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8/19/2019 Canadian Guide: Default Parameters for AASHTOWare Pavement ME Design
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Canadian Guide:
Default Parameters for AASHTOWarePavement ME Design
Working Copy
Developed by Pavement ME Design User GroupDecember 2014
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Foreword
This working document is primarily based on the Ontario Guide: Default Parameters for
AASHTOWare Pavement ME Design – Interim Report developed by Ministry of
Transportation Ontario (MTO). This document is prepared by the TAC – Pavement ME DesignUser Group as a reference tool for Canadian agencies. This document is still under development
and updates will be provided as information becomes available.
The document incorporates various Canadian agencies’ practices in the area of mechanistic-
empirical pavement design. The information presented in this document was carefully researchedand presented. However, no warranty, express or implied, is made on the accuracy of the
contents or their extraction from referenced publications; nor shall the fact of distribution
constitute responsibility by anyone, or any researchers or contributors for omissions, errors or
possible misrepresentation, or financial loss that may result from use or interpretation of thematerial herein contained.
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Table of ContentsForeword ................................................................................................................................................... 2
1.0 Introduction .................................................................................................................................. 4
2.0 General Project Information ......................................................................................................... 5
2.1 Analysis Parameters .................................................................................................................. 5
3.0 Traffic .......................................................................................................................................... 15
3.1 AADTT ...................................................................................................................................... 15
3.2 Traffic Capacity ........................................................................................................................ 16
3.3 Axle Configuration................................................................................................................... 16
3.4 Lateral Wander ....................................................................................................................... 16
3.5 Wheelbase .............................................................................................................................. 17
3.6 Vehicle Class Distribution and Growth ................................................................................... 17
3.7 Axles Per Truck ........................................................................................................................ 17
3.8 Axle Load Distribution Tables.................................................................................................. 19
3.9 MTO iCorridor ......................................................................................................................... 28
4.0 Climate ........................................................................................................................................ 30
5.0 Structure Layers Information ...................................................................................................... 33
5.1 HMA Properties ....................................................................................................................... 33
5.2 Concrete Properties ................................................................................................................ 45
5.3 Granular Properties ................................................................................................................. 47
5.4 Subgrade Properties................................................................................................................ 50
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1.0 Introduction
In the late 1990s, the move to an empirical-mechanistic pavement design methodology was
initiated under NCHRP projects 1-37A and 1-40D. The objective was to develop a more
rigorous design tool that better characterizes material and pavement performance. The Mechanistic-Empirical Pavement Design Guide (MEPDG) is the outcome of the research. The
MEPDG Manual of Practice was issued by AASHTO in 2008. The associated software,
AASHTOWare Pavement ME Design was officially launched in the summer of 2011. Canadianagencies are working towards adoption and validation of the AASHTOWare Pavement ME
Design procedure for local conditions.
This working document introduces customized default parameters for Canadian conditions whenusing AASHTOWare Pavement ME Design. It is a reference document to assist designer in
selecting default parameters for Level 3 analysis. These customized default parameters are
appropriate for typical pavement structure designs. For certain parameters where no guidance in
this working document is provided, default values from the AASHTOWare Pavement MEDesign program should be used.
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2.0 General Project Information
2.1 Analysis Parameters
AASHTOWare Pavement ME Design has a list of performance criteria thresholds that need to be
satisfied in order for the pavement design to pass. For flexible pavement, determining criteria
are total rutting (permanent deformation) and initial/terminal International Roughness Index(IRI) values. For rigid pavement, initial and terminal IRI values, transverse cracking and mean
joint faulting are the determining criteria.
IRI is a good indication of pavement performance. The initial IRI represents the starting valueand the terminal IRI represents the threshold value of IRI for specific design reliability in
AASHTOWare Pavement ME Design. Adjustment to the IRI values should be made to
customize for local conditions. Tables 1 and 2 provide typical initial and terminal IRI inputvalues reflecting local conditions. Tables 3 provide the performance criteria target values from
different agencies. Some of the performance target values are based on highway facility type or
traffic volume. Tables 4 show the reliability levels based on different highway type or trafficvolume. Engineering judgement is required when applying these values and to extrapolate any
data that is unavailable.
Table 1a: Ontario Recommended Initial IRI (m/km) Inputs Based on Treatments and Facility
Typei
Functional Class
Treatments Freeway Arterial Collector Local
Hot Mix Overlay 1 lift 1 1 1 1Hot Mix Overlay 2 lifts 0.9 0.9 0.9 0.9
Mill + Hot Mix Overlay 1 lift 1 1 1 n/a
Mill + Hot Mix Overlay 2 lifts 1 1 1 n/a
Mill + Hot Mix Overlay 3 lifts 1 1 n/a n/a
Cold in-place + Hot Mix Overlay 1 lift n/a 1 1 n/a
Cold in-place + Hot Mix Overlay 2 lifts n/a 0.9 1 n/a
Full Depth Reclamation + Hot Mix Overlay 1 lift n/a n/a 0.9 1.2
Full Depth Reclamation + Hot Mix Overlay 2 lifts n/a 0.9 0.9 1
Full Depth Reclamation + Hot Mix Overlay 3 lifts 0.9 0.9 0.9 n/a
FDR Expanded Asphalt Stabilization + Hot Mix Overlay 1 lift n/a n/a 0.9 n/aFDR Expanded Asphalt Stabilization + Hot Mix Overlay 2 lifts n/a n/a 0.9 n/a
Mill to Concrete + Hot Mix Overlay 2 lifts 0.9 1 1.1 n/a
Rubblize + Hot Mix Overlay 3 lifts 0.8 n/a 1.1 n/a
Diamond Grindingii 1 1.4 1.8 1.81
New or Reconstruction to AC 0.8vii
1 1 n/a
New or Reconstruction to PCC 1.3vii
1.5 n/a n/a Notes: n/a – not available. All values are based on RoLine Laser measurement.
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Table 1b: Quebec Recommended Initial IRI (m/km) Inputs Based on Treatments and Facility Type
Table 1c: Alberta Recommended Initial IRI (m/km) Inputs Based on Treatments and Facility Type
Treatments Initial IRIiii
Mill & Inlay or Hot in-place Recycling 1.0
Full width Mill & Replace 1 lift 1.0
Full width Mill & Replace 2 lifts 0.9
Hot Mix Overlay 1 lift 1.0
Hot Mix Overlay 2 lifts 0.9
Hot Mix Overlay 3 or more lifts 0.9
Reprofile + Hot Mix Overlay 1 lift 1.0
Reprofile + Hot Mix Overlay 2 lifts 0.9
Mill & Inlay or Hot in-place Recycling + Hot Mix Overlay 1 lift 1.0
Mill & Inlay or Hot in-place Recycling + Hot Mix Overlay 2 lifts 0.9
Mill & Inlay or Hot in-place Recycling + Hot Mix Overlay 3 or more lifts 0.9
Cold in-place + Hot Mix Overlay 1 lift 1.0
Cold in-place + Hot Mix Overlay 2 lifts 0.9
Full Depth Reclamation with no stabilization + Hot Mix Overlay 1 lift 1.0
Full Depth Reclamation with no stabilization + Hot Mix Overlay 2 lifts 0.9
FDR with stabilization + Hot Mix Overlay 1 lift 1.0
FDR with stabilization + Hot Mix Overlay 2 lifts 0.9
New or Reconstruction to AC 0.9
Treatments Highway National Other
Hot Mix Overlay 1.2 1.4 1.7
Cold in-place recycling + Hot Mix Overlay 1.4 1.4 1.5
Full Depth Reclamation + Hot Mix Overlay 1.2 1.3 1.3
New or Reconstruction to AC 1.2 1.2 1.3
New or Reconstruction to JPCP 1.2 n/a n/a
New or Reconstruction to CRCP 1.2 n/a n/a
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Table 1d. Manitoba Recommended Initial IRI (m/km) Inputs Based on Treatments and Facility
Type
Treatment
FUNCTIONAL CLASS
ExpresswayPrimary
Arterial
Secondary
ArterialCollector
Hot Mix Overlay (1 lift) 1.1 1.1 1.1 1.1
Hot Mix Overlay (2 lifts) 1 1 1 1
Hot Mix Overlay (3 lifts or more) 0.9 0.9 0.9 0.9
Mill + Hot Mix Overlay (1 lift) 1 1 1 1
Mill + Hot Mix Overlay (2 lifts) 0.9 0.9 0.9 0.9
Mill + Hot Mix Overlay (3 lifts or more) 0.8 0.8 0.8 N/A
Cold-In-Place + Hot Mix Overlay (1 lift) N/A 1 1 N/A
Cold-In-Place + Hot Mix Overlay (2 lifts) N/A 0.9 0.9 N/AFDR (Expanded Asphalt) + Hot Mix Overlay
(1 lift) N/A 1 1 N/A
FDR (Expanded Asphalt) + Hot Mix Overlay
(2 lifts) N/A 0.9 0.9 N/A
Rubblized Concrete + Hot Mix Overlay (3
lifts) 0.8 0.8 0.8 N/A
Diamond Grinding (New Concrete Pavement) N/A N/A N/A N/A
New or Reconstruction Asphalt Concrete (2lifts) 0.9 0.9 0.9 0.9
New or Reconstruction Asphalt Concrete (3
lifts or more) 0.8 0.8 0.8 N/A
New or Reconstruction Portland Cement
Concrete 1.1 1.1 1.1 N/A
Table 2a: Ontario Typical Terminal IRI Inputs Based on Facility Type
Highway Facility Type Recommended Terminal IRI (m/km)
Freewayv
Asphalt: 1.9, Concrete: 2.4
Arterial Asphalt: 2.3; Concrete: 2.7
Collector 2.7Local 3.3
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Table 2b: Quebec Typical Terminal IRI Inputs Based on Facility Type
Highway Facility Type Recommended Terminal IRI
(m/km)
Highway 2.2
National 2.5Regional 3.0
Collector 3.5
Other 4.5
Table 2c: Alberta Typical Terminal IRI Inputs Based on AADT
AADT Recommended Terminal IRI (m/km)
8000 1.9
Table 2d: Manitoba Terminal IRI Inputs Based on Facility Type
Highway facility TypeTerminal IRI (m/km)
Asphalt Concrete Portland Cement Concrete
Expressways 2.5 2.5
Primary Arterials 2.5 2.5
Secondary Arterials 2.7 2.7
Collectors 3 N/A
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Table 3a: Ontario AASHTOWare Pavement ME Design Performance Criteria (Default Values)
Performance Criteria Default Target Values
Flexible Pavements: AC top-down fatigue cracking (m/km) 380
ote
AC bottom-up fatigue cracking (percent) Freeway: 10Arterial: 20
Collector/Local: 35
AC thermal fracture (m/km) 190
Permanent deformation - total pavement (mm) 19
Permanent deformation - AC only (mm) 6
Total Cracking (Reflective + Alligator) (percent) 50 ote
Rigid Pavements:
JCPC transverse cracking (percent slabs) Freeway: 10Arterial: 15
Collector/Local: 20
Mean joint faulting (mm) 3 Note 1: Design failure criterion is not well understood; value to be used for information only and not for acceptance
or rejection of a design.
Note 2: Reflective cracks derived from empirical equation of MEPDG and require further calibration for local
conditions; value to be used for information only and not for acceptance or rejection of a design.
