wingecarribee shire council transportation model · 9 model validation 58 9.1 general 58 9.2...

Wingecarribee Shire

Council

Transportation Model

Model building and

Validation Report

GABITES

PORTER

Prepared by

November 2008

WINGECARRIBEE TRANSPORTATION MODEL

Transportation Model Building and Validation Report

Document Control

Date Submitted Author Version Comment

5/10/08 Matt Ellery Draft Version Two

Added School-Shopping Peak Period

30/06/08 Matt Ellery Draft Version One

Updated LU to 2006

Prepared by Matt Ellery Gabites Porter Consultants Ltd

Transport Modeller/Analyst 138 Victoria Street

P O BOX 25 103

Roy Jean-Christophe Christchurch

Transport Analyst New Zealand

Reviewed by David Hunter

Senior Transportation Engineer

Telephone: +64 3 366 9871

Approved By David Hunter Facsimile: +64 3 366 9870

Senior Transportation Engineer

Date: 5 November 2008

Reference: 4339

Status: Final

GABITES PORTER T r a f f i c & T r a n s p o r t a t i o n

E n g i n e e r i n g & P l a n n i n g

WINGECARRIBEE TRANSPORTATION MODEL

Transportation Model Building and Validation Report

CONTENTS

1 INTRODUCTION 1

1.1 Study Approach 1

1.2 Report Content 3

2 MODEL OVERVIEW 4

2.1 Hardware Requirements 4

2.2 Model Form 4

2.3 The Study Area 6

2.4 The Road Network 6

2.5 The Zone System and Land Use activity 6

3 LAND USE DATA 17

3.1 Existing Land Use 17

3.2 Land Use Summary 18

4 TRIP END GENERATION 19

4.1 General 19

4.2 Household Interview Survey 20

4.2.1 Background 20

4.2.2 Vehicle Driver Trip rates 20

4.3 Private Trip End Productions 23

4.3.1 Morning Peak Private Trip End Productions 23

4.3.2 Inter Peak Private Trip End Productions 24

4.3.3 Evening Peak Private Trip End Productions 25

4.3.4 Period Private Trip Productions 26

4.3.5 Private Trip End Attractions 27

4.3.6 Goods Vehicle Trips 29

4.3.7 External Trips 30

4.4 Total Trip End Generation 33

5 TRIP DISTRIBUTION AND THE COSTS OF TRAVEL 34

5.1 The Gravity Distribution Model 34

5.2 The Distribution Function 34

6 THE PARKING MODEL 39

6.1 Central Area Logistics Model (CALM) 39

6.2 Trip Purpose and Parking Durations 39

6.3 The Parking File 40

6.4 The Parking Inventory 41

7 TRIP ASSIGNMENT 49

7.1 General 49

7.2 Network Links 51

7.3 Network Intersections 54

7.3.1 Priority Intersections 54

7.3.2 Signalised Intersections 56

7.3.3 Geometric Delays 56

8 MODEL CONVERGENCE 57

8.1 Assignment and Distribution Loop 57

9 MODEL VALIDATION 58

9.1 General 58

9.2 Network Validation 58

9.2.1 Measures of Validity 59

9.2.2 Screenline Validation Results 60

9.2.3 24Hr Factored Model Results 69

9.3 Intersection Turning Movement (ITM) Validation 73

9.3.1 General 73

9.3.2 ITM Supplied Data Adjustments 73

9.3.3 ITM Validation Results 74

9.3.4 Parking Validation Results 93

9.4 General Discussion 102

10 SHOPPING-SCHOOL PEAK PERIOD 103

10.1 Introduction 103

10.2 Shopping-School Peak Hour 103

10.3 Trip Generation Coefficients 103

10.3.1 Private Trip End Productions and Attractions 103

10.3.2 Goods Vehicle Trips 105

10.3.3 External Trip Flows 105

10.4 Total Trip End Generation 106

10.5 Screenline Validation Results 106

10.6 Intersection Turning Movement (ITM) Validation 110

10.6.1 General 110

10.6.2 ITM Supplied Data Adjustments 110

10.6.3 ITM Validation Results 111

11 24HR FACTORED MODEL WITH SHOPPING-SCHOOL PEAK PERIOD 120

11.1 24Hr Factored Model 120

11.2 24Hr Factored Model Results 120

12 CONCLUSIONS 124

REFERENCES

APPENDICES

1. Zone To Census Lookup Table 2. Zone Data File 3. CALM Data Files 4. Screenline Validation Outputs 5. Intersection Turning Movement Validation

LIST OF TABLES

1. 2006 Land use Data 18

2. Trip Purposes 23

3. Morning Peak Period ‘Home To’ and NHB Trip End Production Rates by Purpose

and Category 23

4. Morning Peak Period ‘To Home’ Trip End Production Rates by Purpose and

Category 24

5. Inter Peak Period ‘Home To’ and NHB Trip End Production Rates by Purpose and

Category 24

6. Inter Peak Period ‘To Home’ Trip End Production Rates by Purpose and Category 25

7. Evening Peak Period ‘Home To’ and NHB Trip End Production Rates by Purpose and

Category 25

8. Evening Peak Period ‘To Home’ Trip End Production Rates by Purpose and

Category 26

9. Private Vehicle Trip Productions 26

10. AM Peak External Traffic Counts And Through Trips – 1 Hour 31

11. Inter Peak External Traffic Counts And Through Trips – 1 Hour 32

12. PM Peak External Traffic Counts And Through Trips – 1 Hour 32

13. Total AM Peak (8-9am) Trip Matrix 33

14. Total Inter Peak (11am-12pm) Trip Matrix 33

15. Total PM Peak (5-6PM) Trip Matrix 33

16. Time Based Distribution Function Exponents 35

17. Morning Peak Parking Model Variables 39

18. Parking Categories and Charges 40

19. Parking Inventory 41

20. AM Peak Assignment Parameters 49

21. Inter Peak Assignment Parameters 49

22. PM Peak Assignment Parameters 50

23. Link Types 52

24. Critical gap and move up time values 55

25. Model Convergence Results 57

26. Model Traffic Flow Validation Guidelines 60

27. AM Peak Network Validation 61

28. Inter Peak Network Validation 63

29. PM Peak Network Validation 65

30. Factored 24hr Network Validation 69

31. Factored 24hr Mean Average Difference Validation 70

32. Intersection Turning Movement Validation Results 75

33. 9AM Parking Type Occupancy Comparison 94

34. 12 Noon Parking Type Occupancy Comparison 98

35. Shopping-School Peak Period ‘Home To’ and NHB Trip End Production Rates by

Purpose and Category 104

36. Shopping-School Peak Period ‘To Home’ Trip End Production Rates by Purpose and

Category 104

37. Shopping-School Peak External Traffic Counts And Through Trips – 1 Hour 105

38. Total Shopping-School Peak (3pm-4pm) Trip Matrix 106

39. Shopping-School Peak Network Validation 107

40. Intersection Turning Movement Validation Results 111

41. Factored 24hr Network Validation 120

42. Factored 24hr Mean Average Difference Validation 121

LIST OF FIGURES

1. Vehicle Driver Model Components 5

2. Study Area and External Zones 7 3. Study Area Zone Structure 8

4. Main Wingecarribee Towns 9 5. Mittagong Traffic Zones 10

6. Bowral Traffic Zones 11 7. Moss Vale Traffic Zones 12

8. Bundanoon Traffic Zones 13

9. Northern Traffic Zones 14 10. Southern Traffic Zones 15

11. Eastern Traffic Zones 16 12. Household Category Curves 22

13. AM Peak Trip Length Frequencies 36 14. Inter Peak Trip Length Frequencies 37

15. PM Peak Trip Length Frequencies 38 16. Bowral Parking Zones 44

17. Mittagong Parking Zones 45 18. Moss Vale Parking Zones 46

19. Moss Vale Parking Zones 47

20. Bundanoon Parking Zones 48 21. Volume Delay Curves 53

22. Scatterplots of All 2006 Counts for Morning Peak and Inter Peak 67 23. Scatterplots of All 2006 Counts for Evening Peak 68

24. Scatterplots of All 2006 Counts for 24 Hr 72

25. Argyle Rd / Suttor Rd ITM Validation 77

26. RAB Argyle Rd / Illawarra Hwy / Suttor Rd ITM Validation 78 27. Illawarra Hwy / Valetta St ITM Validation 79

28. Illawarra Hwy / White St ITM Validation 80 29. Illawarra Hwy / Arthur St ITM Validation 81

30. Illawarra Hwy / lackey Rd ITM Validation 82

31. Illawarra Hwy / Railway St ITM Validation 83 32. Illawarra Hwy / Waite St ITM Validation 84

33. Illawarra Hwy / Yarrawa St ITM Validation 85 34. Parkes Rd / Lackey Rd ITM Validation 86

35. Douglas Rd / Berrima Rd ITM Validation 87

36. Bessemer St / Old Hume Hwy ITM Validation 88

37. Moss Vale Rd / Holly Rd ITM Validation 89 38. Wilson Dr / Church Ave ITM Validation 90

39. Hume Hwy / Church Ave to Sydney ITM Validation 91 40. Hume Hwy / Church Ave from Sydney ITM Validation 92

41. Scatterplot of All 2006 Counts for Shopping-School Peak 109

42. Illawarra Hwy / Argyle Rd / Suttor Rd ITM Validation 112 43. Illawarra Hwy / Valetta St / White St ITM Validation 113

44. Illawarra Hwy / Arthur St / Lackey Rd ITM Validation 114 45. Illawarra Hwy / Railway St / Waite St ITM Validation 115

46. Illawarra Hwy / Yarrawa St & Lackey Rd / Parkes Rd ITM Validation 116

47. Old Hume Hwy / Bessemer St & Douglas Rd / Berrima Rd ITM Validation 117

48. Church Ave / Wilson Dr & Moss Vale Rd / Holly Rd ITM Validation 118 49. Hume Hwy / Church Ave ITM Validation 119

50. Scatterplot of All 2006 Counts for 24 Hr (with Shopping-School period) 123

GABITES PORTER – Wingecarribee Transportation Model Technical Background Report Page 1

1 INTRODUCTION

1.1 Study Approach

In 2006 Wigecarribee Shire Council commissioned Gabites Porter to extend the model

that was built earlier for the three towns of Mittagong, Bowral and Moss Vale in

covering the whole of the Shire. The earlier model comprised a PM Peak and a 24 hour

model, and it was decided to incorporate morning and interpeak models, and also

include a parking model. The models are conventional three-step transportation

models and are to be used in the analysis of future land use changes and roading

options from a base year of 2006.

The transportation model is intended as a tool to assess and evaluate network and land

use options. The model developed for this study followed a three-step process of trip

generation, distribution and assignment. The generation step used a household

category model and regression equations for trip productions, with regression-derived

equations for attractions. The distribution step used a standard doubly constrained

gravity model to distribute trips, with the distribution functions based on time. The

assignment step used a capacity restraint technique, with trip paths based on

behavioural costs, and delays calculated on links and at intersections.

A transportation model for a given time period comprises a group of linked

mathematical formulae that approximate the traffic network and the general

behaviour of drivers using it. It is accepted that the analysis may not take into account

extremes of human behaviour, nor will it reflect all the subtle complexities of the

transport system. Nevertheless the model that has been developed is capable of

identifying the more significant factors and is adequate to test adjustments to the road

network and land use system, which are likely to show the greatest benefit in relation to

their costs.

The following period models were developed, with the following applications in mind.

Transportation Model Modelling Application

Morning Peak One peak hour

Between

(0700 – 0900 hrs)

� Central area access routes

� Intersection performance

� Design issues

� Site specific issues

� Commuter Parking peak

Inter Peak

One hour Peak

Between

(0900 – 1600 hrs)

� Central area access routes


� Design issues


� Shopping traffic

� Peak parking time

Evening Peak One peak hour

Between

(1600 – 1800 hrs)

� Peak outbound traffic flows

� Central area egress routes




While each period model is statistically independent from any other, it is possible to

aggregate the results from all periods in representing a typical weekday. In turn this can

be aggregated to form an entire year for the purposes of annualised economic

evaluation.

Modelling necessitates a series of compromises because of the constraints of current

techniques, or because data is not available by which to utilise the techniques, or

because resources are not available at the time.

Nevertheless, a model is a `living' tool, which can and should be improved

incrementally over the years as needs dictate and resources permit.

A 24hr model was created from factoring the three period models using factors derived

from the counts used in the validation of each of the period models. As the Hume

Highway acts semi-independantly of the traffic throughout the Shire, the through trips

were factored differently to the internal model trips. The 24hr model therefore has not

been validated as stringently as the three main period models.

24hr flows cannot be used for Level of Service (LOS) calculations, as they do not give

proper indications of intersection operation. However, they are useful for obtaining an

understanding of overall traffic flow thoughout an area but should only be used for

description purposes rather than analysis.

The factors used to create the initial 24hr model were as follows:

• Internal AM Peak loaded Network 2.90

• Internal Inter Peak loaded Network 7.65

• Internal PM Peak loaded Network 3.30

• Through AM Peak loaded Network 4.25

• Through Inter Peak loaded Network 10.70

• Through PM Peak loaded Network 4.35

After creating the above three peak period models, it was found that the standard PM

Peak (an hour between 4pm and 6pm) was not in most instances throughout the shire

the peak afternoon period. This is not a common situation in most models created in

both New Zealand and Australia but clearly presented a problem for Wingecarribee.

Therefore it was decided to create a Shopping-School Peak (SP) that replicated the

most typical peak hour, this was found to be 3pm-4pm.

With this new period replacing the evening peak period, a new all day model also

needed to be created and used the following factors:



• Internal SH Peak loaded Network 3.15



• Through SH Peak loaded Network 2.65


1.2 Report Content

This report, as its title suggests is designed as a technical document. It is intended to be

a reference volume of how the transportation model was built and, we believe,

contains all the information necessary for an experienced modeller to completely

rebuild the analytical system. It highlights the assumptions made, the techniques

adopted, and the relationships used. It also demonstrates the extent to which the

model used was validated in terms of how well it replicates actual traffic flows.

This report specifically details the building and validation of the 2006 Wingecarribee

Transportation Model and does not evaluate any deficiencies in network operation or

parking. These aspects will be covered in detail in the Model Deficiency Report for 2006,

2016 and 2026 to follow. Any following work will deal with the Shopping-School peak

period (3pm-4pm) instead of the Evening peak period (one hour of 4pm-6pm) as this is

deemed the most important of the two periods.


2 MODEL OVERVIEW

2.1 Hardware Requirements

The transportation model was developed within the transportation planning package

TRACKS, and run on stand-alone PC systems using DOS, with minimum configuration to

include 40 Mb fixed disk for the software itself, Windows 95 or more recent Operating

System, Pentium 133 of better processor and at least 20Mb RAM.

2.2 Model Form

Planning of a land use transport system requires that the system can be adequately

modelled and the effects of any change can be reliably forecast.

A useful method is to build mathematical models that simulate travel behaviour. The

land use and traffic modelling used for this study comprises of four sequential stages.

That is, trip generation, trip distribution, trip assignment and evaluation.

Trip End Generation The generation of trip ends for each sub area (zone)

within the study area. The trip ends were generated

according to the pattern of households, schools and

employment activity, and then allocated accordingly.

The model was based on vehicle trips rather than person

trips. Subsequently the modal split phase was inherent in

the trip end generation rather than following the

distribution stage. Trip Distribution The conversion of trip ends to trips distributed within the

study area according to a function of activity and travel

cost. Trip Assignment The loading of trips onto the road network as traffic flows

between zones. Evaluation The final stage of the process where operational

impacts are assessed.

