
# 4 75.4 77.6 77.8 ± 5 %
# 8 43.8 46.4 45.2 ± 5 %
# 16 30.0 34.1 33.5 ± 3 %
# 30 20.7 22.5 22.0 ± 3 %
# 50 16.5 18.9 17.4 ± 3 %
# 100 12.0 14.0 13.7 ± 3 %
# 200 6.5 7.2 7.0 ± 0.5 %
Sieve BlankBurn #
1Burn #
2Avg. Burn
ACFAllowableDifference
1/2” 100.0 100.0 100.0 100.0 ± 5 %
3/8” 95.2 97.2 97.0 97.1 ± 5 %
# 4 75.4 77.6 77.8 77.7 ± 5 %
# 8 43.8 46.4 45.2 45.8 ± 5 %
# 16 30.0 34.1 33.5 33.8 ± 3 %
# 30 20.7 22.5 22.0 22.3 ± 3 %
# 50 16.5 18.9 17.4 18.2 ± 3 %
# 100 12.0 14.0 13.7 13.9 ± 3 %
# 200 6.5 7.2 7.0 7.1 ± 0.5 %
Sieve BlankBurn #
1Burn #
2Avg. Burn
ACFAllowableDifference
1/2” 100.0 100.0 100.0 100.0 0.0 ± 5 %
3/8” 95.2 97.2 97.0 97.1 -1.9 ± 5 %
# 4 75.4 77.6 77.8 77.7 -2.3 ± 5 %
# 8 43.8 46.4 45.2 45.8 -2.0 ± 5 %
# 16 30.0 34.1 33.5 33.8 -3.8 ± 3 %
# 30 20.7 22.5 22.0 22.3 -1.8 ± 3 %
# 50 16.5 18.9 17.4 18.2 -1.7 ± 3 %
# 100 12.0 14.0 13.7 13.9 -1.9 ± 3 %
# 200 6.5 7.2 7.0 7.1 -0.6 ± 0.5 %
IGNITION OVEN CALIBRATIONAASHTO T 308
Find the ACF and which ones need to be applied
Sieve BlankBurn #
1Burn #
2Avg. Burn
ACFAllowableDifference
1/2” 100.0 100.0 100.0 ± 5 %
3/8” 94.3 97.2 96.5 ± 5 %
# 4 70.6 73.4 74.1 ± 5 %
# 8 41.8 43.0 44.2 ± 5 %
# 16 32.5 33.1 33.9 ± 3 %
# 30 21.0 23.6 23.0 ± 3 %
# 50 15.7 17.8 17.1 ± 3 %
# 100 11.4 12.0 12.3 ± 3 %
# 200 5.6 6.1 6.3 ± 0.5 %
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IGNITION OVEN CALIBRATIONAASHTO T 308
Calculate the reported % passing for the field gradation
• Add ACF
• Round
SieveSieve
AnalysisACF
Calculated % Passing
Reported % Passing
3/4” 100.0 0.0
1/2” 97.2 - 2.3
3/8” 88.3 - 3.5
# 4 56.1 - 2.4
# 8 39.5 - 4.0
# 16 29.0 - 3.6
# 30 20.4 - 2.0
# 50 13.7 - 1.0
# 100 9.1 - 0.8
# 200 5.8 - 0.6
SieveSieve
AnalysisACF
Calculated % Passing
Reported % Passing
3/4” 100.0 0.0 100.0
1/2” 97.2 - 2.3 94.9
3/8” 88.3 - 3.5 84.8
# 4 56.1 - 2.4 53.7
# 8 39.5 - 4.0 35.5
# 16 29.0 - 3.6 25.4
# 30 20.4 - 2.0 18.4
# 50 13.7 - 1.0 12.7
# 100 9.1 - 0.8 8.3
# 200 5.8 - 0.6 5.2
SieveSieve
AnalysisACF
Calculated % Passing
Reported % Passing
3/4” 100.0 0.0 100.0 100
1/2” 97.2 - 2.3 94.9 95
3/8” 88.3 - 3.5 84.8 85
# 4 56.1 - 2.4 53.7 54
# 8 39.5 - 4.0 35.5 36
# 16 29.0 - 3.6 25.4 25
# 30 20.4 - 2.0 18.4 18
# 50 13.7 - 1.0 12.7 13
# 100 9.1 - 0.8 8.3 8
# 200 5.8 - 0.6 5.2 5.2
IGNITION OVEN CALIBRATIONAASHTO T 308
Calculate the reported % passing for the field gradation
SieveSieve
AnalysisACF
Calculated % Passing
Reported % Passing
3/4” 100.0 0.0
1/2” 93.2 - 2.0
3/8” 84.1 - 1.8
# 4 52.5 - 2.3
# 8 43.0 - 2.0
# 16 31.6 - 2.5
# 30 22.2 - 2.7
# 50 14.7 - 1.0
# 100 11.8 - 1.2
# 200 5.2 - 0.7
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HMA APPLICATIONS
Application Rate
• Describes the weight of asphalt needed to cover an area to produce the required thickness of pavement
• Checking the application rate ensures that the proper amount of asphalt is applied to the roadway
HMA APPLICATIONS
Application Rate (lb/yd²)• Weight of Asphalt (lb)
• Area (yd²)
• Application Rate (lb/yd²),
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HMA APPLICATIONS
Find the application rate in lb/yd² for 700 tons of asphalt placed in an area 12’ wide by 4774’ long
,,
, ,, 220 lb/yd²
,
HMA APPLICATIONS
Find the application rate in lb/yd² for 1000 tons of asphalt placed from station 62 + 20 to 101 + 67 and 16’ wide
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HMA APPLICATIONS
Quantity of Asphalt (tons)
• The weight of asphalt mixture required to cover an area to a prescribed depth or application rate
• A typical assumption is that it takes approximately 110 pounds of asphalt mixture per square yard to produce a compacted pavement one inch thick
HMA APPLICATIONS
Weight of Asphalt (tons)• Area (yd²)
• Weight (tons)
• Tons of Asphalt
,
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HMA APPLICATIONS
Find the tons of asphalt needed to pave a 10’ wide, 300 ft long drive with an application rate of 220 lb/yd²
,,, 37 tons
,
HMA APPLICATIONS