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Table 3b: Quebec Interim AASHTOWare Pavement ME Design Performance Criteria Default
Values
Performance Criteria Default Target
Values Flexible Pavements:
AC top-down fatigue cracking (m/km) 380*
AC bottom-up fatigue cracking (percent) Highway: 10 National: 15
Regional: 20
Collector: 25
Other: 30
AC thermal fracture (m/km) 200
Permanent deformation - total pavement
(mm)
12
Permanent deformation - AC only (mm) 12
Total Cracking (Reflective + Alligator)
(percent)
100*
Rigid Pavements:
CRCP Punchouts (nb/km) 6
JPCP transverse cracking (percent slabs) 8
JPCP Mean joint faulting (mm) 3
* Design failure criteria not well understood; value to be used for
information only and not for acceptance or rejection of a design
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Table 3c: Alberta AASHTOWare Pavement ME Design Performance Criteria Default Values
Performance Criteria Default Target Values
Flexible Pavements:
AC top-down fatigue cracking
(m/km)
380*
AC bottom-up fatigue cracking
(percent)
AADT
8000
30 25 20 15 15
AC thermal fracture (m/km)
New Construction
20-yr Design ESALs >6.0E+06All Other
30 (4 cracks/km)** 225 (30 cracks/km)**
Permanent deformation - total pavement (mm)
15
Permanent deformation - AC
only (mm)
15
Total Cracking (Reflective +
Alligator) (percent)
50*
Rigid Pavements:
JCPC transverse cracking
(percent slabs)
TBD
Mean joint faulting (mm) TBD
* Failure criteria not well understood; value to be used for information only and not for acceptance or rejection of adesign
** Assuming 7.5 m road width
Note: These performance criteria default target values recommended by AASHTOWare Pavement ME Design.
The table below shows the reliability levels based on different highway type.
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Table 3d. Manitoba AASHTOWare Pavement ME Design Performance Criteria for Manitoba
Performance Criteria Target Values
FLEXIBLE PAVEMENTS:
AC top-down fatigue cracking (m/km) Ignore
AC bottom-up fatigue cracking (%) Expressway 15
Primary/Secondary Arterials 20
Collector 25
AC thermal fracture (m/km) 200
Permanent deformation -total pavement (mm) 19
Permanent deformation -AC only (mm) 12
Total Cracking (Reflective + Alligator) (%) 50
RIGID PAVEMENTS:
JPCP transverse cracking (% slab) Expressway 10
Primary/Secondary Arterials 15
Collector N/A
Mean joint faulting (mm) 3
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Table 4a: Ontario Recommended Design Reliability Levelsiv
Highway Functional Class Recommended Range of Reliability Levels (%)
Freeway Urban: 95; Rural: 95
Arterial Urban: 90; Rural: 85
Collector Urban: 80; Rural: 75
Local Urban: 75; Rural 75
Table 4b: Quebec Recommended Design Reliability Levels
Highway Facility Type AADTRecommended
Reliability Level
Local < 1 000 66 %> 1 000 70 %
Regional and Collector
< 2 000 70 %
2 000 – 3 000 75 %
> 3 000 80 %
National
< 5 000 80 %
5 000 – 20 000 85 %
> 20 000 90 %
Highway< 20 000 90 %
> 20 000 95 %
Table 4c: Alberta Recommended Design Reliability Levelsv
Reliability
20-yr Design ESALNew
ConstructionFinal Pave Rehabilitation
20.0 Million 95% 95% 90%
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Table 4b: Manitoba Recommended Design Reliability Levels
Functional ClassReliability Levels (%)
Urban Rural
Expressways 90 90
Primary/Secondary Arterials 85 90
Collectors 80 80
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3.0 Traffic
3.1 AADTT
The traffic input for AASHTOWare Pavement ME Design is more comprehensive than the input
parameters used in AASHTO 93’. Besides the Annual Average Daily Truck Traffic (AADTT)
as the major input, other traffic inputs include vehicle class distribution, axle load spectrum, axleconfiguration and spacing, and monthly/hourly adjustment factors.
Where possible, the AADTT (Annual Average Daily Truck Traffic), number of lanes in design
direction, and operational speed should be project specific. The percentage of truck in designdirection is usually 50%, unless there is more project specific information available. Tables 5
provide the recommended percentage of trucks in design lane from the Canadian agencies.
Table 5a: Ontario Recommended Percentage of Trucks in Design Lanevi
Number of Lanes in
One Direction
AADT (both directions) Percentage of Trucks
in Design Lane (%)
1 All 100
2 15,000
90
80
3 40,000
80
7060
4 40,000
70
605 50,0006060
Table 5b. Manitoba Recommended Percentage of Trucks in Design Lane
Configuration AADTT DLF
Two-lane highway Two-way 0.5
Four-lane highway Two-way 0.4
Four-lane highway One-way 0.8
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3.2 Traffic Capacity
Because specific traffic capacity information is not available, the AASHTOWare Pavement ME
Design default of “not enforced” should be selected.
3.3 Axle Configuration
Tables 6 and 7 provide the defaults values for the axle configuration and axle spacing
information.
Table 6: AASHTOWare Pavement ME Design Defaults Axle Configuration
Axle Configuration Default Values
Average axle width (m) 2.59Dual tire spacing (mm) 305
Tire pressure (kPa) 827.4
Table 7: Ontario Typical Defaults for Axle Spacingvii
Axle type Average axle spacing within axle group, m
Tandem 1.45
Tridem 1.68
Quad 1.32
3.4 Lateral Wander
Table 8 identifies the default values obtained from AASHTOWare Pavement ME Design that arethe same as Ontario’s default condition based on the 2002 Commercial Vehicle Survey (CVS)
study.
Table 8: AASHTOWare Pavement ME Design Default Lateral Traffic Wander
Factors Default Values
Mean wheel location (mm) 460
Traffic wander standard deviation (mm) 254
Design lane width (m) 3.75 Note 1
Note 1: Use 3.75m for new pavement design. Otherwise, input the existing design lane width.
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3.5 Wheelbase
Table 9 lists the default axle spacing and the corresponding truck percentages for Ontario.
Typically, short trucks are Class 5, medium single unit trucks (Class 6 and 7) and long trucks
Classes 8 to 13.
Table 9: Ontario Typical Defaults Spacing Between Major Axle Groupsvii
Truck typeAverage axle spacing
between axle groups, mPercent of trucks
Short 5.1 33
Medium 4.6 33
Long 4.7 34
3.6 Vehicle Class Distribution and Growth
The vehicle class distribution should be site specific. Users can either select the default set
(Level 3) of vehicle class distribution for a Truck Traffic Classification (TTC) group that bestdescribes the truck traffic mix of the project or directly enter project-specific or regional default
values (Levels 1 and 2) in the “Distribution” column. (refer to Section 3.9 – MTO iCorridor ).
Volume distribution differs throughout the year. AASHTOWare Pavement ME Design allowsthe user to incorporate details of the traffic volume distribution on a monthly basis by inputting
the monthly adjustment factors. Hourly distribution is also available for user input (only for the
rigid pavement design). Table 10 provides the AASHTOWare Pavement ME Design default
values for traffic volume distribution factors.
Table 10: AASHTOWare Pavement ME Design Default Traffic Distribution Factors
Traffic Factors Default Values
Monthly adjustment 1.0
Hourly Distribution default
Traffic Growth Factor Site specific values
(usually 2 to 4% compounded)
3.7 Axles Per Truck
Tables 11 and 12 are axle per truck tables based on the outcome of the CVS 2006 study for
Southern and Northern Ontario. They represent Level 2 or Level 3 data entry for regional areas.
Level 1 site-specific data entry is also available using the data provided in iCorridor (refer toSection 3.9 – MTO iCorridor ).
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Table 11: Southern Ontario Typical Axle Per Trucks Table
FHWAClass
Singles Tandems Tridems Quads Total
4 1.620 0.390 0.000 0.000 2.400
5 2.000 0.000 0.000 0.000 2.0006 1.010 0.993 0.000 0.000 2.996
7 1.314 0.989 0.030 0.000 3.382
8 2.163 0.845 0.000 0.000 3.853
9 1.055 1.968 0.003 0.000 5.000
10 1.446 1.234 0.700 0.088 6.366
11 4.546 0.168 0.000 0.000 4.882
12 2.857 1.526 0.000 0.000 5.909
13 1.201 2.058 0.848 0.024 7.957
Table 12: Northern Ontario Typical Axle Per Trucks Table
FHWAClass
Singles Tandems Tridems Quads Total
4 1.620 0.390 0.000 0.000 2.400
5 2.000 0.000 0.000 0.000 2.000
6 1.014 0.993 0.000 0.000 3.000
7 1.244 0.962 0.043 0.000 3.297
8 2.414 0.674 0.000 0.000 3.762
9 1.048 1.955 0.014 0.000 5.000
10 1.358 1.165 0.840 0.044 6.384
11 3.849 0.538 0.000 0.000 4.925
12 2.910 1.514 0.021 0.000 6.001
13 1.100 2.012 0.945 0.011 8.003
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3.8 Axle Load Distribution Tables
AASHTOWare Pavement ME Design has a list of default axle load distribution for various
facility types, but it may not reflect local conditions. MTO has developed the following axle
load spectrum tables identifying various FHWA vehicle classes and axle types based on the
entire 2006 CVS data.
• Tables 13 and 17: Single Axle Distribution• Tables 14 and 18: Tandem Axle Distribution• Tables 15 and 19: Tridem Axle Distribution• Tables 16 and 20: Quad Axle Distribution
The axle load distribution tables are divided for Southern and Northern Ontario because
significant differences are found in the distribution patterns between Southern and Northern
Ontario for most of the FHWA vehicle classes. When sufficient CVS data is available within asubject Linear Highway Referencing System (LHRS) sections, site specific axle load distribution
(Level 1) can also be generated through iCorridor . Although these Level 1 data give a non-
continuous axle load distribution for certain axle types, it can provide a more representative axleload data for the subject LHRS sections (refer Section 3.9 – MTO iCorridor ). Other Canadian
agencies should develop similar traffic load spectrum to be used in the Pavement ME Design.