The relationship between the different components are summarised schematically in

Figure 1.

There is an iterative process where the interzonal times and distances which result from

the assignment phase feed back into the trip distribution phase. The process can be

started by assuming times and distances as initial impacts to distribution, or by assuming

initial trips as the input to the assignment. In any event, the assignment/distribution loop

is repeated until there is little or no change in the vehicle hours and vehicle kilometres

of travel between iterations. This process is known as ‘converging’ the network.


Wingecarribee Shire Council

Vehicle Driver Model Components Figure 1

Gabites Porter

ZONE FILE FORMULATION

TRIP END GENERATION

Zone File

Land Use Data and External Traffic Flows

Household Vehicle Driver Trip Rates Attraction Formulae

Vehicle Driver Trip Ends

By Purpose

MATRIX MANIPULATION (Combining & Factoring)

Total Trip Matrix

Distribution Functions

Unit of Cost of Travel By Purpose

Physical Network Description: Links and intersections

Network Operation Parameters (signal phasing Tolls, Linking etc)

Delay equations and model parameters

Loaded Network (Link Flows, Turning Movements)

Evaluation

Operation Impacts and Benefits

Vehicle operating costs Fuel use and emission equations

TRIP DISTRIBUTION

(Gravity Model)

Vehicle Driver Trip Matrices By Purpose

Time and Distance Matrices

ASSIGNMENT

Category Curves

Through Matrix

CALM

Parking Inventory, Availability

Parking Purpose Parameters, Cost, Duration, Parking Zone


2.3 The Study Area

The 2006 study area covers the whole of the Wingecarribee Shire from Balmoral in the

north to Wingello in the South, and Goodmans Ford in the west to Macquarie Pass and

Fitzroy Falls in the East.

2.4 The Road Network

The road network used in the study was obtained from a GIS datafile supplied by

Wingecarribee Shire Council and includes all public roads within the study area. The

road network is shown in Figure 2.

Each link in the network was allocated a specific volume delay curve to reflect the

nature of the link and the way in which traffic behaves as flows increase. A more

detailed discussion of the use of these is in Section 6 of this report.

2.5 The Zone System and Land Use activity

The study area itself was divided into sub areas to form a zone system. The model

consists of 370 zones, including 9 externals. Of the 361 internal zones, 321 are

designated to zones with established land use with the remaining 40 internal zones

distributed in clusters as ‘spares’ to provide for future development. The 9 external zones

are also shown in Figure 2.

The model zone system adopted was based upon other systems for which land use

data was available. The main source of land use data was the 2006 Census carried out

by the Australian Bureau of Statistics.

Employment data was previously obtained from the Wingecarribee Shire Employment

Lands Audit undertaken by SGS in April 2005. This study classified each employment

generating lot in the shire by the two digit ANZIC employment codes. Combining

Council’s digital cadastre layer and aerial photography, it was possible to determine an

average plot ratio (proportion of lot area covered by buildings) for each land use type.

The plot ratio was then applied to the lot area data attached to the digital cadastre

layer, giving the gross floor area (GFA) of each lot. A series of rates were then applied

to determine the number of employees at each lot based on the GFA of the lot and

the land use type. This data was then updated using 2006 Census totals for each job

category proportioned across all zones in the network.

The zone structure used for the model includes an exclusive zone for each census

collector district (CCD) as shown in Figure 3 to Figure 11. Within the town centres, the

CCDs have been disaggregated further to improve the model validation. A zone to

CCD lookup table is included alongside the land use file in Appendix One.



Study Area and External Zones Figure 2

Gabites Porter

10.0km

BOWRAL

MITTAGONG

COLO VALE

MOSS VALE

BUNDANOON

WINGELLO

BERRIMA

KEY

Hume Highway

Old Hume

Hwy

Freeway

Wilson Dr

Moss Vale Rd

Hume Hwy

Illawarra Hwy

Jamberoo Rd

Wombeyan

Caves Rd

Tallong Rd



Study Area Zone Structure Figure 3

Gabites Porter

108

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Main Wingecarribee Towns Figure 4

Gabites Porter

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Wingecarribee Shire

Council Mittagong Traffic Zones Figure 5

Gabites Porter


Wingecarribee Shire

Council Bowral Traffic Zones Figure 6

Gabites Porter


Wingecarribee Shire

Council Moss Vale Traffic Zones Figure 7

Gabites Porter

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Wingecarribee Shire

Council Bundanoon Traffic Zones Figure 8

Gabites Porter

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Wingecarribee Shire

Council Northern Traffic Zones Figure 9

Gabites Porter

118

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Wingecarribee Shire

Council Southern Traffic Zones Figure 10

Gabites Porter

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Wingecarribee Shire

Council Eastern Traffic Zones Figure 11

Gabites Porter

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3 LAND USE DATA

3.1 Existing Land Use

The 2006 land use information was used for the creation of the base network.

Household data was based on CCD ex 2006 ABS census data:

• Households (number occupied on census night) • Average vehicles available/household • Average number of employees/household

For each CCD, the number of households was proportioned across each of the zones in

the CCD based on the proportion of households each zone visually had as determined

from aerial photographs.

At the workplace location jobs have been identified using Australian New Zealand

Standard Industry Classifications (ANZSIC) Major Divisions for all full time + part time jobs

(i.e. number of people employed) based on floor area:

• Division C - Manufacturing

• Division G - Retail Trade

• Division K – Finance and Insurance

• Division O – (Health and) Community Services

• Other

• Total Jobs

In the previous model employment data was obtained from the Wingecarribee Shire

Employment Lands Audit undertaken by SGS in April 2005. This study classified each

employment generating lot in the shire by the two digit ANZIC employment codes.

Combining Council’s digital cadastre layer and aerial photography, it was possible to

determine an average plot ratio (proportion of lot area covered by buildings) for each

land use type.

The plot ratio was then applied to the lot area data attached to the digital cadastre

layer, giving the gross floor area (GFA) of each lot. A series of rates were then applied

to determine the number of employees at each lot based on the GFA of the lot and

the land use type.

This set of GFA to employee rates was applied uniformly across the entire shire. Taking

this previous model distribution of jobs, it was then updated with 2006 Census job data.

In reality each town may have a different GFA rate for each type of employment,

which may overestimate or underestimate employment in a particular town. The lack of

reliable data upon which to determine any variation made it impossible to implement.

Additionally aerial photographs were used to visually determine exactly which zones

contained certain job categories, such as manufacturing, which refined each zones

job distribution.

Education school roll data was obtained from the rolls of private and public schools.


Table 1 summarises the land use variables used and the 2006 land use totals that apply

to the study area. The land use values used for the model are included in the Appendix

Two.

3.2 Land Use Summary

Table 1 summarises the 2006 land use totals that apply to the study area.

2006 Land use Data Table 1

Landuse Variable Study Area Total

Households 15,741

Employees 18,120

Employees per HH 1.151

Vehicles 26,933

Vehicles per HH 1.711

Pre-primary/Primary Roll 4,894

Secondary Roll 3,877

Tertiary Roll 480

Retail Jobs 3,793

Finance Jobs 2,383

Community Jobs 3,158

Manufacturing Jobs 1,741

Other Jobs 2,912

Total Jobs 13,983

Large Format Retail 380

Train Station 70


4 TRIP END GENERATION

4.1 General

The model form adopted for Wingecarribee is concerned specifically with vehicle driver

trips. These trips can be broken down into a number of purposes depending upon what

activity or type of land use was involved at the origin and destination. Such activities

include:

• Own Home • Own Workplace • Education • Shopping • Employer’s Business • Personal Business • Changing Travel Mode • Social/recreation etc. • Collect/Deliver Passenger (Serve Passenger)

Private trips can then be defined as one of five trip purposes described below

depending on the land use and activity at the trip ends.

Home Based Work (HBW) All trips with one end at home and the other at own

work place. Home Based Business (HBB) All trips with one end at home and the other an

activity of Shopping or Personal or Employer’s

Business. Home Based Education (HBE) All trips with one end at home and the other at a

school or other centre for education. Home Based Other (HBO) All trips with one end at home and the other an

activity of Social/Recreation or any other purpose. Non Home Based (NHB) All trips with neither end at home.

Private trip data is derived from Household Interview Surveys (HIS). This determines the

proportion of trips in each purpose and the time period in which each trip was made.

The other trip purposes used for the study were:

Light Goods Vehicles (LGV) Heavy Goods Vehicles (HGV) External Traffic (EXT) Through traffic (external to external); Other internally generated trips and externally

generated (external to internal) trips.


4.2 Household Interview Survey

4.2.1 Background

The Wingecarribee transport model uses the results derived from the Sydney HIS survey

carried out in 1991/92 by the Transport Study Group (TSG). The HIS consisted of a

household personal interview survey in Sydney of which the Illawarra household data

was used by Gabites Porter to develop the Illawarra transport model. It sought to

capture information on all travel undertaken for a nominated 24-hour period by all

members of each selected household.

4.2.2 Vehicle Driver Trip rates

Data from the HIS was used to generate vehicle driver trips made within the Illawarra

study area. The data is therefore the most applicable to the local environs of Illawarra

however the data is likely to closely model driver trip rates and behaviour in the

Camden LGA. TSG were asked to provide vehicle driver trip rates by household

categories of the following trip purposes:

Home to Work Work to Home

Home to Education Education to Home

Home to Business Business to Home

Home to Employer Business Employer Business to Home

Home to Personal Business Personal Business to Home

Home to Recreation Recreation to Home

Home to Other Other to Home

Non Home Based

The household categories were:

Vehicles per Household Employees per Household

0 0

1 1

2+ 2+

For modelling, the trip purposes were combined to match those used for other studies.

The adopted trip purposes and their constituents are as follows:

Model Trip Purpose HIS Purposes

Home Based Work Work

Home Based Business Shopping, Employers Business, Personal Business

Home Based Education Education

Home Based Other Social, Recreation, Other

Non Home Based Non Home Based

When the model is updated with data from the 2006 census, it would be appropriate to

obtain the trip rates from the Sydney Data Centre from the more recent household

interview surveys, and to replace the employee per household categories with persons

per household.


The household category curves are calibrated with employees per household, or

vehicles per household plotted against the proportion of households in that category.

These were subject to the constraints that the sum of proportions at any point was

equal to 1.0, and that when multiplied out the average for the point was maintained.

The curves used in this model are depicted in Figure 12.

The assumption inherent in the use of these surveys is that the two variables

(employees/HH and cars/HH) are not highly cross-correlated. This is not strictly correct,

and when the models are rebuilt using 2006 census data, then it would be appropriate

to move to a persons per household and cars per household model.

The second reason for choosing these variables was the need to have categories that

can be readily forecast, and persons, and cars are perhaps the easiest.

The number of households in each of the 9 categories for a zone depends on the

average persons per household and cars per household giving a combined probability.

i.e. ρ1, 2+ = ρ1 x c2+

Where

ρ1, 2+ = proportion of households in category 1 employee, and 2+ cars

ρ1 = proportion of households with one employee

C2+ = proportion of households with 2+ cars.



Household Category Curves Figure 12

Gabites Porter

EMPLOYEES CATEGORY CURVES

0

10

20

30

40

50

60

70

80

90

100

0.9 1.1 1.3 1.5 1.7

Average Employees per Household

% E

mp

loy

ee

s

%HH with 0 emp

%HH with 1 emp

%HH with 2+emp

VEHICLE OWNERSHIP CATEGORY CURVES

0

10

20

30

40

50

60

70

80

90

100

0.0 0.4 0.8 1.2 1.6 2

Average Vehicles per Household

% H

ou

seh

old

s

% HH with 0 Veh

% HH with 1 Veh

% HH with 2+ Veh


4.3 Private Trip End Productions

The private trips were divided into the following separate purposes are contained in

Table 2.

Trip Purposes Table 2

Trips purpose Trip direction

HBW = Home Based Work HTW = Home to Work

WTH = Work to Home

HBB = Home Based Business HTB = Home to Business

BTH = Business to Home

HBO = Home Based Other/School HTO = Home to Other

OTH = Other to home

HBS = Home Based School (AMP only) HTS = Home to School

NHB = Non home based NHB-L = Non home based long trips

NHB-S = Non Nome based Short trips

Experience has shown that where possible ‘from home’ and ‘to home’ trips should be

modelled separately in order to preserve the directionality of the trips. This is particularly

important in the inter peak period where these purposes are of similar order and in the

evening peak, which is more diverse than the morning peak.

4.3.1 Morning Peak Private Trip End Productions

Private car driver trip ends were produced by using the ‘category model’ derived from

the TSG Home Interview Survey (HIS) data. The morning peak period generation is for

the two hours of trips between 7am and 9am. Generation was carried out as ‘Home to’

and ‘to Home’ purposes to reflect the tidal movement of trips.

Note that the resulting two hour trip matrix is later converted to a one hour matrix when

the total trip matrix is formed by multiplying by 0.596 for the peak hour. The trip rates

used are shown in Table 3 and Table 4 below.

Morning Peak Period ‘Home To’ and NHB Trip End Production

Rates by Purpose and Category Table 3

Category Emp/HH Cars/HH Trip Purpose

HTW HTB HTS HTO NHB-S NHB-L

1 0 0 0.000 0.000 0.000 0.000 0.000 0.000

2 0 1 0.010 0.070 0.010 0.010 0.003 0.003

3 0 2+ 0.048 0.123 0.046 0.046 0.027 0.027

4 1 0 0.000 0.000 0.000 0.000 0.070 0.07

5 1 1 0.335 0.056 0.072 0.072 0.102 0.102

6 1 2+ 0.429 0.190 0.145 0.145 0.172 0.172

7 2+ 0 0.000 0.000 0.000 0.000 0.075 0.075

8 2+ 1 0.424 0.080 0.140 0.140 0.176 0.176

9 2+ 2+ 0.493 0.310 0.130 0.130 0.207 0.207


Morning Peak Period ‘To Home’ Trip End Production



WTH BTH OTH

1 0 0 0.000 0.000 0.000

2 0 1 0.000 0.054 0.024

3 0 2+ 0.000 0.056 0.033

4 1 0 0.000 0.000 0.000

5 1 1 0.032 0.018 0.007

6 1 2+ 0.038 0.038 0.085

7 2+ 0 0.000 0.000 0.000

8 2+ 1 0.078 0.110 0.000

9 2+ 2+ 0.024 0.100 0.055

For any particular zone the average number of vehicles per household and number of

employees per household were provided in the land use zone files. The proportion of

households in each category was established from the combined probability curves

shown in Figure 12.

4.3.2 Inter Peak Private Trip End Productions

Private car driver trip ends were similarly produced for the inter peak by using TSG

Home Interview Survey (HIS) data. The inter peak period generation was originally

based on trips derived for the seven hours from 9am to 4pm. However, as a parking

analysis was to be undertaken for the 9am to 12pm period this generation was altered

to reflect that part of the inter peak. The seven hour generation rates were factored

back to approximately 41% to reflect the level of traffic occurring in the first three hours

of the inter peak.

The trip rates used are shown in Table 5 and Table 6 below. Generation was carried out

as ‘Home to’ and ‘to Home’ purposes to reflect the tidal movement of trips.