Find the tons of asphalt needed to pave a 50’ x 300’ parking lot with an app. rate of 160 lb/yd²
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SAMPLING
ARDOT 404.04 : Sampling shall be performed according to AASHTO T 168 and AHTD 465
• AHTD 465 – Procedure for Sampling by Random Number
• AASHTO T 168 – Standard Practice for Sampling Bituminous Paving Mixtures
• ASTM D 979
SAMPLING
ARDOT 404.04 Note 1 : Samples shall be obtained from trucks at the plant
AHTD 465 – Section 3.3.1 Note : First sublot test of day shall not fall within the first 5 % of production
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Used for sampling loose bituminous paving mixtures (plant mix)
SAMPLING BITUMINOUSPAVING MIXTURES
AASHTO T 168 – ASTM D 979
Equipment• Square point shovel
• Suitable containers
Sampling (Truck)• 3 Increments (min.)
• Pull from different locations (drops)
• Avoid sampling the extreme top surface
SAMPLING MIXTURESAASHTO T 168 – ASTM D 979
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SAMPLING MIXTURESAASHTO T 168 – ASTM D 979
Avoid loss of larger aggregates from overfilling shovel
Avoid buildup of fines on shovel
Sample should look like load sampled
SAMPLING MIXTURESAASHTO T 168 – ASTM D 979
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Roadway
• 3 equal samples
• Sample full depth
• Exclude underlying material
• Combine samples
Cold Mix Stockpiles
• Remove top 4” of crust
• Stir area - sample
• 3 equal samples from different areas
• Combine samples
SAMPLING MIXTURESAASHTO T 168 – ASTM D 979
Transportation
• Avoid contamination
• Prevent loss of material
• Maintain temperature
Labeling
• Job number
• Source of sample
• Plant / Mix
• Sample location
SAMPLING MIXTURESAASHTO T 168 – ASTM D 979
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REDUCING SAMPLES OF HOT MIX ASPHALT (HMA) TO TESTING SIZE
AASHTO R 47
A method used to reduce samples in physical size while maintaining the same physical characteristics as the original sample
Original Coarse Fine
REDUCING SAMPLES OF HMA …AASHTO R 47
The gradation of an HMA sample affects its volumetric properties!
Pb, Gmm, % Air Voids, % VMA, % Compaction
Sieve Design Coarse Fine
3/4” 100 100 100
1/2” 92 89 95
3/8” 81 78 84
# 4 52 49 55
# 8 30 27 33
# 16 20 17 23
# 30 16 15 18
# 50 13 11 15
# 100 9 7.5 10
# 200 5.2 4.2 6.2
Pb 5.53% 4.75% 6.27%
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Maintain Temperature
• Heat Equipment at ≤ 230º F
Coat surfaces only with approved release agent
• Release agents cannot contain solvents or petroleum-based products
Methods of Reduction
• Mechanical Splitter
• Type A
• Type B
• Quartering Method
• Incremental Method
REDUCING SAMPLES OF HMA …AASHTO R 47
Mechanical Splitter Type A
• Collect opposite quarters
REDUCING SAMPLES OF HMA …AASHTO R 47
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Mechanical Splitter
Type B
• Collect one side
REDUCING SAMPLES OF HMA …AASHTO R 47
Quartering
• Collect opposite quarters or equal portions from opposite quarters
Straight Edge(s)
Quartering Device
REDUCING SAMPLES OF HMA …AASHTO R 47
90°
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Incremental Method
• Place asphalt sample on non-stick paper or plastic
• Mix sample well
• Roll material into a cylindrical loaf
• Discard end ¼ of loaf
• Cut off (collect) desired sample sizes
• Re-mix and re-roll as necessary
REDUCING SAMPLES OF HMA …AASHTO R 47
Discard
PREPARING AND DETERMINING THE DENSITY OF HMA SPECIMENS
BY MEANS OF THE SUPERPAVE GYRATORY COMPACTOR
AASHTO T 312
This specification covers the compaction of cylindrical specimens of hot-mix asphalt using the
Superpave Gyratory Compactor
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Equipment• Gyratory Compactor
• Mold
• Bottom
• Top
• Oven• Thermostatically
controlled to ± 3º C ( ≈ 5° F)
• Thermometer
HMA SPECIMENS BY SGCAASHTO T 312
HMA SPECIMENS BY SGCAASHTO T 312
SGC Compaction Parameters
150 mm mold (i.d.)