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Table 13: Southern Ontario Single Axle Load Distribution Table
Ax le Weight, kg Frequency of a given axle weight range as a percentage
BIN RANGE 4 5 6 7 8 9 10 11 12 13
1000 0 to 1249 1.80 0.07 0.19 0.28 0.42 0.04 0.39 0.10 0.02 0.441,500 1250 to 1749 0.96 0.33 0.14 0.08 0.42 0.10 0.17 0.09 1.10 0.63
2,000 1750 to 2249 2.91 5.40 0.89 0.45 2.13 0.62 0.44 0.57 0.02 0.85
2,500 2250 to 2749 3.99 7.52 0.73 0.70 2.43 0.43 0.89 1.69 3.22 1.21
3,000 2750 to 3249 6.80 6.65 0.95 0.87 3.55 0.44 0.93 6.75 8.16 1.14
3,500 3250 to 3749 12.00 11.32 2.12 0.96 7.82 0.62 1.44 5.58 8.73 1.02
4,000 3750 to 4249 11.70 13.98 4.73 1.51 7.20 1.22 1.48 4.29 8.70 0.99
4,500 4250 to 4749 11.40 13.94 13.96 3.14 19.16 10.40 4.39 11.03 14.49 4.93
5,000 4750 to 5249 10.30 10.71 18.40 5.10 13.03 22.56 12.86 14.92 15.75 12.59
5,500 5250 to 5749 9.00 10.46 24.84 8.07 11.20 40.89 28.90 11.09 15.01 33.61
6,000 5750 to 6249 7.40 5.04 10.66 3.70 3.96 14.54 15.17 7.09 6.42 17.86
6,500 6250 to 6749 5.70 4.36 8.60 9.64 6.09 3.05 6.91 10.44 5.54 8.99
7,000 6750 to 7249 4.30 2.28 4.54 11.08 5.70 1.04 3.37 7.90 4.18 3.33
7,500 7250 to 7749 3.20 1.95 3.67 13.64 3.76 0.92 3.46 6.14 2.13 2.35
8,000 7750 to 8249 2.58 1.65 1.45 11.34 2.12 0.90 3.14 3.66 1.42 1.29
8,500 8250 to 8749 1.80 1.25 1.54 6.99 3.03 0.83 3.46 2.95 1.03 1.58
9,000 8750 to 9249 1.40 0.80 1.37 5.97 1.45 0.49 2.87 1.75 0.32 1.08
9,500 9250 to 9749 1.00 0.73 0.42 3.87 1.57 0.28 3.12 0.87 0.83 2.32
10,000 9750 to 10249 0.75 0.50 0.36 5.90 1.41 0.16 1.96 0.66 0.00 0.72
10,500 10250 to 10749 0.50 0.51 0.23 2.27 0.95 0.13 1.55 0.38 0.10 0.98
11,000 10750 to 11249 0.25 0.27 0.04 1.73 0.59 0.11 1.15 0.14 0.08 0.49
11,500 11250 to 11749 0.15 0.08 0.04 0.23 0.26 0.06 0.38 0.43 0.11 0.21
12,000 11750 to 12249 0.10 0.06 0.02 0.25 0.18 0.03 0.35 0.19 0.19 0.18
12,500 12250 to 12749 0.00 0.07 0.04 0.47 0.31 0.03 0.23 0.00 0.71 0.0813,000 12750 to 13249 0.00 0.02 0.00 0.04 0.12 0.01 0.11 0.75 1.27 0.17
13,500 13250 to 13749 0.00 0.01 0.00 0.18 0.11 0.01 0.10 0.00 0.00 0.06
14,000 13750 to 14249 0.00 0.01 0.00 0.11 0.06 0.01 0.13 0.18 0.24 0.18
14,500 14250 to 14749 0.00 0.01 0.00 0.00 0.32 0.00 0.10 0.07 0.00 0.00
15,000 14750 to 15249 0.00 0.01 0.05 0.06 0.11 0.01 0.05 0.18 0.00 0.09
15,500 15250 to 15749 0.00 0.01 0.00 0.22 0.12 0.01 0.13 0.00 0.00 0.24
16,000 15750 to 16249 0.00 0.00 0.00 0.13 0.05 0.01 0.10 0.04 0.00 0.10
16,500 16250 to 16749 0.00 0.00 0.00 0.02 0.14 0.01 0.04 0.03 0.00 0.00
17,000 16750 to 17249 0.00 0.00 0.00 0.23 0.13 0.01 0.07 0.00 0.00 0.10
17,500 17250 to 17749 0.00 0.00 0.00 0.09 0.08 0.02 0.04 0.04 0.00 0.00
18,000 17750 to 18249 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.12
18,500 18250 to 18749 0.00 0.00 0.00 0.37 0.02 0.00 0.03 0.00 0.00 0.01
19,000 18750 to 19249 0.00 0.00 0.02 0.06 0.00 0.00 0.01 0.00 0.00 0.04
19,500 19250 to 19749 0.01 0.00 0.00 0.16 0.00 0.01 0.04 0.00 0.23 0.00
20,000 19750 to 22749 0.00 0.00 0.00 0.09 0.00 0.00 0.03 0.00 0.00 0.02
Total 100 100 100 100 100 100 100 100 100 100
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Table 14: Southern Ontario Tandem Axle Load Distribution Table
Axle Weight , kg Frequency of a given axle weight range as a percentage
BIN RANGE 4 5 6 7 8 9 10 11 12 13
2000 0 to 2449 5.28 0.00 1.47 0.73 4.02 0.24 0.35 0.00 0.24 0.54
3,000 2500 to 3449 10.00 0.00 4.13 0.75 3.89 0.52 0.87 7.65 1.17 3.194,000 3500 to 4449 11.90 0.00 23.50 1.24 3.99 2.43 1.46 10.35 2.59 6.79
5,000 4500 to 5449 9.63 0.00 5.98 2.44 16.68 7.60 2.61 11.54 9.53 5.34
6,000 5500 to 6449 8.00 0.00 7.90 4.83 16.58 8.85 6.73 6.55 10.47 7.17
7,000 6500 to 7449 7.80 0.00 8.95 13.24 16.90 7.84 9.25 5.05 9.39 4.82
8,000 7500 to 8449 6.80 0.00 8.92 12.21 10.77 7.95 7.71 9.90 13.51 3.36
9,000 8500 to 9449 6.15 0.00 8.53 9.02 10.58 8.24 5.65 9.52 11.91 2.92
10,000 9500 to 10449 5.80 0.00 5.77 4.01 6.35 7.45 4.62 13.19 13.83 2.51
11,000 10500 to 11449 5.30 0.00 5.74 7.10 3.29 6.63 3.67 8.52 6.91 2.11
12,000 11500 to 12449 4.70 0.00 4.03 6.90 1.63 5.87 3.41 0.00 4.29 2.30
13,000 12500 to 13449 4.10 0.00 2.99 3.49 1.48 5.60 3.99 4.20 6.09 3.06
14,000 13500 to 14449 3.33 0.00 2.95 2.48 1.17 5.79 5.04 4.57 2.19 2.97
15,000 14500 to 15449 3.91 0.00 1.76 2.11 0.60 7.31 5.70 1.76 1.72 4.46
16,000 15500 to 16449 2.22 0.00 1.65 3.53 0.66 8.91 7.03 1.58 1.33 6.63
17,000 16500 to 17449 1.84 0.00 1.98 1.82 0.89 5.61 8.50 3.49 1.02 10.12
18,000 17500 to 18449 1.44 0.00 0.54 2.12 0.35 1.71 7.60 0.00 0.38 10.96
19,000 18500 to 19449 0.90 0.00 0.77 5.29 0.10 0.77 6.04 0.00 1.33 9.82
20,000 19500 to 20449 0.50 0.00 0.51 4.89 0.00 0.31 4.56 1.44 1.63 5.24
21,000 20500 to 21449 0.30 0.00 0.52 3.64 0.07 0.15 2.11 0.00 0.43 1.87
22,000 21500 to 22449 0.10 0.00 0.52 3.53 0.00 0.09 1.12 0.69 0.00 1.35
23,000 22500 to 23449 0.00 0.00 0.42 1.47 0.00 0.05 0.73 0.00 0.00 0.61
24,000 23500 to 24449 0.00 0.00 0.27 1.44 0.00 0.04 0.30 0.00 0.00 0.43
25,000 24500 to 25449 0.00 0.00 0.09 0.34 0.00 0.01 0.21 0.00 0.00 0.41
26,000 25500 to 26449 0.00 0.00 0.01 0.12 0.00 0.01 0.11 0.00 0.00 0.4327,000 26500 to 27449 0.00 0.00 0.00 0.37 0.00 0.01 0.20 0.00 0.00 0.29
28,000 27500 to 28449 0.00 0.00 0.03 0.27 0.00 0.01 0.14 0.00 0.00 0.04
29,000 28500 to 29449 0.00 0.00 0.00 0.08 0.00 0.00 0.09 0.00 0.04 0.02
30,000 29500 to 30449 0.00 0.00 0.00 0.31 0.00 0.00 0.03 0.00 0.00 0.05
31,000 30500 to 31449 0.00 0.00 0.03 0.00 0.00 0.00 0.09 0.00 0.00 0.00
32,000 31500 to 32449 0.00 0.00 0.00 0.16 0.00 0.00 0.01 0.00 0.00 0.00
33,000 32500 to 33449 0.00 0.00 0.04 0.00 0.00 0.00 0.01 0.00 0.00 0.01
34,000 33500 to 34449 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.00 0.00 0.01
35,000 34500 to 35449 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.00 0.00 0.00
36,000 35500 to 36449 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.03
37,000 36500 to 37449 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
38,000 37500 to 38449 0.00 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.00 0.01
39,000 38500 to 39449 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03
40,000 39500 to 40449 0.00 0.00 0.00 0.04 0.00 0.00 0.01 0.00 0.00 0.10
Total 100 0.00 100 100 100 100 100 100 100 100
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Table 15: Southern Ontario Tridem Axle Load Distribution Table
Ax le Weight, kg Frequency of a given axle weight range as a percentage
BIN RANGE 4 5 6 7 8 9 10 11 12 13
4500 0 to 5249 0.00 0.00 0.00 4.26 0.00 39.94 4.98 0.00 0.00 6.50
6,000 5250 to 6749 0.00 0.00 0.00 9.29 0.00 7.55 9.65 0.00 0.00 11.027,500 6750 to 8249 0.00 0.00 0.00 10.96 0.00 19.96 9.53 0.00 0.00 6.55
9,000 8250 to 9749 0.00 0.00 0.00 0.30 0.00 5.90 7.21 0.00 0.00 3.69
10,500 9750 to 11249 0.00 0.00 0.00 14.23 0.00 0.67 5.21 0.00 0.00 2.44
12,000 11250 to 12749 0.00 0.00 0.00 1.97 0.00 5.34 5.07 0.00 0.00 2.29
13,500 12750 to 14249 0.00 0.00 0.00 4.54 0.00 2.18 4.39 0.00 0.00 2.18
15,000 14250 to 15749 0.00 0.00 0.00 2.12 0.00 8.20 4.32 0.00 0.00 4.16
16,500 15750 to 17249 0.00 0.00 0.00 12.24 0.00 3.58 4.56 0.00 0.00 4.46
18,000 17250 to 18749 0.00 0.00 0.00 0.64 0.00 1.74 4.82 0.00 0.00 4.54
19,500 18750 to 20249 0.00 0.00 0.00 0.00 0.00 3.42 5.87 0.00 0.00 3.90
21,000 20250 to 21749 0.00 0.00 0.00 0.50 0.00 1.23 5.44 0.00 0.00 7.33
22,500 21750 to 23249 0.00 0.00 0.00 0.00 0.00 0.00 6.96 0.00 0.00 11.94
24,000 23250 to 24749 0.00 0.00 0.00 9.88 0.00 0.00 6.31 0.00 0.00 14.87
25,500 24750 to 26249 0.00 0.00 0.00 3.00 0.00 0.29 5.68 0.00 0.00 8.24
27,000 26250 to 27749 0.00 0.00 0.00 6.69 0.00 0.00 4.50 0.00 0.00 3.49