Inter Peak Period ‘Home To’ and NHB Trip End Production



HTW HTB HTO NHB-S NHB-L

1 0 0 0.000 0.000 0.000 0.000 0.000

2 0 1 0.003 0.188 0.174 0.161 0.161

3 0 2+ 0.000 0.214 0.282 0.152 0.152

4 1 0 0.000 0.000 0.000 0.000 0.000

5 1 1 0.021 0.090 0.182 0.189 0.189

6 1 2+ 0.027 0.251 0.471 0.489 0.489

7 2+ 0 0.000 0.000 0.000 0.000 0.000

8 2+ 1 0.013 0.041 0.101 0.254 0.254

9 2+ 2+ 0.029 0.192 0.338 0.429 0.429


Inter Peak Period ‘To Home’ Trip End Production



WTH BTH OTH

1 0 0 0.000 0.000 0.000

2 0 1 0.000 0.183 0.089

3 0 2+ 0.016 0.250 0.098

4 1 0 0.000 0.000 0.000

5 1 1 0.041 0.135 0.084

6 1 2+ 0.026 0.296 0.277

7 2+ 0 0.000 0.000 0.000

8 2+ 1 0.017 0.057 0.054

9 2+ 2+ 0.070 0.243 0.193

Note that the resulting three-hour trip matrix is later converted to a one hour matrix

when the total trip matrix is formed by multiplying by 0.330 for the peak hour.

4.3.3 Evening Peak Private Trip End Productions

Private car driver trip ends were similarly produced for the evening peak by using TSG

Home Interview Survey (HIS) data. The evening peak period generation is for the two

hours of trips between 4pm to 6pm. Generation was carried out as ‘Home to’ and ‘to

Home’ purposes to reflect the tidal movement of trips.

Note that the resulting two hour trip matrix is later converted to a one hour matrix when

the total trip matrix is formed by multiplying by 0.500 for the peak hour. The trip rates

used are shown in Table 7 and Table 8 below.

Evening Peak Period ‘Home To’ and NHB Trip End Production




1 0 0 0.000 0.000 0.000 0.000 0.000

2 0 1 0.000 0.041 0.078 0.065 0.065

3 0 2+ 0.000 0.077 0.100 0.000 0.000

4 1 0 0.000 0.000 0.000 0.000 0.000

5 1 1 0.043 0.066 0.094 0.123 0.123

6 1 2+ 0.034 0.137 0.106 0.242 0.242

7 2+ 0 0.000 0.000 0.000 0.000 0.000

8 2+ 1 0.000 0.049 0.149 0.251 0.251

9 2+ 2+ 0.000 0.167 0.246 0.356 0.356


Evening Peak Period ‘To Home’ Trip End Production



WTH BTH OTH

1 0 0 0.000 0.000 0.000

2 0 1 0.012 0.066 0.143

3 0 2+ 0.046 0.130 0.222

4 1 0 0.000 0.000 0.000

5 1 1 0.128 0.206 0.160

6 1 2+ 0.233 0.293 0.328

7 2+ 0 0.000 0.000 0.000

8 2+ 1 0.355 0.127 0.374

9 2+ 2+ 0.265 0.403 0.408

4.3.4 Period Private Trip Productions

When the above generation rates are applied to the Wingecarribee area household

land use data, a total of 16433 private trips in the AM Peak period, 23687 private trips in

the Inter Peak period and 20046 private trips in the PM Peak period are generated.

These are summarised by purpose in Table 9.

Private Vehicle Trip Productions Table 9

AM

(0700-0900)

Trips

% of AM

Private

Trips

IP

(0900-1200)

Trips

% of IP

Private

Trips

PM

(1600-1800)

Trips

% or PM

Private

Trips

HTW 4960 30.2 288 1.2 274 1.4

WTH 426 2.6 472 2.0 2751 13.7

HTB 2382 14.5 2684 11.3 1574 7.9

BTH 800 4.8 3242 13.7 3577 17.9

HTO 1540 9.4 4636 19.6 1884 9.4

HTS 1540 9.4 - 0.0 - 0.0

OTH 703 4.3 2517 10.6 4196 20.9

NHB-S 2041 12.4 4924 20.8 2895 14.4

NHB-L 2041 12.4 4924 20.8 2895 14.4

Total

Private

Trips

16433 100% 23687 100% 20046 100%


4.3.5 Private Trip End Attractions

The preceding section determined the number of trips being produced by each

household. Those trip ends generated then need to be allocated to destinations. To

do this regression equations were used based upon the land uses available. Without

survey data to derive regression equations specific to the Wingecarribee Shire,

attractions equations have been imported from other studies.

The equations have come from the Camden and Wollondilly Transportation Studies and

have been tuned in the validation process to assist in modelling travel behaviour

specific to the Wingecarribee Study Area.

4.3.5.1 Home Based Trips

The attraction equations used in the AM peak model are as follows:

HTW = 0.251RET + 0.170TOT + 0.637LFT

WTH = 0.251RET + 0.170TOT + 0.637LFT

HTB = 0.036HH + 0.184RET + 0.184FIN + 0.032TOT + 0.467LFT

BTH = 0.036HH + 0.184RET + 0.184FIN + 0.032TOT + 0.467LFT

HTO = 0.011HH + 0.043COM + 0.043MAN

OTH = 0.011HH + 0.043COM + 0.043MAN

HTS = 0.025PRI + 0.025SEC + 0.025TER

The attraction equations used in the Inter peak model are as follows:

HTW = 0.251RET + 0.687TOT + 0.251LFT

WTH = 0.251RET + 0.687TOT + 0.251LFT

HTB = 0.036HH + 0.075TER + 0.191RET + 0.075COM + 0.614LFT

BTH = 0.036HH + 0.075TER + 0.791RET + 0.075COM + 0.614LFT

HTO = 0.071HH + 0.158SEC + 0.158TER + 1.268RET + 0.075COM + 1.585LFT +

20SPE

OTH = 0.071HH + 0.158SEC + 0.158TER + 1.268RET + 0.075MAN + 1.585LFT

The attraction equations used in the PM peak model are as follows:

HTW = 0.251RET + 0.170TOT + 0.314LFT

WTH = 0.251RET + 0.170TOT + 0.314LFT + 2.400SPE

HTB = 0.036HH + 0.184RET + 0.032TOT + 0.230LFT + 2.400SPE

BTH = 0.036HH + 0.184RET + 0.032TOT + 0.230LFT + 2.400SPE

HTO = 1.320HH + 1.540SEC + 1.540RET + 0.92COM + 0.610TOT + 1.925LFT +

2.400SPE

OTH = 1.320HH + 1.930SEC + 1.540RET + 0.92COM + 0.610TOT + 1.925LFT +

2.400SPE


where:

HH = Households

RET = Retail Employment

FIN = Finance Employment

COM = Community Jobs

MAN = Manufacturing Jobs

TOT = Total Employment

LFT = Large Format Retail

STA = Railway Station Car parks

PRI = Pre-primary/ Primary School Roll

SEC = Secondary School Roll

TER = Tertiary Institution Roll

4.3.5.2 Non-Home Based

Non-home based trips from the category model have been evenly separated into

either long trips (NHB-L) and short trips (NHB-S) with the following attraction equations:

AM Peak

NHB-L = 0.036HH + 0.184SEC + 0.184RET + 0.032TOT + 0.467LFT

NHB-S = 0.036HH + 0.184SEC + 0.184RET + 0.032TOT+ 0.467LFT

Inter Peak

NHB-L = 0.0283HH + 0.0283SEC + 0.0283TER + 0.723RET + 0.075COM +

0.0417TOT + 0.904LFT

NHB-S = 0.0283HH + 0.0283SEC + 0.0283TER + 0.723RET + 0.075COM +

0.0417TOT + 0.904LFT

PM Peak

NHB-L = 0.74HH + 4.66RET + 1.31COM + 5.835LFT

NHB-S = 0.74HH + 4.66RET + 1.31COM + 5.835LFT

Note that for home based trips, (HBW, HBB, HBO) attractions were scaled to equal

productions, with the trip end distribution among the zones being the same as that

generated at each zone by the category model. NHB-L and NHB-S attractions were

also scaled to equal total productions, but the scaled attraction distribution was

accepted for both ends of the trip.

� HTW = Home to Work

� WTH = Work to Home

� HTB = Home to Business

� BTH = Business to Home

� HTO = Home to Other

� OTH = Other to home

� HTS = Home to School

� NHB-L = Non home based long trips

� NHB-S = Non Nome based Short trips


4.3.6 Goods Vehicle Trips

Light and Heavy Goods Vehicle movements are important components of transport

models. This study has incorporated a general background level of goods vehicle

activity by modelling these trips as two separate purposes.

Regression equations were used to provide both productions and attractions for goods

vehicles. For internal to internal trips it is difficult to determine whether the origin or

destination generates the demand for the trip. Hence the same equation is used to

generate both the productions and attractions.

The LGV and HGV equations are the same as those used in the Illawarra models and

originate from the Christchurch Commercial Vehicle Survey (1993). The equations used

were:

AM Peak

LGV = 0.011HH + 0.521MAN + 0.171TOT

HGV = 0.012HH + 0.016COM + 0.063RET + 0.071MAN + 0.063LFT

Inter Peak

LGV = 0.018HH + 0.401RET + 0.047TOT + 0.401LFT

HGV = 0.0004HH + 0.149RET + 0.047TOT + 0.149LFT

PM Peak

LGV = 0.070HH + 0.528FIN

HGV = 0.015HH + 0.019COM + 0.078RET + 0.088MAN + 0.078LFT

where:

HH = Households


FIN = Finance Employment






4.3.7 External Trips

For vehicle trips entering or leaving the study area there are 9 external cordon stations

(see Figure 2).

Traffic entering the study area via roads crossing the study area boundary is called

external traffic. External traffic consists of trips travelling through the study area and

traffic generated externally but having an origin or destination within the model area.

4.3.7.1 Through Trips

Through trips are those travelling through the study area, largely those to/from the south

to Sydney via the Hume Highway and those to/from Wollongong via the Illawarra

Highway.

Eppell Olsen and Partners undertook an Origin-Destination survey prior to

commencement of the model development. Four external points to the network were

surveyed:

• Hume Highway north

• Hume Highway south

• Illawarra Highway east of Robertson

• Nowra Road south of Fitsroy Falls

Total traffic counts were also undertaken simultaneously with origin-destination survey in

order to allow for the expansion of the sampled vehicles up to the proportion of total

traffic passing the survey stations. The survey samples were scaled to the volume of

passing traffic and furnessed until a balanced through matrix was obtained for each

model period. It was assumed that little through traffic was present in the traffic stream

for the other external locations.

The traffic volumes modelled are summarised in Table 10, Table 11 and Table 12.

4.3.7.2 Other External Trips

The remaining external traffic is externally generated trips that modelled interactions

between the Study Area and regions outside of the Study Area. The production of those

trips is therefore the external traffic count less those trips that are generated as through

trips.

EXT Productions = 1.0EXT – 1.0THRU where:

EXT = Period Model 24h Hour

THRU = Through trips


The attraction equations were specific for each modelled period and were as follows:

Inbound AM Peak Attractions = 0.108HH + 0.251RET + 0.251MAN + 0.251OTH +

0.170TOT + 0.377LFT

Outbound AM Peak Attractions = 0.108HH + 0.184RET + 0.032TOT + 0.276LFT

Inbound Inter Peak Attractions = 0.036HH + 0.184RET + 0.032TOT + 0.184LFT

Outbound Inter Peak Attractions = 0.036HH + 0.184RET + 0.032TOT + 0.184LFT

Inbound PM Peak Attractions = 0.036HH + 0.184RET + 0.032TOT + 0.230LFT

Outbound PM Peak Attractions = 0.251RET + 0.170TOT + 0.314LFT

where:

HH = Households


MAN = Manufacturing Employment



4.3.7.3 External Trip Flows

The traffic flows used were:

AM Peak External Traffic Counts And Through Trips – 1 Hour Table 10

Zone Description

Inbound Trips Outbound Trips

Traffic

Count

Through

Trips

Other

Trips

Traffic

Count

Through

Trips

Other

Trips

362 Old Hume Highway 9 0 9 11 0 11

363 Wilson Dr 13 0 13 17 0 17

364 Wombeyan Caves Rd 0 0 0 0 0 0

365 Hume Highway Sth 587 466 121 743 449 294

366 Tallong Rd 0 0 0 0 0 0

367 Moss Vale Rd 136 117 19 73 37 36

368 Jamberoo Rd 29 26 3 34 24 10

369 Illawarra Highway 104 92 12 122 80 42

370 Freeway 974 436 538 1413 547 866

ALL EXTERNAL STATIONS 1852 1137 715 2413 1137 1276


Inter Peak External Traffic Counts And Through Trips – 1 Hour Table 11

Zone Description


Traffic

Count

Through

Trips

Other

Trips

Traffic

Count

Through

Trips

Other

Trips

362 Old Hume Highway 7 0 7 7 0 7

363 Wilson Dr 10 0 10 10 0 10


365 Hume Highway Sth 707 480 227 823 573 250

366 Tallong Rd 0 0 0 0 0 0

367 Moss Vale Rd 113 85 28 96 65 31

368 Jamberoo Rd 24 22 2 24 22 2


370 Freeway 1054 574 480 1021 502 519


PM Peak External Traffic Counts And Through Trips – 1 Hour Table 12

Zone Description


Traffic

Count

Through

Trips

Other

Trips

Traffic

Count

Through

Trips

Other

Trips

362 Old Hume Highway 13 0 13 11 0 11

363 Wilson Dr 20 0 20 16 0 16


365 Hume Highway Sth 917 556 361 915 625 290

366 Tallong Rd 0 0 0 0 0 0

367 Moss Vale Rd 91 47 44 145 116 29

368 Jamberoo Rd 30 12 18 34 22 12


370 Freeway 1867 711 1156 1234 526 708



4.4 Total Trip End Generation

Total trip productions are summarised in Table 13, Table 14 and Table 15. These are

based on the relationships given in the preceding sections. While trips stated in the

tables below are summarised hourly, private trips are generated and distributed for

longer periods and factored to one hour immediately prior to assignment. The factors

applied are reported earlier in this section.

Total AM Peak (8-9am) Trip Matrix Table 13

Internal Trips External Trips

Private 10178 Through 1137

LGV 2068 Other External 1991

HGV 372

Total Internal 12618 Total External 3128

TOTAL TRIPS 15746

Total Inter Peak (11am-12pm) Trip Matrix Table 14




HGV 428


TOTAL TRIPS 12412

Total PM Peak (5-6PM) Trip Matrix Table 15




HGV 386


TOTAL TRIPS 15738


5 TRIP DISTRIBUTION AND THE COSTS OF TRAVEL

5.1 The Gravity Distribution Model

The gravity model form chosen for this work was

Tij = Pi.Ki Aj.Li f(cij)

Subject to the double constraints of

Ki = Pi

Σj Tij Lj = Aj

Σj Tij

Where:

Tij = Trips between zones i and j

Pi = Productions at zone i

Aj = Attractions at zone j

f(cij) = Function of the travel cost between zones i and j

Ki Lj = Balancing factors

The balancing factors are successively applied until there is convergence. Some 50

iterations were used, and all purposes converged so that there was no difference

between iterations to five decimal places.

The derivation of Pi and Aj has been discussed earlier. This section will deal with the

distribution function f(cij) and the costs of travel.

5.2 The Distribution Function

Trip distribution is time-only based. A time-based distribution was found to give a better

fit than using a generalised cost derived from both time and distance costs.

The time only distribution function can be approximated to an exponential line of the

form:

f(cij) = e-αtij

Where: f(cij) = function of time only cost of travel between zone i and zone j

tij = time between zone i and zone j

α = exponent

The distribution function values used (α) are shown in Table 16. These values have been

imported directly from the Hawes Bay Transportation study without any fine tuning. It

should be noted that the alpha values are the same for ‘from home’ and ‘to home’

purposes.