Ram Pressure600 ± 18 kPa
30 ± 0.5 gyrationsper minute
1.16 ± 0.02°(internal angle)
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Mold Calibration
• Yearly or 80 hours
• Verify inside dimensions
• Three-Point Internal Bore Gauge
• Calib. Master Ring
• Mold Temperature
• 64°– 82° F
• Record 3 measurements at each height
• 50 mm from wear end
• 100 mm from wear end
• 50 mm from opp. end
HMA SPECIMENS BY SGCAASHTO T 312
All measurements must be ≤ 150.2 mm for in-service molds
Gyratory Calibration
• Frequency follows manufacturer’s recommendations
• Verify
• Internal Angle
• Pressure
• Rotation Speed
• Height Measurement
Additional Checks
• Physical movement
• Repairs which affect calibration
Optional Check
• New season of mix designs
HMA SPECIMENS BY SGCAASHTO T 312
Verify calibration at least every 12 months!
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Verify settings• Angle & pressure
• Number of gyrations• Ndes
Lubricate bearing surfaces
Preheat molds and plates to compaction temp.
• Minimum of 30 minutes
• Reheat at least 5 minutes between uses
HMA SPECIMENS BY SGCAASHTO T 312
Reduce sample• 115 ± 5 mm height
(4400 g - 4800 g)
Bring HMA to compaction temperature
• Maximum of 30 min.
Assemble mold• Largest side of plate
goes toward specimen
• Paper disk
HMA SPECIMENS BY SGCAASHTO T 312
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Place HMA in mold
• One lift
• Avoid segregation
• Level surface of HMA
Check temperature
Insert paper disc
Place top plate in mold
HMA SPECIMENS BY SGCAASHTO T 312
Load mold into compactor
Compact specimen
Remove mold from compactor
HMA SPECIMENS BY SGCAASHTO T 312
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Extrude specimen from mold
• Cool tender specimens before extruding
Remove paper discs
Allow specimens to cool to room temperature
• 2 specimens
HMA SPECIMENS BY SGCAASHTO T 312
Influenced by the composition of the mixture
• Binder
• Stone
• Moisture
Influences “pay” items
• % Air Voids
• % VMA
• % Compaction
THEORETICAL MAXIMUM SPECIFIC GRAVITY AND DENSITY
OF HMA PAVING MIXTURESAASHTO T 209
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Oven dry sample to constant mass at
• 221 ± 9º F
• Constant mass is defined as when the mass repeats within 0.1%
Cool to room temperature
Separate the sample
• No fine clusters > ¼ inch in size
• Prevent trapped air between the particles
MAXIMUM SPECIFIC GRAVITY AASHTO T 209
Weigh empty flask
• Tare out flask
Place sample into the flask
Weigh flask with sample
• Determine net mass of HMA
• Record net mass as dry mass in air (A)
MAXIMUM SPECIFIC GRAVITY AASHTO T 209
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MAXIMUM SPECIFIC GRAVITY AASHTO T 209
Add water to completely cover sample (77 ± 0.9º F)
Optional : Add diluted Aerosol OT wetting agent
Remove trapped air by applying vacuum
• 3.7 ± 0.3 kPa
• 27.5 ± 2.5 mm Hg
• 15 ± 2 minutes
Agitate the container at least every 2 minutes
MAXIMUM SPECIFIC GRAVITY AASHTO T 209
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Release vacuum slowly• Do not exceed 8 kPa/s
or 60 mm Hg /s
Prepare water bath• Fill to overflowing
• Allow water level to stabilize
• Tare out suspension apparatus
MAXIMUM SPECIFIC GRAVITY AASHTO T 209
Submerge specimen in water bath
• 77 ± 2º F
• Suspend 10 ± 1 min
• Record total submerged mass
Remove pycnometer from water bath
MAXIMUM SPECIFIC GRAVITYAASHTO T 209
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Empty pycnometer and refill water bathwater
• Allow to stabilize
Suspend empty pycnometer in water
• Allow to stabilize
Record submerged mass of empty pycnometer
MAXIMUM SPECIFIC GRAVITYAASHTO T 209
MAXIMUM SPECIFIC GRAVITY AASHTO T 209
A = Mass of specimen in air
C = Mass of specimen in waterC = (wt pyc + sample) sub – (wt pyc) sub
Report to nearest 0.001
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BULK SPECIFIC GRAVITY OF COMPACTED HMA SPECIMENS
AASHTO T 166
Test method is only applicable for samples that absorb 2% or less water by volume
• If > 2 % absorption, rerun specimen
• AASHTO T 275 – Paraffin Coating
• AASHTO T 331 – Vacuum Sealing
Specimens may be laboratory compacted or cored samples from pavements
AASHTO T 275