28,500 27750 to 29249 0.00 0.00 0.00 9.24 0.00 0.00 2.20 0.00 0.00 1.43
30,000 29250 to 30749 0.00 0.00 0.00 4.56 0.00 0.00 1.25 0.00 0.00 0.34
31,500 30750 to 32249 0.00 0.00 0.00 5.58 0.00 0.00 0.60 0.00 0.00 0.35
33,000 32250 to 33749 0.00 0.00 0.00 0.00 0.00 0.00 0.32 0.00 0.00 0.16
34,500 33750 to 35249 0.00 0.00 0.00 0.00 0.00 0.00 0.31 0.00 0.00 0.04
36,000 35250 to 36749 0.00 0.00 0.00 0.00 0.00 0.00 0.25 0.00 0.00 0.01
37,500 36750 to 38249 0.00 0.00 0.00 0.00 0.00 0.00 0.28 0.00 0.00 0.06
39,000 38250 to 39749 0.00 0.00 0.00 0.00 0.00 0.00 0.11 0.00 0.00 0.00
40,500 39750 to 41249 0.00 0.00 0.00 0.00 0.00 0.00 0.04 0.00 0.00 0.0042,000 41250 to 42749 0.00 0.00 0.00 0.00 0.00 0.00 0.05 0.00 0.00 0.00
43,500 42750 to 44249 0.00 0.00 0.00 0.00 0.00 0.00 0.09 0.00 0.00 0.01
45,000 44250 to 45749 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
46,500 45750 to 47249 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
48,000 47250 to 48749 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
49,500 48750 to 52749 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Total 0.00 0.00 0.00 100 0.00 100 100 0.00 0.00 100
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Table 16: Southern Ontario Quad Axle Load Distribution Table
Ax le Weight, kg Frequency of a given axle weight range as a percentage
BIN RANGE 4 5 6 7 8 9 10 11 12 13
4500 0 to 5249 0.00 0.00 0.00 0.00 0.00 0.00 1.25 0.00 0.00 4.32
6,000 5250 to 6749 0.00 0.00 0.00 0.00 0.00 0.00 4.16 0.00 0.00 8.967,500 6750 to 8249 0.00 0.00 0.00 0.00 0.00 0.00 6.17 0.00 0.00 13.83
9,000 8250 to 9749 0.00 0.00 0.00 0.00 0.00 0.00 6.06 0.00 0.00 5.35
10,500 9750 to 11249 0.00 0.00 0.00 0.00 0.00 0.00 4.70 0.00 0.00 0.75
12,000 11250 to 12749 0.00 0.00 0.00 0.00 0.00 0.00 5.89 0.00 0.00 0.00
13,500 12750 to 14249 0.00 0.00 0.00 0.00 0.00 0.00 3.56 0.00 0.00 2.19
15,000 14250 to 15749 0.00 0.00 0.00 0.00 0.00 0.00 2.04 0.00 0.00 2.96
16,500 15750 to 17249 0.00 0.00 0.00 0.00 0.00 0.00 2.87 0.00 0.00 13.84
18,000 17250 to 18749 0.00 0.00 0.00 0.00 0.00 0.00 2.37 0.00 0.00 0.82
19,500 18750 to 20249 0.00 0.00 0.00 0.00 0.00 0.00 3.58 0.00 0.00 3.16
21,000 20250 to 21749 0.00 0.00 0.00 0.00 0.00 0.00 3.03 0.00 0.00 8.64
22,500 21750 to 23249 0.00 0.00 0.00 0.00 0.00 0.00 5.41 0.00 0.00 2.03
24,000 23250 to 24749 0.00 0.00 0.00 0.00 0.00 0.00 6.94 0.00 0.00 5.77
25,500 24750 to 26249 0.00 0.00 0.00 0.00 0.00 0.00 8.55 0.00 0.00 11.63
27,000 26250 to 27749 0.00 0.00 0.00 0.00 0.00 0.00 6.94 0.00 0.00 7.89
28,500 27750 to 29249 0.00 0.00 0.00 0.00 0.00 0.00 4.36 0.00 0.00 0.24
30,000 29250 to 30749 0.00 0.00 0.00 0.00 0.00 0.00 3.84 0.00 0.00 0.38
31,500 30750 to 32249 0.00 0.00 0.00 0.00 0.00 0.00 3.72 0.00 0.00 0.00
33,000 32250 to 33749 0.00 0.00 0.00 0.00 0.00 0.00 3.79 0.00 0.00 0.00
34,500 33750 to 35249 0.00 0.00 0.00 0.00 0.00 0.00 3.12 0.00 0.00 3.09
36,000 35250 to 36749 0.00 0.00 0.00 0.00 0.00 0.00 3.61 0.00 0.00 4.15
37,500 36750 to 38249 0.00 0.00 0.00 0.00 0.00 0.00 1.50 0.00 0.00 0.00
39,000 38250 to 39749 0.00 0.00 0.00 0.00 0.00 0.00 0.79 0.00 0.00 0.00
40,500 39750 to 41249 0.00 0.00 0.00 0.00 0.00 0.00 0.35 0.00 0.00 0.0042,000 41250 to 42749 0.00 0.00 0.00 0.00 0.00 0.00 1.02 0.00 0.00 0.00
43,500 42750 to 44249 0.00 0.00 0.00 0.00 0.00 0.00 0.16 0.00 0.00 0.00
45,000 44250 to 45749 0.00 0.00 0.00 0.00 0.00 0.00 0.06 0.00 0.00 0.00
46,500 45750 to 47249 0.00 0.00 0.00 0.00 0.00 0.00 0.16 0.00 0.00 0.00
48,000 47250 to 48749 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
49,500 48750 to 52749 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Total 0.00 0.00 0.00 0.00 0.00 0.00 100 0.00 0.00 100
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Table 17: Northern Ontario Single Axle Load Distribution Table
Axle Weigh t, kg Frequency of a given axle weight range as a percentage
BIN RANGE 4 5 6 7 8 9 10 11 12 13
1000 0 to 1249 1.80 0.20 0.22 0.00 2.14 0.06 0.63 5.59 0.59 0.15
1,500 1250 to 1749 0.96 0.61 0.00 0.00 1.88 0.09 0.20 0.00 0.00 0.462,000 1750 to 2249 2.91 11.58 0.47 0.26 5.38 0.61 0.66 0.00 2.59 0.58
2,500 2250 to 2749 3.99 10.37 0.35 0.00 6.19 0.42 0.66 0.00 1.27 0.61
3,000 2750 to 3249 6.80 8.26 0.09 0.03 7.42 0.22 1.61 5.59 2.50 1.04
3,500 3250 to 3749 12.00 11.40 7.08 0.17 9.96 0.77 2.06 0.00 6.41 1.13
4,000 3750 to 4249 11.70 11.52 8.11 0.32 13.50 1.20 2.21 1.96 4.29 1.47
4,500 4250 to 4749 11.40 12.33 10.21 3.28 13.60 4.72 3.17 6.93 12.67 3.71
5,000 4750 to 5249 10.30 8.79 14.42 5.52 7.22 11.71 9.34 16.96 5.81 12.37
5,500 5250 to 5749 9.00 8.64 30.26 3.80 8.18 42.47 27.56 4.48 22.17 33.59
6,000 5750 to 6249 7.40 3.72 9.15 9.29 2.61 23.52 19.40 10.05 14.30 25.58
6,500 6250 to 6749 5.70 2.32 5.20 23.71 4.02 4.64 8.64 1.96 6.63 10.57
7,000 6750 to 7249 4.30 3.04 4.34 9.42 3.75 2.47 3.75 13.96 8.89 1.60
7,500 7250 to 7749 3.20 1.53 3.12 17.49 4.88 1.94 3.57 13.47 1.44 1.41
8,000 7750 to 8249 2.58 0.62 2.29 4.60 3.01 1.40 3.00 0.00 0.00 0.91
8,500 8250 to 8749 1.80 1.66 1.45 2.23 1.26 0.66 3.31 7.03 1.04 1.67
9,000 8750 to 9249 1.40 1.14 1.62 4.85 0.74 0.69 3.19 0.00 3.26 0.84
9,500 9250 to 9749 1.00 0.90 1.41 4.02 1.42 0.38 2.37 7.03 0.00 0.91
10,000 9750 to 10249 0.75 0.51 0.00 6.21 0.17 0.24 1.10 3.03 0.00 0.22
10,500 10250 to 10749 0.50 0.12 0.00 1.78 0.00 0.25 1.19 0.00 0.00 0.21
11,000 10750 to 11249 0.25 0.05 0.00 1.16 0.79 1.20 0.76 0.00 3.26 0.00
11,500 11250 to 11749 0.15 0.42 0.21 0.29 0.74 0.08 0.27 0.00 1.25 0.06
12,000 11750 to 12249 0.10 0.15 0.00 0.25 0.00 0.04 0.10 1.96 0.59 0.00
12,500 12250 to 12749 0.00 0.12 0.00 1.15 0.00 0.06 0.29 0.00 0.00 0.07
13,000 12750 to 13249 0.00 0.00 0.00 0.00 0.00 0.00 0.35 0.00 1.04 0.0013,500 13250 to 13749 0.00 0.00 0.00 0.00 0.00 0.02 0.17 0.00 0.00 0.00
14,000 13750 to 14249 0.00 0.00 0.00 0.00 0.00 0.01 0.07 0.00 0.00 0.00
14,500 14250 to 14749 0.00 0.00 0.00 0.00 0.82 0.02 0.04 0.00 0.00 0.28
15,000 14750 to 15249 0.00 0.00 0.00 0.00 0.00 0.03 0.08 0.00 0.00 0.00
15,500 15250 to 15749 0.00 0.00 0.00 0.00 0.32 0.01 0.09 0.00 0.00 0.00
16,000 15750 to 16249 0.00 0.00 0.00 0.02 0.00 0.00 0.05 0.00 0.00 0.11
16,500 16250 to 16749 0.00 0.00 0.00 0.00 0.00 0.02 0.01 0.00 0.00 0.00
17,000 16750 to 17249 0.00 0.00 0.00 0.14 0.00 0.02 0.05 0.00 0.00 0.12
17,500 17250 to 17749 0.00 0.00 0.00 0.00 0.00 0.02 0.01 0.00 0.00 0.23
18,000 17750 to 18249 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.03
18,500 18250 to 18749 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07
19,000 18750 to 19249 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00
19,500 19250 to 19749 0.01 0.00 0.00 0.00 0.00 0.00 0.03 0.00 0.00 0.00
20,000 19750 to 22749 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00
Total 100 100 100 100 100 100 100 100 100 100
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Table 18: Northern Ontario Tandem Axle Load Distribution Table
Axle Weight , kg Frequency of a given axle weight range as a percentage
BIN RANGE 4 5 6 7 8 9 10 11 12 13
2000 0 to 2449 5.28 0.00 0.00 0.08 5.81 0.10 0.51 0.00 0.00 0.92
3,000 2500 to 3449 10.00 0.00 2.55 2.82 3.76 0.29 1.20 0.00 1.13 4.364,000 3500 to 4449 11.90 0.00 24.63 0.32 12.00 1.26 1.78 0.00 0.00 6.47
5,000 4500 to 5449 9.63 0.00 9.79 0.81 16.34 3.61 2.37 39.95 3.70 4.46
6,000 5500 to 6449 8.00 0.00 3.94 24.47 27.43 4.77 3.98 60.05 6.17 7.05
7,000 6500 to 7449 7.80 0.00 8.59 10.08 12.08 5.48 7.60 0.00 7.23 5.43
8,000 7500 to 8449 6.80 0.00 10.85 6.24 0.81 4.86 6.11 0.00 10.13 1.86
9,000 8500 to 9449 6.15 0.00 10.84 19.07 6.21 6.40 6.43 0.00 17.36 1.75
10,000 9500 to 10449 5.80 0.00 3.29 2.01 4.91 6.58 3.44 0.00 19.40 1.45
