Canadian Guide: Default Parameters for AASHTOWare Pavement ME Design

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.

Pavement ME User Group Page 2 of 52


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Canadian Guide: Default Parameters for AASHTOWare Pavement ME Design

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


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


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



22/52


Table 15: Southern Ontario Tridem Axle Load Distribution Table


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



23/52


Table 16: Southern Ontario Quad Axle Load Distribution Table


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



24/52


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



25/52


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



26/52


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



27/52


Table 20: Northern Ontario Quad Axle Load Distribution Table


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.


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


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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Ontario’s Default Parameters for AASHTOWare Pavement ME Design – Interim Report

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.

Pavement ME Design User Group Page 34 of 52


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Table 22b: Quebec Typical Hot Mix Asphalt Properties

Asphalt Layers GB-20 ESG-14 ESG-10 EG-10


Mixture Volumetric

Unit Weight (kg/m3)1

2390 2360 2350 2370


Air Voids (%)2 7.0

Poisson’s Ratio 0.35Mechanical Properties


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 %



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



Thermal


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


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


AggregateGradation

% Passing the 19 mm Sieve 100 % 100 % 100 % 100.0 %



% Passing the 75 µm Sieve 6.1% 4.8 % 11.0 % 11.8%



Asphalt Binder 3 PG 58-28 PG 58-28 PG 58-28 PG 70-28



Thermal Thermal Conductivity (watt/meter-Kelvin) 1.16


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


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



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


Asphalt Binder Note 1 PG 58-28 PG 58-28


Creep Compliance (1/GPa) “Input level: 3” selectedThermal



Thermal Contraction Calculated Note 1: PGAC follows the binder grade of the original asphalt materials.



38/52


Table 23b: Alberta Recommended Asphalt Stabilized Materials Properties

Asphalt Layers CIR CIREAM EAS Asphalt

Treated

OGDL Note 1


Mixture Volumetric

Unit Weight (kg/m3) 2240 2110 2170 1700


Air Voids (%) 9 13.5 10 50

Poisson’s Ratio Note 2

0.35 0.35 0.35 0.4



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


Asphalt Binder Note 3 PG 58-28 PG 58-28 PG 58-28



Thermal


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



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



Thermal


Heat Capacity (joule/kg-Kelvin) 963Thermal Contraction Calculated Note 1: PGAC follows the binder grade of the original asphalt



40/52


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



41/52


Table 24a: Ontario Typical Marshall Mix Properties

Asphalt Layers DFC HDBC MDBC HL-1 HL-2 HL-3 HL-4 HL-6 HL-8


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



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


Creep Compliance (1/GPa) “Input level: 3” selected Thermal




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.



42/52


Table 24b: Alberta Typical Marshall MixProperties

Asphalt Layers1 H1 H2 M1 L1 S1 S2 S3


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




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



Asphalt Binder Performance Grade6


Creep Compliance (1/GPa) “Input level: 3” selectedThermal

7



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.


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


43/52


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 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



44/52


Table 24d: Edmonton Typical Marshall Mix Properties

Asphalt Layers ACR ACO ACB


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




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


Creep Compliance (1/GPa) “Input level: 3” selected Thermal

Thermal Conductivity (watt/meter-Kelvin) 1.16Heat Capacity (joule/kg-Kelvin) 963


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


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


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


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.


Canadian Guide: Default Parameters for AASHTOWare Pavement ME Design

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