• Paraffin Coating
AASHTO T 331
• Vacuum Sealing
BULK SPECIFIC GRAVITY AASHTO T 166
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Method A
• Dry specimen to a constant mass
• 125 ± 5º F (< 0.05 %)
• Vacuum (≥ 2 cycles)
• Cool to 77 ± 9º F
• Record Dry Mass (A)
BULK SPECIFIC GRAVITY AASHTO T 166
• Prepare water bath
• Fill and allow to stabilize
• Tare out suspension apparatus
• Immerse in water at 77 ± 1.8 ºF
• Leave submerged for 4 ± 1 minute
• Record submerged mass (C)
BULK SPECIFIC GRAVITY AASHTO T 166
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BULK SPECIFIC GRAVITY AASHTO T 166
• Remove from water
• Quickly blot specimen dry with a damp towel (15 sec)
• Weigh and record SSD weight (B)
Any water that seeps from the specimen during the weighing is considered part of the specimen
Method C
• Obtain Submerged Mass (C)
• Obtain SSD Mass (B)
• Obtain Dry Mass (A) at the end of testing by drying specimens at 230 ± 9º F
• This method destroys the specimen but allows cores to be tested the same day
BULK SPECIFIC GRAVITY AASHTO T 166
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BULK SPECIFIC GRAVITY AASHTO T 166
%
A = Mass of specimen in air
B = Mass of SSD specimen
C = Mass of submerged specimen
Report Gmb to 0.001 Report % Abs to 0.01 %
Determines the moisture content of HMA by oven drying
Equipment• Balance (0.1 g)
• Oven
• Thermometer
MOISTURE CONTENT OF ASPHALT MIXTURES BY OVEN METHOD
AASHTO T 329
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MOISTURE CONTENT …AASHTO T 329
Obtain representative sample of asphalt mixture
Record tare weight of empty pan
• Include weight of liners
Place asphalt mixture into pan
• Measure temperature of asphalt mixture and record
Record mass of (moist sample + pan)
MOISTURE CONTENT …AASHTO T 329
Place pan in oven and dry for 90 ± 5 minutes• Mixing Range (if specified)
• 325 ± 25 °F (if not specified)
Check weight of (sample + pan) and then at 30 ±5 minute intervals until at constant mass
• ≤ 0.05 % Change
Cool to ≈ temperature recorded
Record mass of (dry sample + pan)
% % Mp – previousmeasurementMn – newestmeasurement
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MOISTURE CONTENT …AASHTO T 329
Moisture Content (% MC)
• Mi – Initial mass of asphalt mixture (wet)
• Mf – Final mass of asphalt mixture (dry)
% %
Subtract tare weight of pan to get mixture weights!
Report moisture content to the nearest 0.01 %
MOISTURE CONTENT …AASHTO T 329
Determine the moisture content of the mixture
Tare Weight 244.0Wet Wt + Tare 1505.6Dry Wt + Tare 1505.1
1505.6 244.0 1261.6 1505.1 244.0 1261.1
0.04 %
% %
%. .
. %
..
% . %
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MOISTURE CONTENT …AASHTO T 329
Determine the moisture content of the mixture
Tare Weight 356.8Wet Wt + Tare 1808.7Dry Wt + Tare 1798.1
DETERMINATION OF ASPHALT CONTENT OF ASPHALT MIXTURES
BY THE NUCLEAR METHODAHTD 449
Perform background count
• Time ≥ 8 minutes
• Daily log required
• Gauge moved or surroundings have changed
• ± 1 % of last background
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ASPHALT CONTENT BY AC GAUGE AHTD 449
Activate appropriate calibration
• If an interruption of mix production of more than 90 days has occurred, verify the mix calibration before use
• Prepare sample at design asphalt content
• Record date, mix design number and results
Set test time in gauge for field testing
• 4, 8 or 16 minutes
ASPHALT CONTENT BY AC GAUGE AHTD 449
Place asphalt mixture into sample pan
• 2 lifts (work corners)
• Match calibration weight
• ± 5 g of net weight
• Compact with board until level with top rim
• Adjust weight as needed
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ASPHALT CONTENT BY AC GAUGE AHTD 449
Measure temperature• ≈ ± 10 ºF of calib. temp.
Place sample in gauge• Close door
Start test (▼ START)• Move away ≈ 3 feet
• Record count & binder content
• Average multiple tests Record binder content to the nearest 0.01%
ASPHALT CONTENT BY AC GAUGE AHTD 449
Determine moisture content of sample using AASHTO T 329 to the nearest 0.01%
• Subtract reported moisture content from gauge reading
• Round value to the nearest 0.1%
Report binder content to the nearest 0.1% !