11,000 10500 to 11449 5.30 0.00 2.27 0.78 1.98 8.89 4.85 0.00 6.54 1.70
12,000 11500 to 12449 4.70 0.00 0.67 1.69 1.98 8.71 3.85 0.00 3.84 1.33
13,000 12500 to 13449 4.10 0.00 5.02 1.16 0.64 8.43 3.85 0.00 5.44 2.28
14,000 13500 to 14449 3.33 0.00 2.54 0.84 0.00 6.32 5.20 0.00 5.34 3.17
15,000 14500 to 15449 3.91 0.00 1.36 1.19 0.00 8.48 5.62 0.00 0.00 4.45
16,000 15500 to 16449 2.22 0.00 0.83 0.66 5.54 10.65 6.54 0.00 6.26 10.30
17,000 16500 to 17449 1.84 0.00 3.29 3.59 0.00 7.85 9.18 0.00 0.00 11.82
18,000 17500 to 18449 1.44 0.00 2.65 5.49 0.51 3.73 7.84 0.00 6.26 14.14
19,000 18500 to 19449 0.90 0.00 1.23 1.82 0.00 1.71 6.42 0.00 0.00 9.13
20,000 19500 to 20449 0.50 0.00 1.65 3.33 0.00 0.61 5.47 0.00 0.00 3.66
21,000 20500 to 21449 0.30 0.00 1.86 3.68 0.00 0.34 2.61 0.00 0.00 1.32
22,000 21500 to 22449 0.10 0.00 0.70 2.58 0.00 0.23 1.34 0.00 0.00 0.67
23,000 22500 to 23449 0.00 0.00 0.32 0.26 0.00 0.23 1.65 0.00 0.00 0.37
24,000 23500 to 24449 0.00 0.00 0.77 2.59 0.00 0.23 0.37 0.00 0.00 0.32
25,000 24500 to 25449 0.00 0.00 0.36 1.19 0.00 0.08 0.41 0.00 0.00 0.13
26,000 25500 to 26449 0.00 0.00 0.00 0.05 0.00 0.11 0.21 0.00 0.00 0.3327,000 26500 to 27449 0.00 0.00 0.00 2.53 0.00 0.01 0.59 0.00 0.00 0.07
28,000 27500 to 28449 0.00 0.00 0.00 0.27 0.00 0.02 0.33 0.00 0.00 0.85
29,000 28500 to 29449 0.00 0.00 0.00 0.19 0.00 0.01 0.00 0.00 1.20 0.05
30,000 29500 to 30449 0.00 0.00 0.00 0.00 0.00 0.01 0.10 0.00 0.00 0.09
31,000 30500 to 31449 0.00 0.00 0.00 0.00 0.00 0.00 0.04 0.00 0.00 0.06
32,000 31500 to 32449 0.00 0.00 0.00 0.21 0.00 0.00 0.06 0.00 0.00 0.00
33,000 32500 to 33449 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
34,000 33500 to 34449 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01
35,000 34500 to 35449 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
36,000 35500 to 36449 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
37,000 36500 to 37449 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
38,000 37500 to 38449 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
39,000 38500 to 39449 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
40,000 39500 to 40449 0.00 0.00 0.00 0.00 0.00 0.00 0.05 0.00 0.00 0.00
Total 100 0.00 100 100 100 100 100 100 100 100
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Table 19: Northern Ontario Tridem Axle Load Distribution Table
Ax le Weigh t, kg Frequency of a given axle weight range as a percen tage
BIN RANGE 4 5 6 7 8 9 10 11 12 13
4500 0 to 5249 0.00 0.00 0.00 0.00 0.00 7.03 5.26 0.00 0.00 5.63
6,000 5250 to 6749 0.00 0.00 0.00 20.16 0.00 5.16 7.54 0.00 100 13.677,500 6750 to 8249 0.00 0.00 0.00 0.00 0.00 0.00 8.63 0.00 0.00 6.55
9,000 8250 to 9749 0.00 0.00 0.00 44.60 0.00 0.19 6.67 0.00 0.00 2.23
10,500 9750 to 11249 0.00 0.00 0.00 9.52 0.00 0.85 4.91 0.00 0.00 2.02
12,000 11250 to 12749 0.00 0.00 0.00 0.00 0.00 5.33 4.48 0.00 0.00 1.16
13,500 12750 to 14249 0.00 0.00 0.00 0.00 0.00 1.04 4.85 0.00 0.00 1.75
15,000 14250 to 15749 0.00 0.00 0.00 0.00 0.00 77.00 5.07 0.00 0.00 2.42
16,500 15750 to 17249 0.00 0.00 0.00 0.00 0.00 0.13 5.21 0.00 0.00 3.41
18,000 17250 to 18749 0.00 0.00 0.00 0.00 0.00 0.00 4.96 0.00 0.00 4.27
19,500 18750 to 20249 0.00 0.00 0.00 0.00 0.00 2.79 7.72 0.00 0.00 4.74
21,000 20250 to 21749 0.00 0.00 0.00 0.00 0.00 0.00 6.05 0.00 0.00 10.07
22,500 21750 to 23249 0.00 0.00 0.00 13.18 0.00 0.00 5.54 0.00 0.00 13.11
24,000 23250 to 24749 0.00 0.00 0.00 12.54 0.00 0.28 6.90 0.00 0.00 17.57
25,500 24750 to 26249 0.00 0.00 0.00 0.00 0.00 0.20 5.38 0.00 0.00 6.99
27,000 26250 to 27749 0.00 0.00 0.00 0.00 0.00 0.00 4.27 0.00 0.00 2.47
28,500 27750 to 29249 0.00 0.00 0.00 0.00 0.00 0.00 2.05 0.00 0.00 0.51
30,000 29250 to 30749 0.00 0.00 0.00 0.00 0.00 0.00 1.57 0.00 0.00 0.48
31,500 30750 to 32249 0.00 0.00 0.00 0.00 0.00 0.00 0.98 0.00 0.00 0.27
33,000 32250 to 33749 0.00 0.00 0.00 0.00 0.00 0.00 0.87 0.00 0.00 0.07
34,500 33750 to 35249 0.00 0.00 0.00 0.00 0.00 0.00 0.47 0.00 0.00 0.55
36,000 35250 to 36749 0.00 0.00 0.00 0.00 0.00 0.00 0.29 0.00 0.00 0.06
37,500 36750 to 38249 0.00 0.00 0.00 0.00 0.00 0.00 0.18 0.00 0.00 0.00
39,000 38250 to 39749 0.00 0.00 0.00 0.00 0.00 0.00 0.09 0.00 0.00 0.00
40,500 39750 to 41249 0.00 0.00 0.00 0.00 0.00 0.00 0.04 0.00 0.00 0.0042,000 41250 to 42749 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
43,500 42750 to 44249 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
45,000 44250 to 45749 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
46,500 45750 to 47249 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.00 0.00 0.00
48,000 47250 to 48749 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
49,500 48750 to 52749 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Total 0.00 0.00 0.00 100 0.00 100 100 0.00 100 100
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Table 20: Northern Ontario Quad Axle Load Distribution Table
Ax le Weight, kg Frequency of a given axle weight range as a percentage
BIN RANGE 4 5 6 7 8 9 10 11 12 13
4500 0 to 5249 0.00 0.00 0.00 0.00 0.00 0.00 3.18 0.00 0.00 5.82
6,000 5250 to 6749 0.00 0.00 0.00 0.00 0.00 0.00 5.32 0.00 0.00 9.557,500 6750 to 8249 0.00 0.00 0.00 0.00 0.00 0.00 10.24 0.00 0.00 3.11
9,000 8250 to 9749 0.00 0.00 0.00 0.00 0.00 0.00 5.20 0.00 0.00 0.00
10,500 9750 to 11249 0.00 0.00 0.00 0.00 0.00 0.00 2.00 0.00 0.00 0.00
12,000 11250 to 12749 0.00 0.00 0.00 0.00 0.00 0.00 3.36 0.00 0.00 0.00
13,500 12750 to 14249 0.00 0.00 0.00 0.00 0.00 0.00 2.61 0.00 0.00 3.12
15,000 14250 to 15749 0.00 0.00 0.00 0.00 0.00 0.00 2.12 0.00 0.00 6.44
16,500 15750 to 17249 0.00 0.00 0.00 0.00 0.00 0.00 4.23 0.00 0.00 3.85
18,000 17250 to 18749 0.00 0.00 0.00 0.00 0.00 0.00 2.47 0.00 0.00 9.36
19,500 18750 to 20249 0.00 0.00 0.00 0.00 0.00 0.00 1.01 0.00 0.00 0.00
21,000 20250 to 21749 0.00 0.00 0.00 0.00 0.00 0.00 0.23 0.00 0.00 0.00
22,500 21750 to 23249 0.00 0.00 0.00 0.00 0.00 0.00 7.58 0.00 0.00 3.41
24,000 23250 to 24749 0.00 0.00 0.00 0.00 0.00 0.00 3.05 0.00 0.00 2.40
25,500 24750 to 26249 0.00 0.00 0.00 0.00 0.00 0.00 4.19 0.00 0.00 45.88
27,000 26250 to 27749 0.00 0.00 0.00 0.00 0.00 0.00 7.42 0.00 0.00 0.09
28,500 27750 to 29249 0.00 0.00 0.00 0.00 0.00 0.00 3.19 0.00 0.00 6.97
30,000 29250 to 30749 0.00 0.00 0.00 0.00 0.00 0.00 5.90 0.00 0.00 0.00
31,500 30750 to 32249 0.00 0.00 0.00 0.00 0.00 0.00 6.43 0.00 0.00 0.00
33,000 32250 to 33749 0.00 0.00 0.00 0.00 0.00 0.00 5.29 0.00 0.00 0.00
34,500 33750 to 35249 0.00 0.00 0.00 0.00 0.00 0.00 4.38 0.00 0.00 0.00
36,000 35250 to 36749 0.00 0.00 0.00 0.00 0.00 0.00 8.46 0.00 0.00 0.00
37,500 36750 to 38249 0.00 0.00 0.00 0.00 0.00 0.00 1.64 0.00 0.00 0.00
39,000 38250 to 39749 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
40,500 39750 to 41249 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0042,000 41250 to 42749 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
43,500 42750 to 44249 0.00 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00 0.00
45,000 44250 to 45749 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
46,500 45750 to 47249 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
48,000 47250 to 48749 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
49,500 48750 to 52749 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Total 0.00 0.00 0.00 0.00 0.00 0.00 100 0.00 0.00 100
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3.9 MTO iCorridor
Ontario has developed a web-based mapping program called iCorridor to allow users to use a
map interface to view the data behind each link, with an option to download the information.