Time Based Distribution Function Exponents Table 16

Trip Purpose Morning Peak Inter Peak Evening Peak

Home Based Work 0.18 0.18 0.18

Home Based School 0.64 - -

Home Based Business 0.24 0.24 0.24

Home Based Other 0.24 0.24 0.24

Non Home Based -Long 0.24 0.24 0.24

Non Home Based - Short 0.38 0.38 0.38

Light Goods Vehicles 0.24 0.24 0.24

Heavy Goods Vehicles 0.11 0.11 0.11

Externals Inbound 0.12 0.18 0.13

Externals Outbound 0.12 0.18 0.13

As mentioned in the Trip Generation section of this report, the Non Home Based trips

have been split such that 50% are “short” trips and 50% are “long” trips. By applying a

larger exponent to the Non-Home Based Short trip purpose the trip lengths are

shortened. These represent trips of a similar length to Home Based School trips whereas

the Non Home Based Long trip lengths are akin to Home Based Business and Home

Based Other trips.

Trip length frequency analysis for the total number of trips has been undertaken for

each period with results shown in the following Figure 13 to Figure 15.



AM Peak Trip Length Frequencies Figure 13

Gabites Porter

Time Distribution

0

2

4

6

8

10

12

14

0 5 10 15 20 25 30 35 40 45 50 55 60

Time (min)

%

Distance Distribution

0

2

4

6

8

10

12

14

16

18

20

22

24

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80

Distance (km)

%



Inter Peak Trip Length Frequencies Figure 14

Gabites Porter

Time Distribution

0

2

4

6

8

10

12

14

0 5 10 15 20 25 30 35 40 45 50 55 60

Time (min)

%


0

2

4

6

8

10

12

14

16

18

20

22

24

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80

Distance (km)

%



PM Peak Trip Length Frequencies Figure 15

Gabites Porter

Time Distribution

0

2

4

6

8

10

12

14

0 5 10 15 20 25 30 35 40 45 50 55 60

Time (min)

%


0

2

4

6

8

10

12

14

16

18

20

22

24

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80

Distance (km)

%


6 THE PARKING MODEL

6.1 Central Area Logistics Model (CALM)

For the morning and shopping period models a more detailed analysis of the central

area parking was undertaken. Hence, a redistribution of trips to parking location was

used within the CBD after the gravity distribution.

The Central Area Logistics Model takes the total trips coming into the CBD and

redistributes the trips to the closest available parking space to the trip destination.

‘Closest’ is defined as the least cost including parking charges and the walking time

from parking place to destination1. If a park is not available in the zone required, then

circulating trips are generated to the nearest park taking into account the walk back

time. The resulting circulation trips are added to the full trip matrix before assignment.

The trips are loaded in slices by purpose. As the analysis period progresses the model

keeps count of the number of available spaces of each park-type and updates that

information.

6.2 Trip Purpose and Parking Durations

All trip purpose matrices from the distribution phase have been allocated to central

area parking spaces. Some trip purpose matrices have been divided to better

represent the behaviour characteristics of thing such as designated employee parking

and duration of stay. These variations and the model parameters are summarised

below.

Nominal Analysis Period 20 min

% of trip matrix loaded per iteration 16.7%

Number of parking categories 32

A summary of parking trip purposes is shown in Table 17 for the Morning and Inter Peak.

Trip Types are as follows:

Morning Peak Parking Model Variables Table 17

Perceived Costs Average

Duration

Work Trip

Type

Outbound

Time

(c/min)

Dist

(c/km)

Create a

space

HBW (Employee parks 240

min Duration)

6.10 7.63 240 Y Y

HBW+HHB+HBO+NHB+EX

(120min Duration)

8.76 7.63 120 N Y

HBW+HHB+HBO+NHB+EX

(60min Duration)

10.83 7.63 60 N Y

HBO+NHB (30min Duration) 14.83 7.63 30 N Y

NHB (15min Duration) 14.83 7.63 15 N Y

1 Walkng speeds are modelled at 4.5km/hr


6.3 The Parking File

The parking file for the CBD zones was set up from the surveyed inventory and costs of

parking. This parking split up is shown in Table 18. The parking inventory is shown in

Section 6.4.

Parking Categories and Charges Table 18

Cost of Parking (cents)

Time (Minutes) 15 30 60 120 180 240 480

On Street

P15 0 9999

P30 0 0 9999

P60 0 0 0 9999

P120 0 0 0 0 9999

P180 0 0 0 0 0 9999

All Day Free 0 0 0 0 0 0 9999

Off Street

P15 0 9999

P60 0 0 0 9999

P120 0 0 0 0 9999

All Day Free 0 0 0 0 0 0 9999

P180 Customer 0 0 0 0 0 10 9999

P120 Customer 0 0 0 0 10 10 9999

Lease 0 0 0 0 0 0 9999

Employee 0 0 0 0 0 0 9999


6.4 The Parking Inventory

The parking inventory for the CBD zones was set up from the survey of total CBD parking

inventory undertaken in March 2005 in Bowral, Mittagong, Moss Vale and Bundanoon.

An additional survey was undertaken in Moss Vale in 2008. This inventory is shown in

Table 19. The parking validation is discussed in Section 9.5.

Parking Inventory Table 19

Zone

Parking Type

P15 P30 P60 P120

Free

All

Day

Off15 Off60 Off120 Off All

Day

3Hr

Cust

2Hr

Cust Lease Emp Total

1 22 19 35 76

2 9 9

3 25 25

4 5 40 11 56

5 9 118 127

6 6 139 145

7 3 25 28

8 40 5 45

9 6 6 22 34

10 37 39 76

11 18 12 30

12 30 4 34

13 33 246 279

14 36 36

15 129 129

16 10 23 33

17 8 8 70 86

18 20 20

19 34 34

20 5 56 61

21 5 5 52 62

22 34 34

23 24 24

24 29 109 233 371

25 4 38 50 92

26 29 99 128

27 12 3 15

28 7 50 57

29 24 9 123 156



Zone

Parking Type

P15 P30 P60 P120

Free

All

Day


Day

3Hr

Cust

2Hr


30 20 20

31 8 26 34

32 53 53

33 61 61

34 0

35 0

36 0

37 4 45 49

38 33 47 80

39 54 54

40 30 30

41 20 20

42 13 25 56 94

43 3 53 56

44 7 41 26 15 89

45 62 40 102

46 15 15

47 13 13

48 6 30 36

49 5 60 66 131

50 15 6 8 29

51 24 24

52 12 32 53 97

53 3 3

54 6 30 36

55 2 9 5 16

56 9 45 42 96

57 28 28

58 2 6 42 50

59 8 59 67

60 9 21 24 54

61 15 10 50 75

62 0

63 0

64 0

65 39 39



Zone

Parking Type

P15 P30 P60 P120

Free

All

Day


Day

3Hr

Cust

2Hr


66 28 15 12 55

67 13 4 6 23

68 39 150 189

69 3 5 85 10 103

70 132 132

71 3 8 23 44 78

72 12 36 68 116

73 18 13 18 92 32 15 188

74 22 22

75 0

76 0

77 0

78 15 15

79 51 8 4 63

80 15 5 20

81 50 8 58

82 13 20 33

83 32 50 82

84 3 14 17

85 24 3 27

86 11 5 16

87 50 21 71

88 0

89 67 67

90

91

92 64 30 94

93 34 6 60 100

94 17 12 29

95 10 10

96 43 41 45 129

97 76 45 121

98 18 82 32 13 145

99 6 27 38 71

100 29 135 164

Total 32 24 616 68 1407 5 18 466 1248 212 1956 0 27 6079

The locations of the parking zones are displayed in Figure 16 to Figure 20 for each of the

towns. The CALM parking data files are attached in Appendix Three.


Wingecarribee Shire

Council Bowral Parking Zones Figure 16

Gabites Porter

29

34

4

1

2

356

7

89

10 11

12131415

16

17 19

18 20 2122

24

23

25

2627

3031

32

33

KIR

KH

AM

RD

OXLEY HILL RD BOWRAL ST

KA

NG

AL

OO

N R

D

SH

EF

FIE

LD

ST

MIT

TA

GO

NG

RD

MOUNT RD

VICTORIA ST

BO

NG

BO

NG

ST

FOREST L

SHERWOOD AV

BE

ND

OO

LE

Y S

T

ST

AT

ION

ST

WA

LK

ER

ST

MO

SS

VA

LE

RD

WARENDA ST

ASCOT RDMARTHA STB

ELM

OR

E S

T

SH

OR

T S

T

SHEPHERD STBOOLWEY ST

BANYETTE ST

ED

WA

RD

ST

BUNDAROO ST

KEY

Parking Zones 9


Wingecarribee Shire

Council Mittagong Parking Zones Figure 17

Gabites Porter

40

41

3738

3942

43 44

45

47 4849

5051

52

53

54

55

56

57

58

59

60

61

ALFRED ST

HE

LE

NA

ST

LO

UIS

A S

T

PIO

NE

ER

ST

BE

SS

EM

ER

ST

QU

EE

N S

T

VIC

TO

RIA

ST

ALIC

E S

T

OLD HUME HWY

EDWARD L

LEOPOLD ST

LEOPOLD LARTHUR ST

ERNEST ST

FIT

ZR

OY

ST

ALBERT L

RAILWAY CR

PARK ST ALB

ION

ST

RAILWAY PDE

PARK L

CH

UR

CH

LREGENT L

BOWRAL RD

ST

AN

LE

Y S

T

OX

LE

Y D

R

VERNON ST

RA

NG

E R

D

WAVERLEY PDE

OX

FO

RD

ST

BOURNE CLTYNDALL ST

DE

VO

N S

T

MURCHISON ST

SPENCER ST

KEY

Parking Zones 9


Wingecarribee Shire

Council Moss Vale Parking Zones Figure 18

Gabites Porter

66

6567

68 69

70

71

72

73

74

CHAPMAN ST

TH

RO

SB

Y S

T

SU

TT

OR

RD

MCCLEERY AV

ILLAWARRA HWY

GA

RR

ET

T S

T

LA

CK

EY

RD

INNES RD

VALETTA ST

DONKIN AV

FARMERS PL

WA

ITE

ST

AR

TH

UR

ST

QUEEN ST

KIR

KH

AM

ST

MACK STSPRING ST

KEY

Parking Zones 9


Wingecarribee Shire

Council Moss Vale Parking Zones Figure 19

Gabites Porter

KEY

Parking Zones 9


Wingecarribee Shire

Council Bundanoon Parking Zones Figure 20

Gabites Porter

80

81

7879 82

83

84 85

86

87 88

89

NERRIM ST

ELL

SM

OR

E R

D BIN

DA

R C

RCUR

RIN

GA P

L

BARNETT AVOLD WINGELLO RD

HIL

L S

T

RAILWAY AV

EBURY ST

MA

NG

OLD

L

BURGESS ST

VIEWLAND ST

AM

Y S

T

OSBORN AVV

ICT

OR

IA S

T

OS

BO

RN

E S

T

PENROSE RD

CH

UR

CH

ST

PAN

ORAM

A R

D

GOVERNORS ST

GU

LLIE

S R

D

KEY

Parking Zones 9


7 TRIP ASSIGNMENT

7.1 General

An incremental assignment procedure was followed using multiple iterations and a

loading profile for the AM, Inter peak and PM Peak periods are shown in Table 20, Table

21 and Table 22 respectively.

The profiles were developed based on the count data supplied by Wingecarribee Shire

Council. This data was collected in 15 minute intervals allowing an incremented

loading profile to be developed from the aggregated data.

AM Peak Assignment Parameters Table 20

Assignment

Increment

% Trip Matrix

Loaded

Load Profiles % of

Hourly Flow Rate

Steady State Time

Period (Minutes)

Perceived

Assignment Costs

1 12

2 12 23.44 20.51

3 12 c/min c/km

4 12

5 12

6 6.5 66.5 15

7 6.5

8 6.7 79.7 15

9 4.5

10 4.6

11 4.5 93.3 15

12 3.4

13 3.3 100.0 15

Inter Peak Assignment Parameters Table 21

Assignment

Increment

% Trip Matrix

Loaded

Load Profiles % of

Hourly Flow Rate

Steady State Time

Period (Minutes)

Perceived

Assignment Costs

1 12

2 12 23.44 20.51

3 12 c/min c/km

4 12

5 12

6 12

7 12

8 5.6

9 2.2 91.8 15

10 2.6 94.4 15

11 2.7

12 1.5 98.6 15

13 1.4 100.0 15


PM Peak Assignment Parameters Table 22

Assignment

Increment

% Trip Matrix

Loaded

Load Profiles % of

Hourly Flow Rate

Steady State Time

Period (Minutes)

Perceived

Assignment Costs

1 12

2 12 23.44 20.51

3 12 c/min c/km

4 12

5 12

6 10.5 70.5 15

7 4.4

8 4.4

9 4.3 83.6 15

10 4.5

11 4.5

12 4.5 97.1 15

13 1.5

14 1.4 100 15


7.2 Network Links

Travel Journey times were established by a combination of link times and delays at

intersections. The simplest form of calculating journey times in the 1960's and 70's was

where all delay (link and intersection) was attributed to a link. Volume/delay

relationships were derived for various types of road. Selection of the appropriate curve

was made on the basis of a number of variables that physically describe the road.

Results from more recent surveys have allowed link only delays to be empirically

separated from intersection delays. The volume delay relationships used in this study

were for delays on links only and were based on those analytically derived by

Akcelik:(1991) using a time dependent Davidson model. As a result, these curves give

‘link only’ delays, allowing intersection delays to be separately calculated. The JA

parameter, or friction factor, in Akcelik's equation for travel time was set for each link

type so that Vcapacity/Vfree flow varied as per Akcelik’s latest aaSIDRA analysis. This is

consistent with standard traffic theory and Fisk's behavioural model and matches the

data collected in Wellington.

Each link in the network is given a volume delay curve depending of the speed limit,

function and characteristic of the road the link represents. A steady state period of one

hour was used.

Akcelik's formula is:

t = tO { 1 + 0.25 rf [(x - 1) + ((x-1)2 + (8JAx) / (Qtorf))1/2]} Where:

t = travel time per unit distance (e.g., secs/km)

to = minimum (zero flow) travel time per unit distance (e.g., secs/km)

JA = delay (side friction, level-of-service(LOS)) parameter

x = q/Q = degree of saturation

q = demand (arrival) flow rate (veh/sec)

Q = capacity (veh/sec) per lane

rf = ratio of flow period Tf, to minimum travel time to

Twenty curves were developed with free flow times at 5km/hr intervals. The capacities

and JA values used for each curve are given below. Curve number 1 is a flat line for a

centroid connector. The resulting volume/delay curves used for this study are shown in

Figure 21. Each link in the network was allocated a curve from an assessment of the

free flow speed, its capacity and the environmental conditions of the link.

. The numbers loosely follow the free flow speed on a link where:

5 = 50 km/hr free flow speed


Where 10 is added to the link type it represents the free flow speed plus 5 km/hr, i.e.



New future links should be coded by assessing the environment in which the link will

operate, and choosing a curve with an appropriate free flow speed and capacity,

given the way in which link with a similar curve operate under current traffic condition.

During evaluation of a project it would be useful to test the sensitivity of the choice of

curves on traffic flows, and benefits.