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ASPHALT CONTENT BY AC GAUGEAHTD 449
Determine the reported binder content
Gauge Reading 6.20 %
Moisture Content 0.07 %
. % . % . % . %
% . %
This method determines the binder content of an asphalt mixture by physically burning the binder off the aggregate, then measuring the weight loss and converting it to a Pb
DETERMINING THE ASPHALT BINDER CONTENT OF HMA BY THE
IGNITION METHODAASHTO T 308
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IGNITION OVEN – FIELD TESTINGAASHTO T 308
To enter data : Press item desired, enter data, and press <enter> quickly. Verify data entered by pressing item again (should display correct value in window)
NCATAsphalt Content Tester
IO
Power
Printer
7 8 9
4
1
5
2
0
6
3
Weight
Temp
Calib.Factor
Enter
Thermolyne
0.0 g
Start/StopTimer
538 0.00 0:00
Percent Loss Elapsed TimeChamber Temp °C
Chamber Setpoint Sample Weight (g) Start Time
Calib. Factor
IGNITION OVEN – FIELD TESTINGAASHTO T 308
Preheat ignition oven to calibration temperature
• Input chamber temperature
• 538 °C or 482 °C
Input appropriate calibration factor
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IGNITION OVEN – FIELD TESTINGAASHTO T 308
Weigh empty basket assembly
Place ½ of the sample into the bottom basket and remaining portion into the top basket
• Keep sample away from basket edges
Weigh and record total weight of basket assembly
Calculate net weight of asphalt mixture
• Input this (net) weight into ignition oven
“Zero” Scales
IGNITION OVEN – FIELD TESTINGAASHTO T 308
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Place basket in oven
• Maintain clearance
Close and lock door
• Verify the total mass
• Scale reading must be within ± 5 g of recorded total weight
Start ignition
IGNITION OVEN – FIELD TESTINGAASHTO T 308
After Burn
• Record binder content from the printed ticket (0.01 %)
• Subtract moisture content
• Report % Binder to nearest 0.1 %
Cool sample
Elapsed Time : 57:21
Sample Weight : 1838g
Weight Loss : 116.3g
Percent Loss : 6.32 %
Temp Comp : 0.16 %
Calib. Factor : 0.33 %
Calib. Asphalt Ctnt 5.83 %
Filter Set Pt : 850°C
Chamber Set Pt : 538°C
IGNITION OVEN – FIELD TESTINGAASHTO T 308
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ARDOT GRADATION
Determined from the aggregate blend once the binder has been removed
• AHTD 460
• Solvent Wash
• AASHTO T 30
• Ignition Oven
Record total weight of aggregate
• Baskets & catch pan
Wash over # 200 sieve using a wetting agent
• Use #8, #10, or #16 cover sieve
Dry to a constant mass
Sieve sample
Calculate % Passing• Apply aggregate
correction factor
Report• All sieves except # 200
to nearest whole number
• Report # 200 sieve to nearest 0.1 %
SIEVE ANALYSIS ‐ IGNITION OVENAASHTO T 308 / T 30
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SOLVENT WASHING AND SIEVE ANALYSIS OF ASPHALT CONCRETE
AHTD 460
Uses a biodegradable solvent to wash the asphalt coating off the aggregate
• Determine binder content
• AHTD 449
• Reduce sample in size
• Record weight of mix
• Cool to ≈ 200°F
NMAS
Minimum Field
Sample Wt. (lbs)
Minimum Test
Sample Wt. (g)
½” 12 lbs 1500 g
¾” 16 lbs 2000 g
1” 20 lbs 3000 g
1 ½” 25 lbs 4000 g
2 ½” 25 lbs 4000 g
• Cover with solvent and allow to soak
• Wash over # 200 sieve
• Use # 8 cover sieve
• Repeat washing until solvent remains clean
• Wash with water / liquid detergent to remove residue
• Return aggregate retained on sieves to sample container
• Dry to constant mass
• Sieve sample
• Record weight retained on each sieve
• Calculate % Passing
SOLVENT WASH …AHTD 460
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SOLVENT WASH …AHTD 460
%
Given an asphalt sample weighing 1853.4 g and a Pb of 6.2%, find the total weight of the aggregate to be used in calculating a sieve analysis.
1738.5 g .
. %%
. . .
% . % . %
SOLVENT WASH …AHTD 460
Given an asphalt sample weighing 3384.2 g and a Pb of 5.3%, find the total weight of the aggregate to be used in calculating a sieve analysis.
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Compaction
External forces are used to reposition aggregate particles into a more closely spaced arrangement thereby increasing the density
% COMPACTION
% COMPACTION
4 % AV8 % AV12 % AV 0 % AV
DENSITY & % COMPACTION
% A
IR V
OID
S
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ROLLING PATTERNS
Establishes the number and type of roller passes required to achieve the specified density
• Take 15 sec WD reading with gauge after every roller pass until WD reading decreases
• Take all readings at exact same location
• Rolling Pattern
• Type of roller
• # Vibratory Passes
• # Static Passes
Rolling patterns are required under ARDOT 410.08
Used for the removal of compacted bituminous mixtures from a pavement
• Cores
SAMPLING COMPACTED BITUMINOUS MIXTURES FOR
LABORATORY TESTING…ASTM D 5361
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Equipment• Diamond-edged core drill
bit, diamond-edged or abrasive saw blade
• Cooling water, dry ice, or liquid nitrogen
• Lifting device, core debonder (optional)
• Hammer and chisel or wet saw
SAMPLING (CORES)ASTM D 5361
Core Debonder
Lifting Device
ARDOT Specifications
• ARDOT - 1 / Lot
• Contractor - 1 / Sublot
SAMPLING (CORES)ASTM D 5361
AHTD 461 Section 4.2 : Do not sample within 1.5 of the asphalt mats’ edge
Paint may affect non-nuclear density
gauge readings and may also harm the
core’s surface!