One of the modules in iCorridor provides site specific traffic data (Level 1) such as AADTT,
vehicle class distribution, number of axle per truck, and axle load distribution for AASHTOWarePavement ME Design. This program can generate the following three data files for any specific
LHRS sections:
• Traffic data input file in XML format that contains the AADTT, vehicle classdistribution, axle per truck, and axle spacing & configuration.
• Axle load spectrum file in ALF format that contains the axle load spectrum tables ofsingle, tandem, tridem and quad axle types.
• A summary file in spreadsheet format that contains the above traffic data.
The above XMF and ALF files can be directly input into AASHTOWare Pavement ME Design
to run the analysis. If traffic data is insufficient within the LHRS section, the tables for Southernor Northern Ontario will be generated.
The hyperlink to MTO iCorridor is: http://www.mto.gov.on.ca/iCorridor /
Figure 1 is a screen capture for the AASHTOWare Pavement ME Design traffic data module of
iCorridor . Follow the five steps below to access and download the traffic files.
Step 1 Click Provincial Highway at the side menu on the left.
Step 2 Click Traffic Data for AASHTOWare Pavement ME Design under the top drop-
down menu.Step 3 Choose NON-DIRECTIONAL option. (typical case)
Step 4 Zoom in to the map and click on the LHRS pavement section to be selected.
Step 5 Right-click on the file name and click Save Target As… at the pop-up menu to
download the file to the user defined directory.
NON-DIRECTIONAL option will provide an overall AADT and AADTT of the selected LHRS
section in both directions. The pavement designer should enter the corresponding percent splitof traffic volume for the design direction (typical 50%) to the ‘Percent trucks in design direction’
field.
DIRECTIONAL option will provide the AADT and AADTT of the specific direction of the
selected LHRS section, and the designer requires to enter 100% to the ‘Percent trucks in design
direction’ field. Note that the designer requires to zoom in very close to the map in order toidentify which direction to be chosen. Under rare circumstances should the designer require to
select this option.
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http://www.mto.gov.on.ca/iCorridorhttp://www.mto.gov.on.ca/iCorridorhttp://www.mto.gov.on.ca/iCorridorhttp://www.mto.gov.on.ca/iCorridor
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Figure 1: Ontario iCorridor - Screen Capture
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4.0 Climate
Climate information available from Environment Canada has been processed for use in
AASHTOWare Pavement ME Design. The user need only to select the appropriate weather
station and all relevant information is provided in the weather station file. And the weather datawill be updated by AASHTO periodically.
Below is a map showing the locations of the 34 weather stations in Ontario. Due to limited
functionality of the AASHTOWare Pavement ME Design weather station interpolation function,
it is recommended that the closest weather station to the project be selected for analysis.
Below is the link to the map where you can easily identify the locations and names of the
weather stations in Ontario.
http://maps.google.ca/maps/ms?msid=208266981848406862188.0004b3215876ff4d25ee7&msa
=0
Figure 2: Location of the 34 Ontario Climate Stations
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http://maps.google.ca/maps/ms?msid=208266981848406862188.0004b3215876ff4d25ee7&msa=0http://maps.google.ca/maps/ms?msid=208266981848406862188.0004b3215876ff4d25ee7&msa=0http://maps.google.ca/maps/ms?msid=208266981848406862188.0004b3215876ff4d25ee7&msa=0http://maps.google.ca/maps/ms?msid=208266981848406862188.0004b3215876ff4d25ee7&msa=0http://maps.google.ca/maps/ms?msid=208266981848406862188.0004b3215876ff4d25ee7&msa=0
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Table 21: Ontario Climate Stations - Detailed Information
Station Station Name Location Latitude Longitu de
Elevation(m)
Period From(yyyymmdd)
Period To(yyyymmdd)
15801 ARMSTRONG| ON ARMSTRONG AIRPORT 50.294 -88.905 322 19530101 19680630
94932 ATIKOKAN| ON ATIKOKAN 48.750 -91.617 395 19661001 19860930
15806BIG TROUT LAKE|ON BIG TROUT LAKE 53.833 -89.867
22419700101 19891231
94862 CHAPLEAU| ON CHAPLEAU 47.833 -83.433 428 19651101 19760331
94797 EARLTON| ON EARLTON AIRPORT 47.700 -79.850 243 19591001 19790930
94864 GERALDTON| ON GERALDTON 49.700 -86.950 331 19671101 19770331
94888 GERALDTON| ON GERALDTON AIRPORT 49.783 -86.931 349 19870701 20070630
94803 GORE BAY| ON GORE BAY AIRPORT 45.883 -82.567 194 19711001 19910930
14998 GRAHAM| ON GRAHAM AIRPORT 49.267 -90.583 503 19530101 19661231
04797 HAMILTON| ON HAMILTON AIRPORT 43.172 -79.934 238 20070101 20111231
14899 KAPUSKASING| ON KAPUSKASING AIRPORT 49.414 -82.468 226 19870701 20070630
14999 KENORA| ON KENORA AIRPORT 49.790 -94.365 410 19870701 20070630
94799 KILLALOE| ON KILLALOE 45.567 -77.417 174 19530101 19720731
94805 LONDON| ON LONDON AIRPORT 43.033 -81.151 278 19740201 19940131
94857 MOUNT FOREST| ON MOUNT FOREST 43.983 -80.750 415 19620101 19760731
15804 NAKINA| ON NAKINA AIRPORT 50.183 -86.700 325 19530101 19671031
04705 NORTH BAY| ON NORTH BAY AIRPORT 46.364 -79.423 370 19740201 19940131
04772 OTTAWA| ONMACDONALD-CARTIERINTERNATIONAL AIRPORT 45.323 -75.669
11419870101 20070630
04706 OTTAWA| ON OTTAWA ROCKCLIFFE AIRPORT 45.450 -75.633 54 19530101 19640331
54706 PETAWAWA| ON PETAWAWA AIRPORT 45.950 -77.317 130 19730701 19930630
94842SAULT STE MARIE|ON SAULT STE MARIE AIRPORT 46.483 -84.509
19219870701 20070630
94858 SIMCOE| ON SIMCOE 42.850 -80.267 240 19620101 19770731
15909SIOUX LOOKOUT|ON SIOUX LOOKOUT AIRPORT 50.117 -91.900
38319870701 20070630
04713 STIRLING| ON STIRLING 44.317 -77.633 139 19530101 19681130
94828 SUDBURY| ON SUDBURY AIRPORT 46.625 -80.799 347 19870701 20070630
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Station Station Name Location Latitude Longitu de
Elevation(m)
Period From(yyyymmdd)
Period To(yyyymmdd)
94804 THUNDER BAY| ON THUNDER BAY AIRPORT 48.369 -89.327 199 19740101 19931231
94831 TIMMINS| ON VICTOR POWER AIRPORT 48.570 -81.377 295 19740701 19940630
54753 TORONTO| ON BUTTONVILLE AIRPORT 43.862 -79.370 198 19870701 20070630
94791 TORONTO| ONLESTER B. PEARSONINTERNATIONAL AIRPORT 43.677 -79.631
17319870701 20070630
04715 TRENTON| ON TRENTON AIRPORT 44.117 -77.533 86 19350101 19940531
94808 WHITE RIVER| ON WHITE RIVER 48.600 -85.283 379 19560101 1975123194809 WIARTON| ON WIARTON AIRPORT 44.746 -81.107 222 19750701 19950630
94810 WINDSOR| ON WINDSOR AIRPORT 42.276 -82.956 190 19750701 19950630
15807 WINISK| ON WINISK AIRPORT 55.233 -85.117 13 19590201 19650630
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5.0 Structure Layers Information
5.1 HMA Propert ies
The mix properties presented (Level 3) are based on previous contract mix design information.Tables 22, 23 and 24 provide individual hot mix type properties from the Canadian agencies.
For the AC layer properties and thermal cracking inputs, the default values from AASHTOWare
Pavement ME Design should be used in the design until further study is completed.
Regarding the pre-overlay rutting, if no project specific information is available, an average
value of 7 mm for existing rut depth prior to overlay should be used.viii
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Table 22a: Ontario Typical SuperPave and SMA Asphalt Concrete Properties
Asphalt Layers SP 12.5 SP 19.0 SP 25.0 SMA 12.5
Thickness (mm) Project specific
Mixture Volumetric
Unit Weight (kg/m3) See Note 1 2460 2469 See Note 1
Effective Binder Content - by Volume (%) 11.8 11.2 10.4 14.6
Air Voids (%) Note 2 7.0
Poisson’s Ratio Note 3 0.35 for existing HMA (select calculated for new HMA)Mechanical Properties
Dynamic Modulus “Input level: 3” selected
Aggregate
Gradation
% Passing the 19 mm Sieve 100 % 96.9 % 89.1 % 100.0 %
% Passing the 9.5 mm Sieve 83.2 % 72.5 % 63.3 % 73.1 %
% Passing the 4.75 mm Sieve 54 % 52.8 % 49.3 % 29.7 %
% Passing the 75 µm Sieve 4 % 3.9 % 3.8 % 9.3 %
G Star Predictive Model “Use viscosity based model (nationally calibrated)” selected
Reference Temperature 21.1 ºC
Asphalt Binder Note 4
PG 64-28 PG 58-28 PG 58-28 PG 70-28
Indirect Tensile Strength – 10 deg.C (MPa) Calculated
Creep Compliance (1/GPa) “Input level: 3” selected
Thermal
Thermal Conductivity (watt/meter-Kelvin) 1.16
Heat Capacity (joule/kg-Kelvin) 963
Thermal Contraction Calculated Note 1: For SP 12.5, the unit weight is 2,460 kg/m
3. For SP 12.5FC1, FC2 and SMA 12.5, unit weight varies from different regions: Central and North
regions – 2,520 kg/m3; East region – 2,390 kg/m
3; West region – 2,530 kg/m
3
Note 2: For existing HMA layers, should use measured in-situ air voids.
Note 3: For new HMA mixtures, use calculated Poisson’s ratio by expanding the row on ‘Poisson’s ratio’ and set to ‘true’. For the row on ‘Is Poisson’s
Ratio calculated?’ Refer to Mechanistic-Empirical Pavement Design Guide Table 11-3 for other reference temperatures and open-graded
HMA Poisson ratios.
Note 4: Typical PG shown only; PGAC varies based on locations and traffic loading conditions. Refer to MTO SuperPave Guide to select the proper
PGAC grade.
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Table 22b: Quebec Typical Hot Mix Asphalt Properties
Asphalt Layers GB-20 ESG-14 ESG-10 EG-10
Thickness (mm) Project specific
Mixture Volumetric
Unit Weight (kg/m3)1
2390 2360 2350 2370
Effective Binder Content - by Volume (%) 10.2 11.4 12.2 12.4
Air Voids (%)2 7.0
Poisson’s Ratio 0.35Mechanical Properties
Dynamic Modulus “Input level: 3” selected
Aggregate
Gradation
% Passing the 19 mm Sieve 98 % 100 % 100 % 100 %
% Passing the 9.5 mm Sieve 64 % 80 % 96 % 95 %
% Passing the 4.75 mm Sieve 42 % 50 % 58 % 46 %
% Passing the 75 µm Sieve 4.9 % 5.3 % 5.7 % 5.6 %
G Star Predictive Model “Use viscosity based model (nationally calibrated)” selected
Reference Temperature 21.1 ºC
Asphalt Binder 3 PG 64-28
PG 58-34PG 64-28 / 70-28PG 58-34 / 64-34
PG 64-28 / 70-28PG 58-34 / 64-34
PG 70-28PG 64-34
Indirect Tensile Strength – 10 deg.C (MPa) Calculated
Creep Compliance (1/GPa) “Input level: 3” selected
Thermal
Thermal Conductivity (watt/meter-Kelvin) 1.48
Heat Capacity (joule/kg-Kelvin)
870
Thermal Contraction Calculated Note 1: Based on 7% air voids.