Link Types Table 23

Speed (kph) Capacity

(vph)

Free Flow

Time (t0) min/km Ja Link Type

10 2500 2.00 Type 1

20 900 3.00 10.55 Type 2

30 1100 2.00 5.20 Type 3

40 1300 1.50 3.00 Type 4

50 1500 1.20 1.90 Type 5

60 1600 1.00 1.25 Type 6

70 1700 0.86 0.84 Type 7

80 1900 0.75 0.54 Type 8

90 2000 0.67 0.34 Type 9

100 2200 0.60 0.20 Type 10

110 2400 0.55 0.13 Type 11

25 1000 2.40 7.10 Type 12

35 1200 1.71 3.90 Type 13

45 1400 1.33 2.35 Type 14

55 1500 1.09 1.52 Type 15

65 1600 0.92 1.02 Type 16

75 1800 0.80 0.67 Type 17

85 2000 0.71 0.44 Type 18

95 2200 0.63 0.26 Type 19

105 2300 0.57 0.16 Type 20

GABITE

S PORTER – W

ingecarrib

ee Tra

nsporta

tion M

odel Te

chnical Background Report P

age 53

Gabite

s P

orte

r

Win

gecarrib

ee S

hire

Cou

ncil

Vo

lum

e D

ela

y C

urv

es

Fig

ure

21

0.00

1.00

2.00

3.00

4.00

5.00

6.00

7.00

8.00

9.00

10.00

0 200 400 600 800 1000 1200 1400 1600 1800 2000 2200 2400

Type 1

Type 2

Type 12

Type 3

Type 13

Type 4

Type 14

Type 5

Type 15

Type 6

Type 16

Type 7

Type 17

Type 8

Type 18

Type 9

Type 19

Type 10

Type 20

Type 11

Min

ute

s p

er

Kil

om

etr

e

Vehicles per hour per lane

Minutes p

er k

ilometre


7.3 Network Intersections

7.3.1 Priority Intersections

Delays at priority intersections are calculated at the movement level. That is, left, right

and through movements on all legs have delays calculated specifically.

The approach lanes at each intersection are coded to be consistent with lane markings

and traffic behaviour. From the intersection geometry, determined from the link

coordinates, the opposing traffic flows are calculated.

The way each lane type was treated came from the publication titled, “Performance

Analysis of Priority Intersections - A Practitioner’s Guide” by Gabites Porter: (1991).

The delays were determined by a queuing theory model. The queuing theory

formulation adopted is that described by Fisk:(1989) which uses an M/M/1 model

(indicates a queuing system with negative exponential distributions for arrival headway

and service times, with one service channel) and a coordinate transformation

approximation to allow for over saturated conditions.

The formulation is:

d = r/µ (1 - r) steady state conditions, r<1

(r - 1) t/2 deterministic conditions, r>1

Where: r = q2 / µ

t = duration of time period over which a steady state is

assumed

q1 = major road flow rate

q2 = minor road flow rate, always defined as approach being

delayed

t = critical gap

b = move-up time for minor road traffic.

µ = mean service rate

r = traffic intensity

Fisk shows that the delay equation can be written:-

when the coordinate transform is included and this formulation is used in the

assignment model.

bq

tq

e

eq1

1

1

1

−

−

−=µ

µµ

µµµµµ 1

4

822 2

++−++−+−

=trtrttrt )()(

d


The following critical gaps and move-up times were used:

Critical gap and move up time values Table 24

Lane Type Critical Gap (sec) Move-up Time (sec)

Left turn-non-priority 5.18 3.0

Left turn-priority 5.18 3.0

Through/Right-non-priority 5.18 3.0

Through/Right-priority 5.18 3.0

Merge 1.5 1.6

Roundabout 4.0 2.5

Bottleneck 1.5 16

These are default values and can be overwritten for specific intersections where

necessary. However, all priority intersections use default values for this particular model.

These defaults are compatible with standard gap and move-up times for general

priority intersections as detailed in AustRoads Part 5 – Intersections at Grade. Where a

priority intersection operates outside the default settings or a detailed analysis of the

intersection is required, it should either have it’s individual settings revised or a detailed

aaSIDRA should be undertaken separately.

Other parameters used include:

Tracking Headway 1.2 seconds

Lane Sharing Convergence Parameter 0.01

Number of external iterations 50

Number of internal iterations 200

(lane sharing algorithm)


7.3.2 Signalised Intersections

Movement using the formulations in ARR123, including eqn 6.4, 6.3 and 6.1 shown

below, calculates delays at signalised intersections. While ARR123 is the basis for SIDRA

it does not give exactly the same results, especially for the more recent versions of

SIDRA.

A general formula for the average delay per vehicle, d (in seconds) is

d = D/q eqn (6.4)

D = total delay (veh/hr/hr)

q = flow rate (veh/s)

D = eqn (6.3) Where:

qc = average number of arrivals in vehicles/cycle

q = flow (veh/sec)

c = cycle time (sec)

u = green time ratios = g/c

y = flow ratio = q/s

s = saturation flow (veh/sec)

No = average overflow queue (vehicles)

x = q/Q = degree of saturation

eqn (6.1)

Where:

Q = capacity (veh/hr)

Tf = flow period (hours)

z = x - 1

xo = degree of saturation below which the average overflow queue

is approximately zero = 0.67 + sg/600

Signalised intersections were modelled specifically and each required a SIDRA input

data file.

7.3.3 Geometric Delays

The delays calculated above are the stopped delays for vehicles. As vehicle

decelerate to stop or negotiate a corner a geometric delay is encountered. The

geometric delay is calculated from the formulations in Gabites Porter: (1991).

qc(1-u)2

2(1-y) +N0x

≤

>

−++

=

0

0

f

02f

0

xx0

xxQT

)xx(12zz

4

QT

N

for

for


8 MODEL CONVERGENCE

8.1 Assignment and Distribution Loop

Time and distance matrices are required as inputs for trip distribution. As assigning the

trips to the network generates these matrices, after each assignment the trip distribution

needs to be re-run and the trips re-assigned until the time and distances matrices

converge.

In the assignment and distribution steps are run iteratively until the totals of both the

time and distance matrices between successive runs remain close to each other and

relatively constant.

The totals for the time and distance matrices for successive runs are shown below in

Table 25 where:

TVM = Total Vehicle Minutes

TVK = Total Vehicle Kilometres

Model Convergence Results Table 25

PERIOD AM Peak

Kilometres

AM Peak

Minutes

Inter Peak

Kilometres

Inter Peak

Minutes

PM Peak

Kilometres

PM Peak

Minutes

Previous Run 209178 186697 181783 154891 237058 204082

Final Run 209149 186728 181769 154931 237022 204050

Difference 29 -30 14 -39 35 32

% Difference 0.001% 0.016% 0.008% 0.025% 0.015% 0.016%

The percentage change in generalised user cost between consecutive loops should be

less than 1% but Gabites Porter prefers to have this set to 0.1%. As the total vehicle

minutes and total vehicle kilometres are not changing between runs, absolute

convergence has successfully been achieved.

When validating the model it is difficult to get a long series of runs prior to convergence

because of the continual changing of the model components to get a better fit, even

though these changes were often small. In general the model re-converged after two

or three iterations. The periods were then run several times after convergence and

remained stable.

For any model, if the network is heavily congested, convergence may not occur.

Although the network is currently stable, when any changes are made to the network

(e.g. option testing or land use), then convergence must be checked to ensure the

network is still stable. In the unlikely event of the network not stabilising, modifications

will have to be made to the network so that it will converge. These modifications should

then be incorporated into the option or year being tested.


9 MODEL VALIDATION

9.1 General

Validation is a process whereby the model structure is calibrated to best replicate

actual travel patterns and traffic flows in 2006. The trueness of the model is compared,

by statistical means, to the available traffic data at the time of building the model.

Gabites Porter has also relied on available counts within the study area taken between

2002 and 2008.

While making considerations for seasonal effects, available counts or estimates are

assumed to be fair representation of ‘average’ daily traffic flow; therefore all data prior

to 2006 are factored up by a general annual growth rate of 2.5% to update them to

2006 figures.2 In time Gabites Porter had sufficient traffic information to validate the

model against actual travel times and actual/estimated traffic counts on critical links

and intersections.

While validating the model, Gabites Porter has given the “actual” traffic data and the

means of obtaining that information considerable benefits of doubt − we are aware

that the term “actual” is merely a representation of observed values taken over a

period of time, while human proneness to error in data gathering should not be

underestimated.

This report outlines the validation processes and results of these following network forms:

• Traffic flows on screenlines and selected intersections based on actual traffic

counts and estimates, and

• Link types based on the travel time survey conducted specifically for this study.

9.2 Network Validation

Screenlines were created from assorted counts in each of the main towns in the study

area and other assorted counts in the surrounding rural area to capture the major

traffic patterns occurring in Wingecarribee. Each Screenline contains a number of

traffic counts that are then compared to the modelled flows to check that the model is

representing the observed traffic flows realistically. The CORDON program, part of the

TRACKS suite, is used to compare the modelled traffic volumes against actual traffic

counts.

It is intended that the sum of the traffic at each cordon or screenline must closely

match the observed totals. It is preferred that each individual link within a cordon

closely matches the counts but this is less likely. Individual links are more affected by

local conditions such as:

1. Speed and capacity (link specific)

2. Intersection delays

3. Zone Centroid locations

4. Special generators (near specific link)

5. Local network configuration

2 The annual growth factor of 2.5% has been calibrated from available count data between

2002 and 2005 including the local count sites in the study area.


om

omGEH

+

−=

2)(2

In some situations these factors cannot be avoided and must be considered when

assessing individual link comparisons. Where the traffic volume on a link is low it does

not take a very big difference between counted and modelled flows to show a large

percentage difference. Where traffic flows are low the significance of the link and the

absolute volume difference must be considered.

9.2.1 Measures of Validity

Flow comparisons are tested using a number of statistical measures. Traffic counts were

grouped into screenlines, and the following measures calculated.

• Comparisons of individual links;

• Comparisons of total trips over each screenline;

• Percentage difference; and statistical measures such as

• Correlation coefficient;

• % Root mean square, and

• GEH.

The correlation coefficient is a first order measure of the co-relation, using the formula:

Px,y =

The GEH is a form of the Chi-squared statistic that incorporates both relative and

absolute errors. It is designed to be more tolerant of the large percentage differences

in lower flows. The form of the statistic is:

Where m is the modelled flow and o is the observed count.

The validation criteria used for this model were the Land Transport NZ Project Evaluation

Manual (PEM) guidelines. These were chosen because the consultants were unable to

find model validation guidelines specific to Australia in a literature search of the subject.

Various previous model developments have used criteria from New Zealand and the UK

in lieu of Australian Criteria.

To that end the consultants have relied on the PEM criteria to provide guidance in the

validation of the model but have also indicated the model’s level of validation to the

UK criteria provided by the UK Design Manual for Roads and Bridges – Traffic Appraisal

in Urban Areas Assignment Validation Acceptability Guidelines.

The Land Transport NZ Project Evaluation Manual (PEM) guidelines for overall validation

are summarised in Table 26. The PEM looks for major link volumes (i.e. those carrying

more than 30,000 VPD) to be within 20% of observed values and that the error tolerance

for links with lower volumes is greater. As a matter of principle, screenline and individual

count validation for this study should not exceed the guidelines expressed in the PEM.

Σ (xi – xi) (yi – yi)

σx σy

1

n


Model Traffic Flow Validation Guidelines Table 26

Screenline Totals

Traffic Flow ± 10%

Correlation Coefficient >0.85 generally

>0.95 preferred

GEH <4 in most instances

GEH on Counts <5 <7 <10 <12

(modified for 1hr flows only)

60% 80% 95% 100%

Total Counts

% RMS <30 generally

The UK Design Manual criteria are described as follows for greater than 85% of links:

1. For flows <700 Vehicles per hour = ± 100 Vehicles per hour

2. For flows 700-2700 Vehicles per hour = ± 15%

3. For flows >2700 Vehicles per hour = ± 400 Vehicles per hour

4. GEH <5

9.2.2 Screenline Validation Results

Based on the PEM model fitness guidelines in Table 26, this report is convinced that the

modelled traffic flows closely replicate actual counts for all designated screenlines

during the morning peak, inter peak and evening peak.

The validation statistics for each cordon are summarised in Table 27, Table 28 and Table

29 for the morning peak, inter peak and evening peak respectively. Scatterplots of total

counts for each period are shown in Figure 22 and Figure 23 at the end of this sub-

section.

CORDON, as part of the TRACKS suite, was used to execute the screenline validation

process. The output files produced by CORDON is attached as Appendix Four.

An exact correlation between the modelled flows and count data was not possible

due to the different years the counts were taken from. Even though an expansion of the

counts was performed to reflect general traffic growth throughout the shire, this

expansion could not take account of the changes in the physical network that have

occurred. Changes to Station Rd, Bong Bong St, the construction of Boardman Rd

extension to Old South Rd and the development of the Bowral East housing

development after the counts were taken could not be replicated with the existing

2006 network.

It should be noted that the Boardman Rd extension was included in the base model

validation network and will also be included in any future analysis that relates to the

current 2006 network.


AM Peak Network Validation Table 27

Screenline 1 – Bowral

Count 5447

Volume 5228

Change -219

% 96

Correlation Coefficient 0.992

GEH Total 3.0

GEH Link Grouping <5 <7 <10 <12

% in GEH Group 92.9 100 100 100

Screenline 2 – Mittagong

Count 2211

Volume 2246

Change 35

% 102


GEH Total 0.7


% in GEH Group 80.0 100 100 100

Screenline 3 – Moss Vale

Count 11006

Volume 11402

Change 396

% 104


GEH Total 3.7


% in GEH Group 100 100 100 100

Screenline 4 – Misc

Count 1367

Volume 1304

Change -63

% 95


GEH Total 1.7


% in GEH Group 100 100 100 100


Table 27 Continued

All Counts

Count 20031

Volume 20180

Change 149

% 101


%RMS 11.36

GEH Total 1.1


% in GEH Group 93 100 100 100

UK Criteria

For flows <700 vph = ± 100 vph 98%

For flows 700-2700 vph = ± 15% 100%

For flows >2700 vph = ± 400 vph N/A

GEH <5 93.8%


Inter Peak Network Validation Table 28


Count 4007

Volume 4190

Change 183

% 105


GEH Total 2.9


% in GEH Group 78.6 92.9 100 100


Count 1530

Volume 1533

Change 3

% 100


GEH Total 0.1


% in GEH Group 100 100 100 100


Count 1331

Volume 1224

Change -107

% 92


GEH Total 3.0


% in GEH Group 88.9 100 100 100

Screenline 4 - Misc

Count 952

Volume 907

Change -45

% 95


GEH Total 1.5


% in GEH Group 100 100 100 100


Table 28 Continued

All Counts

Count 7820

Volume 7854

Change 34

% 100


%RMS 27.39

GEH Total 0.4


% in GEH Group 91.7 97.9 100 100

UK Criteria


For flows 700-2700 vph = ± 15% 100%


GEH <5 87.5%


PM Peak Network Validation Table 29


Count 5192

Volume 5206

Change 14

% 100


GEH Total 0.2


% in GEH Group 92.9 100 100 100


Count 2148

Volume 2257

Change 109

% 105


GEH Total 2.3


% in GEH Group 100 100 100 100


Count 9947

Volume 10078

Change 131

% 101


GEH Total 1.3


% in GEH Group 94.4 100 100 100

Screenline 4 – Misc

Count 1465

Volume 1333

Change -132

% 91


GEH Total 3.5


% in GEH Group 100 100 100 100


Table 29 Continued

All Counts

Count 18588

Volume 18874

Change 286

% 102


%RMS 13.70

GEH Total 2.1


% in GEH Group 96.5 100 100 100

UK Criteria


For flows 700-2700 vph = ± 15% 100%


GEH <5 91.7%


Wingecarribee Shire Council Scatterplots of All 2006 Counts for Morning Peak

and Inter Peak Figure 22

Gabites Porter

AM Peak

R2 = 0.991

0

200

400

600

800

1000

1200

1400

0 200 400 600 800 1000 1200 1400

Count

Mo

del

Off Peak

R2 = 0.9555

0

200

400

600

800

1000

1200

1400

0 200 400 600 800 1000 1200 1400

Count

Mo

del



Scatterplots of All 2006 Counts for Evening Peak Figure 23

Gabites Porter

PM Peak

R2 = 0.9861

0

200

400

600

800

1000

1200

1400

0 200 400 600 800 1000 1200 1400

Count

Mo

del


9.2.3 24Hr Factored Model Results

As indicated in the introduction to the report, a 24hr model was not created using the

same generation, attraction and assignment model the three main period models uses.