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Cores
• Diameter
• 4” minimum
• If results are erratic due to size, take larger samples
• Thickness
• Full depth of lift
ARDOT Requirements
• Thickness
• 3 x NMAS minimum required for bond breakers and levelling courses
SAMPLING (CORES)ASTM D 5361
SAMPLING (CORES)ASTM D 5361
Transportation• Avoid damage to core during removal
• Look for stress fractures
• Avoid damaging core during transport• Transport on smooth board (top side down)
• Secure cores and protect against extreme temperatures
• Do not subject cores to temperatures > 125º F• AASHTO T 166
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Separation• Done at the point of
bonding• Hammer & Chisel
• Wet Saw
• Remove tack coats and bound gravel / dirt before testing
SAMPLING (CORES)ASTM D 5361
SAMPLING (CORES)ASTM D 5361
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SAMPLING (CORES)ASTM D 5361
% %
AASHTO T 166
IN PLACE DENSITY & PERCENT COMPACTION OF ACHM USING A
NUCLEAR GAUGEAHTD 461
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Keypad
TROXLER 3430
ON YES
OFF NO
START ENTER
DEPTHTIME
SPECIALSTDMAPR
(READY) 1 minDepth : BS
Run Standard Count
• Place gauge on block
• Rod in “Safe” position
• Press <Standard>
• Move away ≈ 3 ft
Standard Count (Daily)• Used to determine the
proper functioning of gauge
• Adjusts for source decay and background radiation
Block Site Selection• Asphalt surface course
• ≥ 10’ from large objects
• ≥ 60’ from any other radioactive sources
IN‐PLACE DENSITY…NUCLEAR GAUGEAHTD 461
Metal Butt Plate
Standard Block
Safe Position
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STANDARD CHECKRATIO METHOD
Average last 4 countsDS MS
May 5th 2251 650
May 6th 2260 642
May 7th 2258 645
May 8th 2262 648
Average 2258 646
Take new countNew Counts 2234 638
Determine Ratios• Density (± 1 %)
Ratio Range = 0.99 – 1.01
• 2234 / 2258 = 0.9893
• 2258 / 2234 = 1.0107
• Moisture (± 2 %)Ratio Range = 0.98 – 1.02
• 638 / 646 = 0.9876
• 646 / 638 = 1.0125
Determine Pass/Fail
P
F
STANDARD CHECKRANGE METHOD
Average last 4 countsDS MS
May 5th 2251 650
May 6th 2260 642
May 7th 2258 645
May 8th 2262 648
Average 2258 646
Take new countNew Counts 2234 638
Compute ranges
• Density (± 1%)
• 2258 x 0.01 = ± 22
• Moisture (± 2%)
• 646 x 0.02 = ± 12
Determine Pass/Fail
• Fails – both must pass
P
F
2258 – 2234 = 24
646 – 638 = 8
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STANDARD CHECK
DS MS
May 10th 2273 589
May 12th 2260 550
May 13th 2265 565
May 15th 2262 556
New Counts 2246 573
Determine if the new density and moisture standard counts pass or fail
STANDARD CHECK
Failing Standard Count• Re-run standard count
Establish a new average• Run 4 new standard counts
• Run new standard count and compare to new average
• Pass – Proceed to testing
• Fail – Repair gauge
Gauge must pass standard count before use in the field
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IN‐PLACE DENSITY…NUCLEAR GAUGEAHTD 461
Job Correction Factor (JCF)
• Eliminates gauge errors
• Surface voids
• Base irregularities
• Mix design and job location specific
• Must be determined on each project site
• JCF is applied to acceptance test results prior to calculating % compaction for each test location
Test Strip • (5) random locations
Each Location (CCF)• (4) gauge readings
• Cut (1) core
IN‐PLACE DENSITY…NUCLEAR GAUGEAHTD 461
Core Correction Factor (CCF)
Dir
ecti
on
of
Pav
ing
Take readings within 1 foot
of core
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Determine each core’s bulk specific gravity (Gmb)
Convert each Gmb to a Core Density
IN‐PLACE DENSITY…NUCLEAR GAUGEAHTD 461
. ³
Determine CCF
• Average (4) gauge WD readings
• Find core density
• Subtract average gauge WD from core density
• Keep track of sign
WD (1) 145.6 lb/ft³
WD (2) 148.3 lb/ft³
WD (3) 147.2 lb/ft³
WD (4) 146.6 lb/ft³
Average 146.9 lb/ft³
Core Gmb 2.301
Core Density 143.6 lb/ft³
IN‐PLACE DENSITY…NUCLEAR GAUGEAHTD 461
. . . -3.3 pcf
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Job Corr. Factor (JCF)
• Average (5) core correction factors
Application of JCF
• If JCF < 1.0
• Do not use JCF
• Read density directly from gauge
• If JCF > 1.0
• Add JCF to all wet density readings before calculating % compaction
IN‐PLACE DENSITY…NUCLEAR GAUGEAHTD 461
Core CCF
1 + 2.2
2 + 2.0
3 + 1.8
4 - 0.5
5 + 0.3
Avg + 1.2
Sum+ 5.8
5.8/51.2
JCF = + 1.2 pcf
IN‐PLACE DENSITY…NUCLEAR GAUGEAHTD 461
Determine the job correction factor for the jobsite.