Note 2: Maximum air voids but usually less.
Note 3: PG is selected according to climatic zone and traffic level.
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Table 22c: Edmonton Typical SuperPave and SMA Asphalt Concrete Properties
Asphalt Layers ACF-LT
SGC 10.0
ACF-HT
SGC 10.0
SMA 10.0 SMA 16.0
Thickness (mm) Project specific
Mixture Volumetric
Unit Weight (kg/m3) 2335 2357 2365 See Note 1
Effective Binder Content - by Volume (%) 11.8 11.2 10.2 11.5Air Voids (%)1 3.0
Poisson’s Ratio2 0.35
Mechanical Properties
Dynamic Modulus “Input level: 3” selected
AggregateGradation
% Passing the 19 mm Sieve 100 % 100 % 100 % 100.0 %
% Passing the 9.5 mm Sieve 98.3 % 97.5 % 96.4 % 75.6 %
% Passing the 4.75 mm Sieve 62.5 % 47.7 % 29.7 % 30.4 %
% Passing the 75 µm Sieve 6.1% 4.8 % 11.0 % 11.8%
G Star Predictive Model “Use viscosity based model (nationally calibrated)” selected
Reference Temperature 21.1 ºC
Asphalt Binder 3 PG 58-28 PG 58-28 PG 58-28 PG 70-28
Indirect Tensile Strength – 10 deg.C (MPa) Calculated
Creep Compliance (1/GPa) “Input level: 3” selected
Thermal Thermal Conductivity (watt/meter-Kelvin) 1.16
Heat Capacity (joule/kg-Kelvin) 963
Thermal Contraction Calculated Note 1: For existing HMA layers, should use measured in-situ air voids.
Note 2: For new HMA mixtures, use calculated Poisson’s ratio by expanding the row on ‘Poisson’s ratio’ and set to ‘true’ for the row on ‘Is Poisson’s
Ratio calculated?’ Refer to Mechanistic-Empirical Pavement Design Guide Table 11-3 for other reference temperatures and open-graded HMA Poisson
ratios. Note 3: PGAC varies based on locations and traffic loading conditions. Individual projects will either Specify PG 70-28 or PG 76-28.
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CIR and CIREAM layers are classified as Cold Mix Asphalt, and Expanded AsphaltStabilization (EAS) are classified as Asphalt Stabilized Base Mixes in AASHTOWare Pavement
ME Design. They are all under the category of Asphalt Materials. See table below for the
recommended default input for these materials from different Canadian agencies.
Table 23a: Ontario Recommended Asphalt Stabilized Materials Properties
Asphalt Layers CIR CIREAM EAS
Thickness (mm) Project specific
Mixture Volumetric
Unit Weight (kg/m3) 2240 2110 2170
Effective Binder Content - by Volume (%) 12.5 13.5 11.7
Air Voids (%) 9 13.5 10
Poisson’s Ratio 0.35 0.35 0.35
Mechanical Properties
Dynamic Modulus “Input level: 3” selected
AggregateGradation
% Passing the 19 mm Sieve 100 % 100 % 97 %
% Passing the 9.5 mm Sieve 83 % 83 % 73 %
% Passing the 4.75 mm Sieve 63 % 63 % 58 %
% Passing the 75 µm Sieve 6 % 6 % 7 %
G Star Predictive Model “Use viscosity based model (nationally calibrated)”selected
Reference Temperature 21.1 ºC
Asphalt Binder Note 1 PG 58-28 PG 58-28
Indirect Tensile Strength – 10 deg.C (MPa) Calculated
Creep Compliance (1/GPa) “Input level: 3” selectedThermal
Thermal Conductivity (watt/meter-Kelvin) 1.16
Heat Capacity (joule/kg-Kelvin) 963
Thermal Contraction Calculated Note 1: PGAC follows the binder grade of the original asphalt materials.
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Table 23b: Alberta Recommended Asphalt Stabilized Materials Properties
Asphalt Layers CIR CIREAM EAS Asphalt
Treated
OGDL Note 1
Thickness (mm) Project specific
Mixture Volumetric
Unit Weight (kg/m3) 2240 2110 2170 1700
Effective Binder Content - by Volume (%) 12.5 13.5 11.7 3.9
Air Voids (%) 9 13.5 10 50
Poisson’s Ratio Note 2
0.35 0.35 0.35 0.4
Mechanical Properties
Dynamic Modulus “Input level: 3” selected
Aggregate
Gradation
% Passing the 19 mm Sieve 100 % 100 % 97 % 95 %
% Passing the 9.5 mm Sieve 83 % 83 % 73 % 37.5 %
% Passing the 4.75 mm Sieve 63 % 63 % 58 % 5%
% Passing the 75 µm Sieve 6 % 6 % 7 % 1 %
G Star Predictive Model “Use viscosity based model (nationally
calibrated)” selected
Reference Temperature 21.1 ºC
Asphalt Binder Note 3 PG 58-28 PG 58-28 PG 58-28
Indirect Tensile Strength – 10 deg.C (MPa) Calculated
Creep Compliance (1/GPa) “Input level: 3” selected
Thermal
Thermal Conductivity (watt/meter-Kelvin) 1.16
Heat Capacity (joule/kg-Kelvin) 963Thermal Contraction Calculated
Note 1: Asphalt treated OGDL is used for both the flexible pavement and rigid pavement. As an option, enter as a
high quality granular with resilient modulus equal to 450 KPa when applied under HMA dense-graded
layer iv.
Note 2: Refer to Source ix for more precise Poisson’s Ratio
Note 3: PGAC follows the binder grade of the original asphalt materials.
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Table 23c: Edmonton Recommended Asphalt Stabilized Materials Properties
Asphalt Layers FDR with Foamed
Asphalt
Thickness (mm) Project specificMixture Volumetric
Unit Weight (kg/m ) 2185
Effective Binder Content - by Volume (%) 11.5
Air Voids (%)2 11
Poisson’s Ratio3 0.35
Mechanical Properties
Dynamic Modulus “Input level: 3” selected
Aggregate
Gradation
% Passing the 19 mm Sieve 100 %
% Passing the 9.5 mm Sieve 71 %
% Passing the 4.75 mm Sieve 50 %
% Passing the 75 µm Sieve 12%
G Star Predictive Model “Use viscosity based model
(nationally calibrated)”
selected
Reference Temperature 21.1oC
Asphalt Binder PG 58-28
Indirect Tensile Strength – 10 deg.C (MPa) Calculated
Creep Compliance (1/GPa) “Input level: 3” selected
Thermal
Thermal Conductivity (watt/meter-Kelvin) 1.16
Heat Capacity (joule/kg-Kelvin) 963Thermal Contraction Calculated Note 1: PGAC follows the binder grade of the original asphalt
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Table 23d: Manitoba Recommended Asphalt Stabilized Mix Properties
Although some Canadian agencies have terminated the use of Marshall mix type for flexible
pavements, many of the existing AC pavement layers were historically constructed usingMarshall mix design. Therefore, these material properties required to be input into the
AASHTOWare Pavement ME Design. The following tables provide the layer properties for
various Marshall mix types.
Asphalt layers CIREAM
Thickness Project Specific
VOLUMETRIC PROPERTIES
Bulk Relative Density (kg/m ): Dry 2150
Effective Binder Content -by Volume (%) 12.3
Air Voids (%) 11.1
Poisson's Ratio 0.4
MECHANICAL PROPERTIES
Dynamic Modulus Calculated
Aggregate AverageGradation
% Passing the 19-mm Sieve 100
% Passing the 9.5-mm Sieve 87
% Passing the 4.75-mm Sieve 67
% Passing the 75 µm Sieve 7.4
G*-Predictive ModelViscosity-based model(nationally calibrated)
Reference Temperature 21.1⁰C
Asphalt Binder 150-200 (PG 58-28)1
Indirect Tensile Strength -10⁰C (Mpa) Calculated
Creep Compliance (1 Gpa) Input level: 3
THERMAL PROPERTIES (MEPDG Default Values)
Thermal Conductivity (watt/meter-Kelvin) Default
Heat Capacity (joule/kg-Kelvin) Default
Thermal Contraction Default
1 For design lane truck volume > 350 trucks per day, use Pen 120-150 binder
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Table 24a: Ontario Typical Marshall Mix Properties
Asphalt Layers DFC HDBC MDBC HL-1 HL-2 HL-3 HL-4 HL-6 HL-8
Thickness (mm) Project specific
Mixture Volumetric
Unit Weight (kg/m3) 2520 2460 2500 2520 2410 2520 2480 2460 2460
Effective Binder Content - by Volume (%) 12.4 10.9 12.3 12.4 14.2 12.4 12.2 10.9 10.9
Air Voids (%) Note 1
3.5 4 4 4 5 4 4 4 4
Poisson’s Ratio 0.35
Mechanical Properties
Dynamic Modulus Calculated
AggregateGradation
% Passing the 19 mm Sieve 100 97 97 100 100 100 100 97 97
% Passing the 9.5 mm Sieve 82.5 63 63 82.5 100 82.5 72 72 63
% Passing the 4.75 mm Sieve 52.5 43.5 40 55 92.5 55 53.5 53.5 42.5
% Passing the 75 µm Sieve 2.5 3 3 2.5 5.5 2.5 3 3 3
G Star Predictive Model “Use viscosity based model (nationally calibrated)” selected Reference Temperature 21.1 ºC
Asphalt Binder Penetration Grade Note 2
Indirect Tensile Strength – 10 deg.C (MPa) Calculated
Creep Compliance (1/GPa) “Input level: 3” selected Thermal
Thermal Conductivity (watt/meter-Kelvin) 1.16
Heat Capacity (joule/kg-Kelvin) 963
Thermal Contraction Calculated Note 1: For existing HMA layers, should use measured in-situ air voids.
Note 2: For Southern Ontario, use pen. grade 85-100; for NE Ontario, use pen. grade 120-150; for NW Ontario, use pen. grade 200-300.
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Table 24b: Alberta Typical Marshall MixProperties
Asphalt Layers1 H1 H2 M1 L1 S1 S2 S3
Thickness (mm) Project specific
Mixture Volumetrics2
Unit Weight (kg/m3) 2380 2365 2355 2360 2390
Effective Bind er Content - by Volume (%) 9.9 10.5 11.0 11.3 8.8
Air Voids (%)3 5.0 -7.0 6.0 – 8.0 4.0 – 6.0
Poisson’s Ratio 0.35
Mechanical Properties
Dynamic Modulus Calculated
Top Size (mm) (Class for Des. 1 Aggregate)4 16.0 12.5 12.5 12.5 10.0 10.0 25.0
Aggregate Gradation5 % Passing the 20 mm Sieve 100 89 - 93
% Passing the 10 mm Sieve 78 88 100 63
% Passing the 5 mm Sieve 59 61 68 48
% Passing the 80µm Sieve 7.0 7.5 6.5
G Star Predictive Model “Use viscosity based model (nationally calibrated)” selected
Reference Temperature 21.1 ºC
Asphalt Binder Performance Grade6
Indirect Tensile Strength – 10 deg.C (MPa) Calculated
Creep Compliance (1/GPa) “Input level: 3” selectedThermal
7
Thermal Conductivity (watt/meter-Kelvin) 1.16
Heat Capacity (joule/kg-Kelvin) 963
Thermal Contraction Calculated
1Mix type selection is from Alberta Transportation Design Bulletin #13 (June 2012 )http://www.transportation.alberta.ca/Content/docType233/Production/Bulletin13_ACP.pdf 2From AT mix design database 2004 – 2009 (Unit weight and effective binder content)
3Typical in-service values. Use mean value unless other pavement or construction data is available. Flushed or rutted pavements may be lower.