Instead the 24hr model flows were created by factoring the three period models using

factors derived from the validation counts. Therefore the 24hr model is not strictly

validated and should only be used for display puposes and not analysis.

Having said that, it is important that the model does replicate 24hr flows through the

network as closely as practicable. The same count locations were used to create a 24hr

count validation file. The factored 24hr network was compared to the 24hr count file

and subjected to the same validation criteria the main period models used.

In addition, desirable Mean Average Difference (MAD) ratio targets were established

for each category of road as follows:

• Lower order roads – a maximum MAD ratio of 50% across all links with an

observed volume less that 3,000vpd.

• Higher order roads – a maximum MAD ratio of 20% across all links with observed

volumes greater than 3,000vpd and no link shall have an absolute error greater

than 30%.

The validation statistics for each cordon are summarised in Table 30 and Table 31 for

the factored 24hr model. Scatterplots of total counts for the all day period are shown in

Figure 24.

CORDON, as part of the TRACKS suite, was used to execute the screenline validation

process. The output files produced by CORDON is attached as Appendix Four.

Factored 24hr Network Validation Table 30

Screenline 1 – All Counts

Count 120468

Volume 120200

Change -268

% 100


%RMS 26.53

GEH Total 0.2


% in GEH Group 93.6 97.9 100 100


Factored 24hr Mean Average Difference Validation Table 31

Below 3000 vpd

COUNT VOLUME CHANGE Abs Diff % GEH

CANYONLEIGH RD 105 105 0 0 100 1.2

MAIRINGER CR 163 152 -11 11 93.3 1.4

LAVIS RD 465 646 181 181 138.9 0.4

OXFORD ST 493 548 55 55 111.2 2.9

DOUGLAS RD 507 334 -173 173 65.9 1.4

ORIENT ST 569 369 -200 200 64.9 0.9

OXLEY DR 590 522 -68 68 88.5 0.2

GREENHILLS RD 605 583 -22 22 96.4 1.3

GOLDEN VALE RD 652 594 -58 58 91.1 0.8

CURROCKBILLY ST 655 670 15 15 102.3 2.6

CANYONLEIGH RD 761 728 -33 33 95.7 2.2

WEBB ST 778 1369 591 591 176 0.2

MERANIE ST 785 965 180 180 122.9 1.3

RAILWAY ST 796 1214 418 418 152.5 3

ERITH ST 1008 697 -311 311 69.1 3.3

OLD HUME HWY 1115 876 -239 239 78.6 4.1

OXLEY DR 1128 814 -314 314 72.2 2.4

OXLEY DR 1219 859 -360 360 70.5 2

VALETTA ST 1378 1405 27 27 102 2

MEDWAY RD 1378 1169 -209 209 84.8 0.1

WILLOW DR 1407 592 -815 815 42.1 2.9

OLD SOUTH RD 1411 1477 66 66 104.7 1.3

SUTTOR RD 1451 1187 -264 264 81.8 3.2

BONG BONG RD 1547 1849 302 302 119.5 1.9

OXLEYS HILL RD 1593 1494 -99 99 93.8 2.7

CENTENNIAL RD 2052 1811 -241 241 88.3 1.7

LACKEY RD 2066 1473 -593 593 71.3 1.7

COLO ST 2100 1721 -379 379 82 0.1

PIONEER ST 2479 2825 346 346 114 1

BOARDMAN RD 2487 2379 -108 108 95.7 1.5

ASCOT RD 2585 2213 -372 372 85.6 1.8

LYELL ST 2633 2527 -106 106 96 2.3

OLD BOWRAL RD 2780 2722 -58 58 97.9 0.5

LYELL ST 2848 2361 -487 487 82.9 3

TOTALS 44589 41250 -3339 7701 95.1 1.3

MAD 17%



Above 3000 vpd


THROSBY ST 3022 2385 -637 637 78.9 2.5

ERIDGE PARK RD 3101 4165 1064 1064 134.3 3.6

EMILY CCT 3192 1711 -1481 1481 53.6 6.1

ELIZABETH ST 3563 4529 966 966 127.1 3.1

WILSON DR 3747 3122 -625 625 83.3 2.2

RANGE RD 4293 6849 2556 2556 159.5 7

OLD SOUTH RD 4780 5076 296 296 106.2 0.8

ERIDGE PARK RD 5080 6874 1794 1794 135.3 4.8

WAITE ST 5693 5227 -466 466 91.8 1.3

CHURCH AV 5977 5325 -652 652 89.1 1.8

BOWRAL ST 6952 5874 -1078 1078 84.5 2.8

BONG BONG ST 10678 11923 1245 1245 111.7 2.4

STATION ST 15801 15890 89 89 100.6 0.2

TOTALS 75879 78950 3071 12949 104.3 3.0

MAD 17.1%



Scatterplots of All 2006 Counts for 24 Hr Figure 24

Gabites Porter

24 Hr

R2 = 0.9503

0

2000

4000

6000

8000

10000

12000

14000

16000

18000

0 2000 4000 6000 8000 10000 12000 14000 16000 18000


9.3 Intersection Turning Movement (ITM) Validation

9.3.1 General

Gabites Porter has been supplied with actual traffic flow data on 16 intersections

deemed critical in Wingecarribee. The sixteen intersections are of a busy nature and

are located along important routes within Wingecarribee, especially along the main

road through Moss Vale.

• Argyle Rd / Suttor Rd (Ag/S)

• RAB Argyle Rd / Illawarra Hwy / Suttor Rd (RAB Ag/S)

• Illawarra Hwy / Valetta St (IH/V)

• Illawarra Hwy / White St (IH/Wh)

• Illawarra Hwy / Arthur St (IH/At)

• Illawarra Hwy / Lackey St (IH/L)

• Illawarra Hwy / Railway St (IH/R)

• Illawarra Hwy / Waite St (IH/Wa)

• Illawarra Hwy / Yarrawa St (IH/Y)

• Lackey Rd / Parkes Rd (L/P)

• Douglas Rd / Berrima Rd (D/Br)

• Bessemer St / Old Hume Hwy (Bs/OHH)

• Holly Rd / Moss Vale Rd (H/MV)

• Wilson Dr / Church Ave (Wi/C)

• Hume Hwy / Church Ave to Sydney(HH/CtS)

• Hume Hwy / Church Ave from Sydney(HH/CfS)

As with the screenline validation process, validating the intersection turning movements

is usually done with two statistical measures, the correlation coefficient (>0.8) and %

RMS (<30). It is also required that the turning movements are generally within ±10% or 30

vehicles.

9.3.2 ITM Supplied Data Adjustments

The actual traffic flow data supplied to Gabites Porter showed some inconsistencies on

the main road through Moss Vale and has been adjusted to remove these

inconsistencies. Some neighbouring intersections that had traffic flow from one

intersection directly into another had inconsistent flows between the two intersections,

ie the outbound flow from one did not match the inbound flow of the other.

Additionally, the supplied data had some intersection surveys undertaken in June 2006,

while others were undertaken in March 2008, and there was a clear mismatch between

them. In general, the 2008 counts tended to be a little high, even after factoring back

to 2006.

Considering these inconsistencies the following adjustments to the surveyed data have

been made:

• AMP

- Illawarra Hwy intersections with Railway St and Lackey Rd have been

unchanged and form the basis from which to make adjustments

elsewhere.

- at Arthur St; the Illawarra Hwy northbound flow has been adjusted to

match the outbound flow at Lackey Rd and the southbound flow has

been adjusted to match the outbound flow at White St.


- at White St; the Illawarra Hwy northbound flow has been adjusted to

match the outbound flow at Arthur St and the southbound flow has been

adjusted to meet the unchanged flow filtering through from Argyle St.

- the number of vehicles turning into Valetta St has been matched to the

lower volumes supplied for Valetta St traffic count flows.

- the northbound flow at each end of Suttor St has been adjusted to be

consistent with the adjustments made up to Valetta St.

- east of Railway Rd; the Illawarra Hwy southbound flow has been adjusted

to reflect a higher through component than is shown with the intersection

survey but consistent with other surveyed count sites.

• PMP

- Illawarra Hwy intersections with White St and Arglye/Suttor have been

unchanged and form the basis from which to make adjustments

elsewhere.

- east of White St; adjustments have been made to both traffic flow

directions so that outbounds are consistent with inbounds at neighbouring

intersections, most of these have been very minor changes.

- at Valetta St; the Illawarra Hwy northbound flow has been made

consistent with the outbound flow from White St and Valetta St volumes

have been matched to the lower volumes supplied for Valetta St traffic

counts.

- at Illawarra Hwy/Suttor; the northbound flow from Illawarra Hwy has been

made consistent with the flows from the east.

All other counts have had either very minor or no adjustments made.

9.3.3 ITM Validation Results

Table 32 shows the synthesis of all turning movement data for morning and evening

peak periods of the day. Refer to Appendix Five for the output files for the intersection

turning movement validation process.


Intersection Turning Movement Validation Results Table 32

AMP Statistics

Total O

bserved

Movements

Total M

odelled

Movements

%age of

Observed

Correlation Coefficient Turning

Movement

%RMS

Turning

Mouvement

Inbound

Links

Outbound

Links

2-W

ay Lin

ks

Intersection

Ag/S 2802 2858 2.0% 1.000 1.000 1.000 1.000 0.708

RAB Ag/S 3410 3510 2.9% 0.998 0.999 0.996 .997 5.505

IH/V: 2812 2820 0.3% 1.000 1.000 0.999 0.999 2.471

IH/Wh 3372 3300 -2.1% 1.000 0.999 0.995 1.000 2.702

IH/At 3198 3154 -1.4% 0.999 1.000 1.000 .0999 3.279

IH/L 3128 3160 1.0% 1.000 0.999 0.999 1.000 1.284

IH/R 2522 2518 -0.2% 1.000 1.000 1.000 1.000 0.289

IH/Wa 2614 2622 0.3% 1.000 1.000 1.000 0.999 0.620

IH/Y 1892 1930 2.0% 1.000 1.000 0.996 0.998 1.194

L/P 368 376 2.2% 1.000 0.958 0.940 0.972 0.837

D/Br 554 636 14.8% 1.000 1.000 0.999 0.998 0.450

Wi/C 1066 1010 -5.3% 0.980 0.998 0.994 0.999 22.326

HH/CtS 1112 944 -15.1% 0.997 0.999 1.000 0.997 16.940

HH/CfS 938 782 -16.7% 0.999 0.999 0.999 0.999 10.223


Table 32 Continued

PMP Statistics

Total O

bserved

Movements

Total M

odelled

Movements

%age of

Observed

Correlation Coefficient Turning

Movement

%RMS

Turning

Mouvement

Inbound

Links

Outbound

Links

2-W

ay Lin

ks

Intersection

Ag/S 2424 2208 -8.9% 1.000 1.000 0.999 0.999 2.264

RAB Ag/S 2886 2842 -1.5% 0.999 1.000 0.997 0.998 3.232

IH/V: 2476 2444 -1.3% 0.999 0.999 1.000 0.997 2.580

IH/Wh 3442 3218 -6.5% 1.000 1.000 0.999 0.999 2.615

IH/At 3232 3112 -3.7% 0.999 1.000 0.999 0.999 4.134

IH/L 3082 3050 -1.0% 1.000 0.999 0.999 0.999 1.309

IH/R 2490 2508 0.7% 1.000 1.000 0.999 0.998 0.973

IH/Wa 2602 2644 1.6% 1.000 1.000 0.997 1.000 0.844

IH/Y 2064 2148 4.1% 1.000 1.000 1.000 0.999 0.546

L/P 316 256 -19% 1.000 0.986 0.983 0.971 0.416

D/Br 480 536 11.7% 1.000 1.000 0.998 0.997 0.372

Bs/OHH 1088 1016 -6.6% 1.000 0.998 0.999 0.996 1.504

H/MV 1844 1648 -10.6% 0.998 1.000 0.998 0.999 16.807

Wi/C 1078 1034 -4.1% 0.996 0.994 0.994 0.994 10.018

HH/CtS 1172 1004 -14.3% 0.995 0.997 0.982 0.998 10.655

HH/CfS 670 532 -20.6% 0.998 0.989 0.985 0.940 7.488

Of the 96 AMP and 114 PMP turning movements assessed only 6 AMP and 10 PMP

movements were outside the ±10% or 30 vehicle criteria.

Turning movement validation plots for each intersection are shown in Figure 25 to Figure

40.