Gauge WDCore Gmb
143.3 141.5 142.8 140.6 2.312
140.5 139.8 138.4 140.0 2.285
141.5 142.8 140.3 140.7 2.310
139.5 137.2 140.0 138.8 2.251
138.2 139.3 140.1 140.5 2.277
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IN‐PLACE DENSITY…NUCLEAR GAUGEAHTD 461
Field TestingSet Gauge Parameters
• Depth – Backscatter
• Time – 1 minute
Test Locations (3 / Sublot) • Dry and relative flat
• Fill voids of rough surfaces with dry sand if used when establishing JCF
• Level sand using scraper plate
Test at the same time interval (laydown to test) as JCF was established
Gauge Parameters
• Time – 1 minute
• Depth - Backscatter
Site Preparation
• Dry and Flat
• For Rough Surfaces
• Fill voids with dry sand
• Level sand using scraper plate
Testing• Stabilize gauge on
site
• Lower Source Rod (BS)
• Start (move back)
Record • Wet Density (WD)
• Station & Offset
IN‐PLACE DENSITY…NUCLEAR GAUGEAHTD 461
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Testing
• Place gauge on asphalt mat with source rod in direction of lay-down
• Stabilize gauge
• Lower rod to BS position
• Start test
• Move away
• Safe Rod & Record Data
• WD reading
• Station & Offset
• Average all WD readings taken at the test location
IN‐PLACE DENSITY…NUCLEAR GAUGEAHTD 461
Lay-down
IN‐PLACE DENSITY…NUCLEAR GAUGEAHTD 461
% Compaction (Gauge)
• Add JCF to WD
• Divide by maximum density
• Multiply by 100
% 62.4
100%
Report to nearest 0.1%
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IN‐PLACE DENSITY…NUCLEAR GAUGEAHTD 461
Determine the % compaction for the test location.
Gauge WD 138.8 pcf
JCF + 2.2 pcf
Gmm 2.422
%. .
. . %
..
% . %
93.3 %
% .
%
IN‐PLACE DENSITY…NUCLEAR GAUGEAHTD 461
Determine the % compaction for the test location.
Gauge WD 139.3 pcf
JCF + 3.5 pcf
Gmm 2.465
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Report• Each Test Location (3)
• Station #
• Offset
• Include from left or right side of pavement
• % Compaction
• Reported Result (1)• According to AHTD 461
(Sect. 5.4 – 5.6)
IN‐PLACE DENSITY…NUCLEAR GAUGEAHTD 461
IN‐PLACE DENSITY…NUCLEAR GAUGEAHTD 461
AHTD 461 – Section 5.4 Spec: 92 – 96
• Report the average of all compaction tests if :
• A. At least 2 of the 3 are ≥ 92.0 and ≤ 96.0 % and any remaining result is not more than 2% above or below the specification limits
• B. All are below or above the specification limits and no result is more than 2% above or below the limits
90 92 93 94 95 96 97 9891
90 92 93 94 95 96 97 9891
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IN‐PLACE DENSITY…NUCLEAR GAUGEAHTD 461
AHTD 461 – Section 5.4 Spec = 92 – 96• C. If all are outside specification limits (different
directions) and none are more than 2% out :
Add arithmetic differences between test and closest limit
Average the sum, and add or subtract from limit closest to two tests
92.0 – 90.3 = 1.7 (1.7 + 0.7 + 0.3) / 3
92.0 – 91.3 = 0.7 2.7 / 3 = 0.9
96.3 – 96.0 = 0.3 92.0 – 0.9 = 91.1 %
90 92 93 94 95 96 97 9891
IN‐PLACE DENSITY…NUCLEAR GAUGEAHTD 461
AHTD 461 Spec = 92 – 96
• SEC. 5.5 – If (2) are outside specification limits (same side), and one is within the specification limits:
• Average only the (2) non-complying results
(91.2 + 91.8) / 2 = 91.5 %
90 92 93 94 95 96 97 9891
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IN‐PLACE DENSITY…NUCLEAR GAUGEAHTD 461
AHTD 461 Spec = 92 – 96
• SEC. 5.6 – If (1) of the results are more than 2% outside the specification limits
• Report this (1) result for the test
89.6 %
89 91 92 93 94 95 96 9790
IN‐PLACE DENSITY…NUCLEAR GAUGEAHTD 461
Sublot Compliance/Rejection
• If a density result for a sublot is 2% or more outside compliance limits:
• Two (2) additional tests performed by ARDOT
• If the sublot already contains both contractor and ARDOT tests results, then only one (1) additional test performed
• If the average of the three (3) tests is within ± 2% of specification limit, the sublot will be accepted and the average is the official result of the sublot
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ARDOT HMA SPECIFICATIONS
Standard Specifications• Mix design and quality control requirements
Supplemental Specifications• Changes to the Standard Specifications (Errata)
Job Plans• Mix design requirements and application rates
Special Provisions - Apply only to individual jobs• Submission of Hot Mix Acceptance Test Results
• Recycled Asphalt Shingles
• Warm Mix Asphalt
• PWL
ARDOT
• Lot = 3000 tons
Contractor
• Sublot = 750 tons
ARDOT HMASPECIFICATIONS
S2 S3 S4
Lot 1
S1
0 750 1500 2250 3000
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ARDOT HMASPECIFICATIONS
ARDOT Pay Items
• % Binder
• % Air Voids
• % VMA
• % Compaction
ARDOT HMASPECIFICATIONS
ARDOT specification limits are considered absolute limits!