4From AT Highway Construction Specification Table 3.2.3.1 Asphalt Concrete Mix Types and Characteristics (December 2010)
5From AT mix design database 2004 – 2009.
6From AT Design Bulletin #13 (June 2012)
High
Temperature Zone
Design ESAL (millions)
< 1.0 1.0 to < 3.0 3.0 to < 6.0 6.0 to 20.0
1 PG 58-281 PG 58-28 PG 58-28 PG 58-28 PG 64-28 PG 64-28
2 PG 52-34 PG 52-34 PG 58-28 PG 58-28 PG 58-28 PG 64-28
3 PG 52-341 PG 52-34 PG 58-28 PG 58-28 PG 58-28 PG 64-28
Note 1- An adjustment in the asphalt grade selection for these projects involving new construction or overlays of pavements with a very lowincidence of existing transverse cracks is described in Section 4 of design bulletin. PG 58-34, PG 58-37 are also used in certain circumstances.7Default inputs from Pavement-MEsoftware.
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http://www.transportation.alberta.ca/Content/docType233/Production/Bulletin13_ACP.pdfhttp://www.transportation.alberta.ca/Content/docType233/Production/Bulletin13_ACP.pdfhttp://www.transportation.alberta.ca/Content/docType233/Production/Bulletin13_ACP.pdfhttp://www.transportation.alberta.ca/Content/docType233/Production/Bulletin13_ACP.pdf
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Table 24c. Manitoba Typical Marshall Mix Properties
ASPHALT LAYERS BIT B BIT C
Thickness Project Specific
VOLUMETRIC PROPERTIES
Unit Weight (kg/m3) 2350 2360
Effective Buinder Content -by Volume (%) 9.6 8.9
Air Voids (%)1 4.7 5.9
Poisson's Ratio 0.35 0.38
MECHANICAL PROPERTIES
Dynamic Modulus Level 3
Aggregate AverageGradation
% Passing the 19-mm Sieve 100 100
% Passing the 9.5 mm Sieve 79 89
% Passing the 4.75 mm Sieve 62 74
% Passing the 75 µm Sieve 4.1 5.5
G* Predictive ModelViscosity based model (nationally
calibrated)
Reference Temperature 21.1⁰C
Asphalt Binder 150-200 (PG 58-28)
Indirect Tensile Strength -10⁰C (Mpa) Calculated
Creep Compliance (1 GPa) Input level: 3
THERMAL PROPERTIES (MEPDG Default Values)
Thermal Conductivity (watt/meter-Kelvin) Default
Heat Capacity (joule/kg-Kelvin) Default
Thermal Contraction Default
1 For existing HMA layer, use measured in-situ air voids
2 For design lane truck volume > 350 trucks/day, use Pen. 120-150 binder
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Table 24d: Edmonton Typical Marshall Mix Properties
Asphalt Layers ACR ACO ACB
Thickness (mm) Project specific
Mixture VolumetricUnit Weight (kg/m3) 2360 2350 2375
Effective Binder Content - by Volume (%) 12.0 11.0 10.2
Air Voids (%) 1 3.5 4.0 4.0
Poisson’s Ratio 0.35
Mechanical Properties
Dynamic Modulus Calculated
AggregateGradation
% Passing the 19 mmSieve
100 100 92
% Passing the 9.5 mmSieve
85 87 75
% Passing the 4.75 mm
Sieve 57 58 55% Passing the 75 µmSieve
7.0 7.0 7.0
G Star Predictive Model “Use viscosity based model
(nationally calibrated)”
selected Reference Temperature 21.1 ºC
Asphalt Binder PG 58-28
Indirect Tensile Strength – 10 deg.C (MPa) Calculated
Creep Compliance (1/GPa) “Input level: 3” selected Thermal
Thermal Conductivity (watt/meter-Kelvin) 1.16Heat Capacity (joule/kg-Kelvin) 963
Thermal Contraction Calculated Note 1: For existing HMA layers, should use measured in-situ air voids.
Note 2: For Arterial overlays, use PG 64-28.
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5.2 Concrete Properties
Joint Plain Concrete Pavement (JPCP) with doweled joints and widened slab is the typical
concrete pavement design in Canada. Concrete material properties and design parameters from
different Canadian agencies are given in Tables 25.
Table 25a: Ontario Typical Concrete Properties and Design Parametersvii
PCC
Layer Thickness (mm) Project specific
Unit Weight (kg/m3) 2320
Poisson’s Ratio 0.2
Thermal
PCC Coefficient of Thermal Expansion (mm/mm degC x 10-6) 7.8
PCC Thermal Conductivity (watt/meter-Kelvin) 2.16
PCC Heat Capacity (joule/kg-Kelvin) 1172Mix
Cement Type GU (Type 1)
Cementious Material Content 335 kg/m3
Water/Cement Ratio 0.45
Aggregate Type Limestone
PCC Set Temperature Calculated
Ultimate Shrinkage (Microstrain) Calculated
Reversible Shrinkage (% of Ultimate Shrinkage) 50 %
Time to Develop 50% of Ultimate Shrinkage 35 Days
Curing Method Curing Compound
Strength
PCC Strength and Modulus “Level 3” selected28 Day Compressive Strength (MPa) 38 Note 1
Elastic Modulus (MPa) 29,600
JPCP Design
PCC Surface Shortwave Absorptivity 0.85
PCC Joint Spacing (m) 3.5, 4, 4.3, 4.5 (random)
Sealant Type Other
Doweled Joints Spacing (300)
Diameter (32)
Widened slab Widened (4.25)
Tied Shoulders Tied with long term loadtransfer efficiency of 70
Erodibility Index Very Erodible
PCC-base Contact Friction Full friction with friction
loss at (240) months
Permanent Curl/Warp Effective Temperature Difference (deg C) -5.6 Note 1: Min. compressive strength according to OPSS 350 is 30 MPa. The compressive strength shown is the
median of past pavement construction projects.
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Table 25b. Manitoba Typical Concrete Mix Properties and Design Parameters
PORTLAND CEMENT CONCRETE
Layer Thickness (mm) Project Specific
Unit Weight (kg/m3) 2320
Poisson's Ratio 0.2
THERMAL PROPERTIES (MEPDG Default Values)
PCC Coefficient of Thermal Expansion (mm/mm-⁰C x 10-6
) Default
PCC Thermal Conductivity (watt/meter-Kelvin) Default
PCC Heat Capacity (joule/kg-Kelvin) Default
MIX PROPERTIES
Cement Type GU (Type 1)
Cementitious Material Content (kg/m3) 355
Water/Cement Ratio 0.4
Aggregate Type Project Specific
PCC Zero-stress temperature CalculatedUltimate Shrinkage (Microstrain) Calculated
Reversible Shrinkage (% of Ultimate Shrinkage) 50%
Time to Develop 50% of Ultimate Shrinkage Default
Curing Method Curing Compound
STRENGTH PROPERTIES
PCC Strength and Modulus Level 3
28-day Compressive Strength (MPa) 32
Elastic Modulus (Gpa) Calculated
JPCP DESIGN
PCC Surface Shortwave Absorptivity Default
PCC Joint Spacing (m) 4.6Sealant Type Other
Dowelled Joints
Spacing (300)
Diameter (34.3)
Widened Slab 4.3 m
Tied Shoulders No
Erodibility Index Very Erodible
PCC-base Contact Friction Full Friction
Pavement Curl/Warp Effective Temperature Difference, ⁰C Default
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5.3 Granular Properties
Tables 26 show the typical properties for granular material in Canada from different agencies.
Table 26a: Ontario Typical Granular Material Propertiesvii
Unbound Granular
A
Granular
B-I
Granular
B-II
Granular
B-III
Granular
O
Layer Thickness (mm) Project specific
Poisson’s Ratio 0.35
Coefficient of LateralPressure (k o)
0.5
Modulus
Resilient Modulus Note 1
(MPa)
250 150 200 150 200
Sieve Gradation and other
engineering properties
Aggregate
Gradation(percent
passing)
75 µm 5 4 5 4 2.5
300 mm 13.5 33.5 13.5 18.5 7.5
1.18 mm 27.5 55 25 35 32.5
4.75 mm 45 60 37.5 55 60
9.5 mm 61.5 - - 66 70
13.2 mm 77.5 - - - 87.5
19.0 mm 92.5 - - - 97.5
25 mm 100 75 75 75 100
Liquid Limit 6 11 11 11 6
Plasticity Index 0
Is layer compacted Yes
Maximum dry unit
weight (kg/m3)
Calculated
Saturated hydraulic
conductivity (m/hr)
Calculated
Specific gravity of
solids
Calculated
Optimum gravimetric
water content (T)
Calculated
Note 1: The resilient moduli shown are based on new materials. Reduction in resilient modulus for existing granular
can be up to 40% depending on the condition of materials.
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Table 26b. Manitoba Unbound Granular Material Properties
Limestone
A-Base
Granite
A-Base
Gravel
A-Base
Granite
C-Base
Gravel
C-BaseLayer Thickness Project Specific
Poisson's Ratio 0.45 0.45 0.45 0.45 0.45
Coefficient of
Lateral Pressure 0.5 0.5 0.5 0.5 0.5
RESILIENT MODULUS
Resilient Modulus
(MPa) 140 140 120 120 110
AVERAGE GRADATION AND OTHER PROPERTIES
A g g r e g a t e G r a d a t i o n
( % P
a s s i n g )
75 µm 13.6 12.6 12.4 8.9 13.7
0.180 mm 15 17 16 15 17
0.425 mm 18 24 23 30 220.850 mm 22 29 32 40 25
2.0 mm 32 36 46 49 31
4.75 mm 49 50 61 60 41
9.5 mm 72 70 77 69 55
12.5 mm 85 83 87 74 65
19.0 mm 100 100 100 81 85
25.0 mm 100 100 100 91 97
Liquid Limit NP 19 17 NP NP
Plasticity Index NP 3 1 NP NP
Is layer compacted? Yes Yes Yes Yes Yes
Maximum dry
density (kg/m3) 2170 2310 2240 2200 2220
Saturated hydraulic
Conductivity (m/hr) Calculated Calculated Calculated Calculated Calculated
Specific gravity ofSolids Calculated Calculated Calculated Calculated Calculated
OptimumGravimetric Water
Content (%) 10.8 7.5 8.5 6.4 8.0
If FWD testing is employed, the backcalculated granular base or subbase modulus should be
multiplied by a factor as per Table 27.
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