Wingecaribee

Transportation Study Argyle Rd / Suttor Rd

ITM Validation Figure 25

Gabites Porter

60 64

1 1

4 1

654 651

62 79

620 633

AM

Argyle Rd

Suttor Rd

55 55

3 1

3 1

497 479

53 42

601 526

PM

Surveyed

Modelled

Argyle Rd


Wingecaribee

Transportation Study RAB Argyle Rd / Illawarra Hwy / Suttor Rd


Gabites Porter

58 67

110 120

431 498

126 118

45 54

147 134

5 9 398

419

257 92

11 11

89 89

28 44

AM

56 68

113 125

418 391

88 92

47 38

96 113

4 9 358

371

158 112

7 8

71 60

2734

PM

Illawarra Hwy

Suttor Rd

Illawarra Hwy

Argyle Rd

Surveyed

Modelled


Wingecaribee

Transportation Study Illawarra Hwy / Valetta St


Gabites Porter

1.1.1.1

Valetta St

Illawarra Hwy

16 16

679 679

56 45

14 50

632 606

9 14

AM

45 20

527 540

52 48

60 24

545 575

9 15

PM

Illawarra Hwy

Surveyed

Modelled


Wingecaribee

Transportation Study Illawarra Hwy / White St


Gabites Porter

166 90

85 62

585 587

179 225

82 57

589 629

AM

Illawarra Hwy

White St

Illawarra Hwy

216 165

68 76

599 508

150 178

50 45

638 637

PM

Surveyed

Modelled


Wingecaribee

Transportation Study Illawarra Hwy / Arthur St


Gabites Porter

Arthur St

Illawarra Hwy

43 35

636 614

38 24

66 97

794 785

22 22

AM

32 47

707 688

31 23

95 117

726 669

25 12

PM

Illawarra Hwy

Surveyed

Modelled


Wingecaribee

Transportation Study Illawarra Hwy / lackey Rd


Gabites Porter

27 76 597

579

141 133 575

561

183 153

18 23

PM

Lackey Rd

Illawarra Hwy

50 91 503

495

160 142 659

631

178 191

14 30

AM Illawarra Hwy

Surveyed

Modelled


Wingecaribee

Transportation Study Illawarra Hwy / Railway St


Gabites Porter

Railway St

Illawarra Hwy

17 8

490 492

10 4

33 33

704 706

7 16

AM

10 8

593 556

10 7

30 47

582 613

20 23

PM

Illawarra Hwy

Surveyed

Modelled


Wingecaribee

Transportation Study Illawarra Hwy / Waite St


Gabites Porter

44 54 450

430

154 135 442

475

140 136

71 92

PM

Waite St

Illawarra Hwy

67 76 304

322

173 158 537

533

186 180

40 62

AM Illawarra Hwy

Surveyed

Modelled


Wingecaribee

Transportation Study Illawarra Hwy / Yarrawa St


Gabites Porter

7 7

1 2

260 300

1 3

4 2

11 8

38 44 466

447

8 23

135 121

12 6

3 2

AM

4 9

5 3

436 439

4 2

3 3

24 22

59 74 421

427

12 12

54 70

6 10

4 3

PM

Yarrawa St

Yarrawa St

Illawarra Hwy

Illawarra Hwy

Surveyed

Modelled


Wingecaribee

Transportation Study Parkes Rd / Lackey Rd


Gabites Porter

5 4

49 24

32 10

52 74

2 2

44 74

AM

Lackey Rd

Parkes Rd

2 1

32 14

43 28

31 41

3 3

47 41

PM

Lackey Rd

Surveyed

Modelled


Wingecaribee

Transportation Study Douglas Rd / Berrima Rd


Gabites Porter

1 2

10 17

88 105

3 2

32 29

143 163

AM

Berrima Rd

Douglas Rd

Berrima Rd

2 1

18 17

110 133

1 1

8 14

101 102

PM

Surveyed

Modelled


Wingecaribee

Transportation Study Bessemer St / Old Hume Hwy


Gabites Porter

13 13

23 21

189 200

40 32

17 20

44 18

2 1 147

146

27 20

7 0

15 14

20 23

PM

Bessemer St

Bessemer St

Old Hume Hwy Old Hume Hwy

Surveyed

Modelled


Wingecaribee

Transportation Study Moss Vale Rd / Holly Rd


Gabites Porter

Moss Vale Rd

Holly Rd

12 0

3 2

7 2

377 371

14 0

509 449

PM

Moss Vale Rd

Surveyed

Modelled


Wingecaribee

Transportation Study Wilson Dr / Church Ave


Gabites Porter

19 39 154

162

193 140 67

75

87 74

19 27

PM

Wilson Dr

Church Ave

21 24 69

60

58 59 167

177

191 146

27 39

AM Church Ave

Surveyed

Modelled


Wingecaribee

Transportation Study Hume Hwy / Church Ave to Sydney


Gabites Porter

81 54

0 0

36 32

83 88

0 0

0 0

16 13 325

281

15 4

0 0

0 0

0 0

AM

16 19

0 0

120 60

258 251

0 0

0 0

11 0 127

131

54 41

0 0

0 0

0 0

PM

Hume Hwy

Hume Hwy

Church Ave

Church Ave

Surveyed

Modelled


Wingecaribee

Transportation Study Hume Hwy / Church Ave from Sydney


Gabites Porter

0 0

313 274

39 23

0 0

0 0

69 58

0 0 25

11

0 0

5 3

18 22

0 0

AM

0 0

116 118

40 10

0 0

0 0

15 24

0 0 66

54

0 0

9 10

89 50

0 0

PM

Hume Hwy

Hume Hwy

Church Ave

Church Ave

Surveyed

Modelled


9.3.4 Parking Validation Results

Section 6 of this report discusses the use of a Central Area Logistics Model (CALM) to

redistribute vehicle trips destined to the various town CBD’s to parking spaces within

each of the CBD’s. It is therefore required that the model allocation of vehicles to

parking spaces reflect that which occurs in reality.

The parking model is used for both the morning peak and shopping period models. The

validation therefore is to match the number of parking spaces used at the end of each

of those time periods, i.e, the parks used at 9am and 12 noon.

Table 33 and Table 34 show the validation results for both models by comparing the

model performance to survey results.

The model cannot achieve 100% accuracy but it can be seen that it does reflect the

major parking demand areas well. A significant explanation as to why parking by type

and location is not as accurate as desired relates to the calculation of employment in

commercial areas within the parking model. As stated in Section 3.1, calculation of

employees by use of GFA does not necessarily result in a true indication of employees

and therefore parking demand for a model zone. If the number of employees is

underrepresented in a zone then the trip attraction for that zone will be

underrepresented and as a result the calculated parking behaviour for that zone will

vary from reality.


9AM Parking Type Occupancy Comparison Table 33

Zone

Parking Type

Count Model On Street

Restricted

On Street

Unrestricted

Off Street

Restricted

Off Street

Unrestricted

Total

On Street

Restricted

On Street

Unrestricted

Off Street

Restricted

Off Street

Unrestricted

Total

1 14 16 12 0 42 7 19 13 0 39

2 0 9 0 0 9 0 0 0 0 0

3 0 0 0 5 5 0 0 0 10 10

4 36 11 0 0 47 20 7 0 0 27

5 8 0 0 84 92 5 0 0 74 79

6 0 6 0 79 85 0 5 0 63 68

7 0 3 8 0 11 0 3 20 0 23

8 32 0 1 0 33 30 0 5 0 35

9 32 0 0 0 32 32 0 0 0 32

10 0 0 36 21 57 0 0 35 36 71

11 0 18 0 7 25 0 17 0 4 21

12 18 0 1 0 19 14 0 3 0 17

13 33 0 173 0 206 19 0 165 0 184

14 35 0 0 0 35 34 0 0 0 34

15 0 0 76 0 76 0 0 111 0 111

16 7 0 0 5 12 9 0 0 23 32

17 7 4 0 41 52 5 6 0 17 28

18 0 0 0 0 0 0 0 13 0 13

19 0 0 28 0 28 0 0 15 0 15

20 0 0 0 55 55 0 2 0 48 50

21 5 4 33 0 42 2 5 46 0 53

22 30 0 0 0 30 11 0 0 0 11

23 19 0 0 0 19 24 0 0 0 24

24 0 24 211 0 235 0 29 185 0 214

25 0 27 0 28 55 0 17 0 15 32

26 0 12 66 0 78 0 29 56 0 85

27 10 0 3 0 13 12 0 3 0 15

28 0 1 18 0 19 0 7 34 0 41

29 9 2 59 0 70 8 9 36 0 53

30 0 0 8 0 8 0 0 20 0 20

31 6 13 0 0 19 6 26 0 0 32

32 0 0 46 0 46 0 0 35 0 35


Table 33

Zone

Parking Type

Count Model

On Street

Restricted

On Street

Unrestricted

Off Street

Restricted

Off Street

Unrestricted

Total

On Street

Restricted

On Street

Unrestricted

Off Street

Restricted

Off Street

Unrestricted

Total

33 0 42 0 0 42 0 61 0 0 61

34 0 0 0 0 0 0 0 0 0 0

35 0 0 0 0 0 0 0 0 0 0

36 0 0 0 0 0 0 0 0 0 0

37 4 3 0 0 7 2 8 0 0 10

38 0 10 0 15 25 0 7 0 16 23

39 0 8 0 0 8 0 10 0 0 10

40 0 4 0 0 4 0 3 0 0 3

41 0 0 0 0 0 0 2 0 0 2

42 10 10 0 21 41 9 13 0 30 52

43 0 0 17 0 17 2 0 16 0 18

44 2 0 19 19 40 3 0 32 26 61

45 0 0 11 36 47 0 0 10 16 26

46 10 0 0 0 10 13 0 0 0 13

47 4 0 0 0 4 6 0 0 0 6

48 1 0 0 5 6 5 0 0 30 35

49 5 0 42 41 88 4 0 18 29 51

50 12 1 0 0 13 11 8 0 0 19

51 0 0 0 0 0 0 5 0 0 5

52 10 5 10 0 25 3 16 16 0 35

53 0 0 0 0 0 0 0 0 0 0

54 0 4 18 0 22 0 6 24 0 30

55 7 0 4 0 11 4 0 5 0 9

56 0 6 29 6 41 0 6 30 24 60

57 0 9 0 0 9 0 14 0 0 14

58 3 16 0 0 19 5 42 0 0 47

59 0 3 21 0 24 0 3 18 0 21

60 7 9 17 0 33 8 21 24 0 53

61 0 5 10 2 17 0 2 7 1 10

62 0 0 0 0 0 0 0 0 0 0

63 0 0 0 0 0 0 0 0 0 0

64 0 0 0 0 0 0 0 0 0 0

65 0 32 0 0 32 0 37 0 0 37


Table 33

Zone

Parking Type

Count Model

On Street

Restricted

On Street

Unrestricted

Off Street

Restricted

Off Street

Unrestricted

Total

On Street

Restricted

On Street

Unrestricted

Off Street

Restricted

Off Street

Unrestricted

Total

66 17 0 4 8 29 13 0 12 15 40

67 7 4 0 0 11 6 4 0 6 16

68 33 0 73 0 106 20 0 89 0 109

69 0 0 63 6 69 1 0 57 10 68

70 0 0 0 89 89 0 0 0 107 107

71 3 13 0 15 31 3 3 0 14 20

72 1 18 0 50 69 2 23 0 53 78

73 7 7 32 49 95 5 5 28 50 88

74 13 0 0 0 13 8 0 0 0 8

75 0 0 0 0 0 0 0 0 0 0

76 0 0 0 0 0 0 0 0 0 0

77 0 0 0 0 0 0 0 0 0 0

78 0 3 0 0 3 0 9 0 0 9

79 0 18 4 0 22 0 22 3 4 29

80 0 0 2 2 4 0 0 1 0 1

81 0 3 0 0 3 0 7 0 3 10

82 7 11 0 0 18 2 11 0 0 13

83 0 4 11 0 15 0 19 15 0 34

84 3 6 0 0 9 2 3 0 0 5

85 0 2 2 0 4 0 3 1 0 4

86 0 2 2 0 4 0 6 1 0 7

87 0 9 4 0 13 0 15 4 0 19

88 0 0 0 0 0 0 0 0 0 0

89 0 0 29 0 29 0 0 29 0 29


Table 33

Zone

Parking Type


Restricted

On Street

Unrestricted

Off Street

Restricted

Off Street

Unrestricted

Total

On Street

Restricted

On Street

Unrestricted

Off Street

Restricted

Off Street

Unrestricted

Total

90 0 0 0 0 0 0 0 0 0 0

91 0 0 0 0 0 0 0 0 0 0

92 0 11 16 0 27 0 13 16 0 29

93 11 2 12 0 25 4 6 20 0 30

94 3 2 0 0 5 4 9 0 0 13

95 3 0 0 0 3 2 0 0 0 2

96 0 6 18 0 24 0 12 16 0 28

97 0 2 0 0 2 0 6 1 0 7

98 6 9 9 0 24 2 17 8 0 27

99 1 7 0 0 8 1 7 4 0 12

100 0 3 5 0 8 0 7 11 0 18

Total 491 459 1263 689 2902 388 652 1311 724 3075


12 Noon Parking Type Occupancy Comparison Table 34

Zone

Parking Type


Restricted

On Street

Unrestricted

Off Street

Restricted

Off Street

Unrestricted

Total

On Street

Restricted

On Street

Unrestricted

Off Street

Restricted

Off Street

Unrestricted

Total

1 15 17 10 0 42 15 16 15 0 46

2 0 5 0 0 5 0 9 0 0 9

3 0 0 0 19 19 0 0 0 5 5

4 27 10 0 0 37 37 11 0 0 48

5 9 0 0 110 119 8 0 0 95 103

6 0 6 0 137 143 0 6 0 120 126

7 0 3 8 0 11 0 3 16 0 19

8 27 0 2 0 29 39 0 5 0 44

9 33 0 0 0 33 33 0 0 0 33

10 0 0 33 32 65 0 0 37 26 63

11 0 17 0 9 26 0 18 0 7 25

12 24 0 0 0 24 19 0 1 0 20

13 33 0 242 0 275 33 0 240 0 273

14 35 0 0 0 35 36 0 0 0 36

15 0 0 95 0 95 0 0 117 0 117

16 7 0 0 23 30 9 0 0 16 25

17 3 7 0 57 67 7 4 0 41 52

18 0 0 4 0 4 0 0 2 0 2

19 0 0 21 0 21 0 0 31 0 31

20 0 0 0 56 56 0 4 0 56 60

21 3 5 36 0 44 5 4 49 0 58

22 32 0 0 0 32 34 0 0 0 34

23 19 0 0 0 19 24 0 0 0 24

24 0 27 304 0 331 0 24 256 0 280

25 0 30 0 32 62 0 27 0 28 55

26 0 17 44 0 61 0 18 81 0 99

27 9 0 0 0 9 12 0 3 0 15

28 0 6 17 0 23 0 2 25 0 27

29 16 7 62 0 85 11 3 67 0 81

30 0 0 9 0 9 0 0 20 0 20

31 4 15 0 0 19 6 13 0 0 19

32 0 0 42 0 42 0 0 49 0 49


Table 34

Zone

Parking Type

Count Model

On Street

Restricted

On Street

Unrestricted

Off Street

Restricted

Off Street

Unrestricted

Total

On Street

Restricted

On Street

Unrestricted

Off Street

Restricted

Off Street

Unrestricted

Total

33 0 39 0 0 39 0 49 0 0 49

34 0 0 0 0 0 0 0 0 0 0

35 0 0 0 0 0 0 0 0 0 0

36 0 0 0 0 0 0 0 0 0 0

37 4 6 0 0 10 4 3 0 0 7

38 0 12 0 20 32 0 11 0 17 28

39 0 10 0 0 10 0 8 0 0 8

40 0 1 0 0 1 0 4 0 0 4

41 0 0 0 0 0 0 0 0 0 0

42 6 13 0 22 41 10 11 0 24 45

43 2 0 31 0 33 0 0 18 0 18

44 7 0 35 22 64 3 0 26 20 49

45 0 0 13 39 52 0 0 12 36 48

46 15 0 0 0 15 15 0 0 0 15

47 8 0 0 0 8 7 0 0 0 7

48 3 0 0 11 14 4 0 0 20 24

49 4 0 36 40 80 5 0 42 41 88

50 15 3 0 0 18 13 2 0 0 15

51 0 0 0 0 0 0 1 0 0 1

52 7 10 14 0 31 10 7 15 0 32

53 0 0 0 0 0 0 0 0 0 0

54 0 5 18 0 23 0 5 24 0 29

55 9 0 3 0 12 10 0 5 0 15

56 0 7 14 6 27 0 6 30 8 44

57 0 9 0 0 9 0 10 0 0 10

58 6 17 0 0 23 6 32 0 0 38

59 0 3 31 0 34 0 3 21 0 24

60 6 12 19 0 37 8 17 22 0 47

61 0 10 17 10 37 0 5 10 2 17

62 0 0 0 0 0 0 0 0 0 0

63 0 0 0 0 0 0 0 0 0 0

64 0 0 0 0 0 0 0 0 0 0

65 0 30 0 0 30 0 35 0 0 35


Table 34

Zone

Parking Type

Count Model

On Street

Restricted

On Street

Unrestricted

Off Street

Restricted

Off Street

Unrestricted

Total

On Street

Restricted

On Street

Unrestricted

Off Street

Restricted

Off Street

Unrestricted

Total

66 25 0 7 10 42 22 0 8 11 41

67 6 1 0 0 7 11 4 0 4 19

68 30 0 93 0 123 36 0 114 0 150

69 1 0 76 7 84 2 0 80 8 90

70 0 0 0 115 115 0 0 0 90 90

71 7 14 0 20 41 3 13 0 15 31

72 0 18 0 46 64 1 23 0 54 78

73 10 4 34 58 106 10 8 36 61 115

74 19 0 0 0 19 18 0 0 0 18

75 0 0 0 0 0 0 0 0 0 0

76 0 0 0 0 0 0 0 0 0 0

77 0 0 0 0 0 0 0 0 0 0

78 0 4 0 0 4 0 7 0 0 7

79 0 18 3 0 21 0 20 4 0 24

80 0 0 1 3 4 0 0 2 2 4

81 0 5 0 0 5 0 5 0 0 5

82 12 12 0 0 24 7 11 0 0 18

83 0 2 13 0 15 0 6 15 0 21

84 3 3 0 0 6 3 6 0 0 9

85 0 1 2 0 3 0 2 2 0 4

86 0 2 3 0 5 0 4 3 0 7

87 0 11 8 0 19 0 10 5 0 15

88 0 0 0 0 0 0 0 0 0 0

89 0 0 32 0 32 0 0 31 0 31


Table 34

Zone

Parking Type


Restricted

On Street

Unrestricted

Off Street

Restricted

Off Street

Unrestricted

Total

On Street

Restricted

On Street

Unrestricted

Off Street

Restricted

Off Street

Unrestricted

Total

90 0 0 0 0 0 0 0 0 0 0

91 0 0 0 0 0 0 0 0 0 0

92 0 14 22 0 36 0 13 17 0 30

93 18 2 18 0 38 12 2 15 0 29

94 6 1 0 0 7 4 2 0 0 6

95 1 0 0 0 1 6 0 0 0 6

96 0 11 33 0 44 0 14 32 0 46

97 0 6 0 0 6 0 2 0 0 2

98 4 9 12 0 25 7 13 11 0 31

99 1 7 0 0 8 1 8 2 0 11

100 0 3 59 0 62 0 11 48 0 59

Total 531 507 1576 904 3518 566 555 1664 807 3592


9.4 General Discussion

As a prerequisite to using a transportation model to test road network and land use

options, the model must be validated such that the model must be seen to be a close

match to “reality”.