• Observed or calculated values are not rounded for determination of compliance
• Compared directly with the limit
• Average values are rounded to same # of significant digits
• Any deviation outside limits is non-compliance
• Failing test
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ARDOT HMASPECIFICATIONS
Field Compliance (ARDOT Table 410 – 1)
Binder Content ± 0.3 % (Mix Design)
Air Voids 3.0 % - 5.0 %
VMA 37.5 mm 11.0 % – 13.0 %
25.0 mm 12.0 % - 14.0 %
12.5 mm 13.5 % - 16.0 %
9.5 mm 14.5 % - 17. 0 %
Gradation See ARDOT Section 404.04
Field Density 92.0 % - 96.0 % or 90.0 % - 96.0 %
ARDOT HMASPECIFICATIONS
Field Compliance (ARDOT Sect. 404.04)
ARDOT Gradation 1” (25.0 mm) ± 7.0 %
Tolerances 3/4” (19.0 mm) ± 7.0 %
1/2” (12.5 mm) ± 7.0 %
(Tolerances are # 4 (4.75 mm) ± 7.0 %
applied to the # 8 (2.36 mm) ± 7.0 %
job mix formula) # 16 (1.18 mm) ± 4.0 %
# 30 (0.60 mm) ± 4.0 %
# 50 (0.30 mm) ± 4.0 %
# 100 (0.15 mm) ± 4.0 %
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ARDOT HMASPECIFICATIONS
ARDOT HMASPECIFICATIONS
Determine which (if any) of the pay items will result in a pay deduction or rejection of the lot.
Test % Binder % Air Voids % VMA % Density
Sublot 1 4.2 2.5 12.5 92.2
Sublot 2 3.8 3.3 11.2 91.9
Sublot 3 4.4 3.2 12.9 91.0
Sublot 4 4.6 4.0 12.2 93.1
Lot 4.5 3.7 12.8 91.8
Average 4.30 3.34 12.32 92.00
Compliance 3.9 – 4.5 3 - 5 12.0 – 14.0 92 - 96
25.0 mm Mix Design Optimum Pb = 4.2 %
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ARDOT HMASPECIFICATIONS
PWL
Percent Within Limits• An alternative method of determining compliance
and calculating pay
• Used for jobs let by ARDOT under a special provision for new construction projects and jobs with full depth reconstruction
• PWL analysis is performed only on lots which contain 3 or more test results
PWL
Total Pay Factor < 80 = “Remove and Replace”
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PWL
Average
LSL USL
PWL
PWL – Percent Within Limits (Good)
% Air Voids
LSL = 3 % USL = 5 %
Sublot 1 4.0 %
Sublot 2 4.2 %
Sublot 3 3.8 %
Sublot 4 3.9 %
Lot 4.1 %
Average 4.00 %
PWLT = 100.00 PFPAV = 105.00
Non-PWL = 100 % Pay
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PWL
PWL – Percent Within Limits (Fair)
% Air Voids
LSL = 3 % USL = 5 %
Sublot 1 4.8 %
Sublot 2 5.2 %
Sublot 3 4.2 %
Sublot 4 4.6 %
Lot 4.0 %
Average 4.56 %
PWLT = 81.23 PFPAV = 95.62
Non-PWL = 100 % Pay
PWL
PWL – Percent Within Limits (Fair)
% Air Voids
LSL = 3 % USL = 5 %
Sublot 1 3.3 %
Sublot 2 5.2 %
Sublot 3 4.2 %
Sublot 4 4.6 %
Lot 4.0 %
Average 4.26 %
PWLT = 85.09 PFPAV = 97.55
Non-PWL = 100 % Pay
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PWL
PWL – Percent Within Limits (Poor)
% Air Voids
LSL = 3 % USL = 5 %
Sublot 1 2.6 %
Sublot 2 3.2 %
Sublot 3 3.1 %
Sublot 4 4.5 %
Lot 2.8 %
Average 3.24 %
PWLT = 61.33 PFPAV = 85.67
Non-PWL = 100 % Pay