“Reality” as termed here is illustrated by observed values of such variables as traffic

counts, and origin destination surveys. In measuring “reality” there are a number of

inherent difficulties. These can be caused by:

a) the variability of “reality” due to the nature of human behaviour.

b) the methods used to survey “reality”.

The first point tells us that there is no such thing as a typical or average day. There will

never be a day where every vehicle driver makes exactly the same trips at exactly the

same time as any other day. That said we are at best trying to simulate indicative travel

patterns.

The second point is that survey techniques can have a significant amount of error. For

example, a vehicle travelling very slowly over a traffic counter tube will register a count

differently to one travelling at a normal speed. Such difficulties are minimised by

careful selection of traffic counter placements but cannot be fully avoided.

A document put out by the US Department of Transportation titled “Calibration and

Adjustment of System Planning Models”, December 1990 summarises validation as

follows.

“...A regional transportation planning model consists of a complex

series of steps with many built-in assumptions. When validating a

model, one should not be overly optimistic about matching the

simulated volume to ground counts....

A word of caution: When comparing forecasted volumes to ground

counts, it is important to recognise that the ground counts probably

contain a significant amount of error.

Traffic volumes vary greatly by season and by day of week. Count

errors can be caused by variation in the mix of vehicles in the traffic

stream. Regularly occurring local events, special events, and

accidents can destroy the counts on large portions of the highway

system. Errors can also be due to mechanical counter failure, field

personnel mistakes, or improper counter location. Procedures have

been developed to help correct for some of this variation, but these

procedures are imperfect. There is often no way to ensure that

ground counts correspond to the same time period as base-case

socio-economic data.

Base-case ground counts should be thought of as approximations of

existing traffic, just as the base-case model estimate is an

approximation to existing traffic.”


10 SHOPPING-SCHOOL PEAK PERIOD

10.1 Introduction

As part of the Wingecarribee Shire Model creation, it was found that the standard PM

Peak (an hour between 4pm and 6pm) was not in most instances throughout the shire

the peak afternoon period. This is not a common situation in most models created in

both New Zealand and Australia but clearly presented a problem for Wingecarribee.

Therefore a method needed to be created to analyse intersections at the Monday to

Friday maximum hourly peak.

It was decided that the logical way to deal with this situation was to create a Shopping

Peak (SP) that replicated the most typical peak hour. The following sub-sections discuss

the process used to determine the peak hour and the production of the trip generation

rates used to that hour.

10.2 Shopping-School Peak Hour

An analysis of the available 2006 link and intersection counts provided by

Wingecarribee Shire Council was undertaken. Where available, quarter hour counts

were used to get a distribution of flow over the 2:30pm-5:00pm period in order to

determine the busiest hour. This analysis found that the most common busy hour was

3:00pm-4:00pm. This hour was also the most common when the busiest and second

busiest flows were looked at. Indeed, when a weighted average of every hour’s volume

ranking was taken into account the 3:00pm-4:00pm was again the busiest period.

The use of this hour in the model is useful as it enables a number of link counts that were

not broken down into quarter hourly flows to be used in the model period validation.

10.3 Trip Generation Coefficients

10.3.1 Private Trip End Productions and Attractions

Having determined the peak hour as being 3:00pm-4:00pm, further analysis of the

count data showed that this hour was on average 25.36% of the total flow during the

9:00am-4:00pm interpeak period. As the SP hour does not cross over into the

conventional PM Peak period, there was no need to consider proportions of the PM

Peak in the new period.

To create the 1-hour generation coefficients, the standard interpeak generation rates

from all NSW models (derived from the Sydney HIS survey carried out in 1991/92) were

factored by the 25.36% determined above. In addition, it was decided to replicate the

movement from schools in a similar way to how it was handled in the AM Peak. The

Other to Home purpose was split 50/50 into Other to Home and School to Home. The

Other to Home purpose retained the general attraction coefficients whilst the School to

Home purpose had primary and secondary schools as its main source of attraction.

The resulting generation coefficients are as follows:


Shopping-School Peak Period ‘Home To’ and NHB Trip End Production




1 0 0 0.0000 0.0000 0.0000 0.0000 0.0000

2 0 1 0.0018 0.1190 0.0267 0.1030 0.1030

3 0 2+ 0.0000 0.1356 0.0297 0.0971 0.0971

4 1 0 0.0000 0.0000 0.0000 0.0000 0.0000

5 1 1 0.0134 0.0573 0.0253 0.1204 0.1204

6 1 2+ 0.0170 0.1593 0.0838 0.3119 0.3119

7 2+ 0 0.0000 0.0000 0.0000 0.0000 0.0000

8 2+ 1 0.0081 0.0259 0.0163 0.1620 0.1620

9 2+ 2+ 0.0183 0.1217 0.0582 0.2737 0.2737

Shopping-School Peak Period ‘To Home’ Trip End Production



WTH BTH ScTH OTH

1 0 0 0.0000 0.0000 0.0000 0.0000

2 0 1 0.0000 0.1104 0.0267 0.0267

3 0 2+ 0.0094 0.1356 0.0297 0.0297

4 1 0 0.0000 0.0000 0.0000 0.0000

5 1 1 0.0134 0.0573 0.0253 0.0253

6 1 2+ 0.0170 0.1593 0.0838 0.0838

7 2+ 0 0.0000 0.0000 0.0000 0.0000

8 2+ 1 0.0081 0.0259 0.0163 0.0163

9 2+ 2+ 0.0183 0.1217 0.0582 0.0582

The attraction equations used in the Shopping-School peak model are as follows:

HTW = 0.251RET + 0.687TOT + 0.251LFT

WTH = 0.251RET + 0.687TOT + 0.251LFT

HTB = 0.036HH + 0.075TER + 0.191RET + 0.075COM + 0.614LFT

BTH = 0.036HH + 0.075TER + 0.791RET + 0.075COM + 0.614LFT

HTO = 0.071HH + 0.158SEC + 0.158TER + 1.268RET + 0.075COM + 1.585LFT +

20SPE

ScTH = 0.158PRI + 0.158SEC + 0.158TER

OTH = 0.071HH + 1.268RET + 0.075MAN + 1.585LFT

NHB = 0.0283HH + 0.0283SEC + 0.0283TER + 0.723RET + 0.075COM +

0.0417TOT + 0.904LFT


where:

HH = Households






PRI = Pre-primary/ Primary School Roll

SEC = Secondary School Roll

TER = Tertiary Institution Roll

10.3.2 Goods Vehicle Trips

The LGV and HGV equations have also been factored by 25.36% to create 1-hour

equations from the full 7-hour interpeak period. The equations used were:

Shopping-School Peak

LGV = 0.0112HH + 0.24721RET + 0.0290TOT + 0.24721LFT

HGV = 0.0002HH + 0.0 918RET + 0.0286TOT + 0.0918LFT

10.3.3 External Trip Flows

The Shopping-School Peak external traffic flows similarly used the 25.36% factor from 7-

hour to 1-hour and were:

Shopping-School Peak External Traffic Counts And Through Trips – 1 Hour Table 37

Zone Description


Traffic

Count

Through

Trips

Other

Trips

Traffic

Count

Through

Trips

Other

Trips

362 Old Hume Highway 31 0 31 31 0 31

363 Wilson Dr 44 0 44 44 0 44


365 Hume Highway Sth 1321 919 402 1347 1096 251

366 Tallong Rd 0 0 0 0 0 0

367 Moss Vale Rd 178 164 14 210 125 85

368 Jamberoo Rd 41 39 2 60 43 17


370 Freeway 1773 1098 675 1789 959 830



10.4 Total Trip End Generation

Total trip productions are summarised in Table 38. These are based on the relationships

given in the preceding sections.

Total Shopping-School Peak (3pm-4pm) Trip Matrix Table 38




HGV 786


TOTAL TRIPS 18504

10.5 Screenline Validation Results

Based on the PEM model fitness guidelines in Table 26, this report is convinced that the

modelled traffic flows closely replicate actual counts for all designated screenlines

during the Shopping-School peak.

The validation statistics for each cordon are summarised in Table 39 and a scatterplot of

all total counts for the period is shown in Figure 41.

The output files produced by CORDON are included in Appendix Four.


Shopping-School Peak Network Validation Table 39


Count 5713

Volume 5631

Change -82

% 99


GEH Total 1.1


% in GEH Group 85.7 100 100 100


Count 2469

Volume 2351

Change -118

% 95


GEH Total 2.4


% in GEH Group 93.3 100 100 100


Count 11888

Volume 11768

Change -120

% 99


GEH Total 1.1


% in GEH Group 94.4 100 100 100

Screenline 4 - Misc

Count 1388

Volume 1333

Change -55

% 96


GEH Total 1.5


% in GEH Group 90 100 100 100


Table 39 Continued

All Counts

Count 21458

Volume 21083

Change -375

% 98


%RMS 14.43

GEH Total 2.6


% in GEH Group 91.2 100 100 100


Sch Peak

R2 = 0.9809

0

200

400

600

800

1000

1200

1400

1600

0 200 400 600 800 1000 1200 1400 1600

Count

Mo

de

l

Wingecarribee Shire Council Scatterplot of All 2006 Counts for Shopping-

School Peak Figure 41

Gabites Porter


10.6 Intersection Turning Movement (ITM) Validation

10.6.1 General

The same intersections have been analysed for turning movements as in Section 9.3.

10.6.2 ITM Supplied Data Adjustments

As noted in Section 9.3.2 there were some inconsistencies in the traffic flow data

supplied and so similar adjustments were made in the Shopping-School peak period so

that the outbound flow from one intersection closely matched the inbound flow of a

neighbouring intersection.

Considering these inconsistencies the following adjustments to the surveyed data have

been made:

• SHP

- Illawarra Hwy intersections with Yarrawa St, Waite St and Suttor St have

been unchanged and form the basis from which to make adjustments

elsewhere.

- at Arthur St; the Illawarra Hwy northbound flow has used the traffic count

rather than the lower intersection movement count. This increase of 35

vehicles has also been added to the previous volumes at Lackey Rd and

Railway St.

- at Lackey Rd; the Illawarra Hwy southbound flow has been adjusted to

match the outbound flow at Arthur St.

- at White St; the Illawarra Hwy northbound flow has been adjusted to

match the outbound flow at Arthur St and the southbound flow has been

adjusted to meet the flow arriving at Arthur St.

- the number of vehicles on Valetta St has been matched to the lower

volumes supplied for Valetta St traffic count volumes.

- the northbound flow on Argyle St at the north end of Suttor St has been

adjusted to be more consistent with the northbound flow at the south end

of Suttor St and the intermediate count site.

All other counts have had either very minor or no adjustments made.


10.6.3 ITM Validation Results

Table 40 shows the synthesis of all turning movement data for the Shopping-School

peak period. Refer to Appendix Five for the output files for the intersection turning

movement validation process.

Intersection Turning Movement Validation Results Table 40

SHP Statistics

Total O

bserved

Movements

Total M

odelled

Movements

%age of

Observed

Correlation Coefficient

Turning

Movement

%RMS

Turning

Mouvement

Inbound

Links

Outbound

Links

2-W

ay Lin

ks

Intersection

Ag/S 2424 2170 -10.5% 1.000 0.999 0.999 0.999 1.683

RAB Ag/S* 3214 3128 -2.7% 0.999 0.999 0.995 0.997 4.951

IH/V* 2824 2714 -3.9% 0.999 1.000 0.999 0.998 3.711

IH/Wh 3836 3988 4.0% 1.000 1.000 0.998 0.999 1.660

IH/At* 3610 3700 2.5% 0.997 0.999 0.998 0.997 7.220

IH/L 3540 3662 3.4% 1.000 1.000 0.997 0.997 1.451

IH/R 3018 3026 0.3% 1.000 1.000 0.998 0.996 1.567

IH/Wa 3112 3206 3.0% 1.000 0.999 0.994 0.992 1.954

IH/Y 2114 2362 11.7% 1.000 1.000 0.999 1.000 1.833

L/P 350 232 -33.7% 1.000 0.992 0.995 0.969 0.466

D/Br 714 528 -26.1% 1.000 0.998 0.994 0.998 0.666

Bs/OHH 1782 1222 -31.4% 0.999 0.998 0.999 0.992 4.862

H/MV 2164 1786 -17.5% 0.988 0.999 0.990 0.991 30.402

Wi/C* 1038 1082 4.2% 0.993 0.994 0.990 0.971 10.390

HH/CtS* 1000 1026 2.6% 0.988 0.992 0.952 0.987 14.564

HH/CfS* 508 584 15.0% 0.993 0.979 0.995 0.966 11.283

* The observed counts for these intersections had only 3:30pm-4:30pm data available.

Of the 114 SHP turning movements assessed only 10 movements were outside the ±10%

or 30 vehicle criteria, with 1 of these only just outside. The remaining 12 turning

movements that were also outside this criteria had only 3:30pm-4:30pm surveyed

counts so are subject to error and have been included as a guide only.

Turning movement validation plots for each intersection are shown in Figure 42 to Figure

49.


Wingecaribee

Transportation Study Illawarra Hwy / Argyle Rd / Suttor Rd


Gabites Porter

Argyle Rd

Suttor Rd

70 35

1 0

3 0

549 510

52 35

537 505

SH

Surveyed

Modelled

Argyle Rd

58 61

124 185

474 402

114 126

35 36

116 120

6 8 381

375

191 159

9 7

52 57

47 28

SH

Illawarra Hwy

Argyle Rd Illawarra Hwy

Suttor Rd


Wingecaribee

Transportation Study Illawarra Hwy / Valetta St / White St


Gabites Porter

Valetta St

77 39

645 576

43 63

19 30

620 640

8 9

SH Illawarra Hwy

Surveyed

Modelled

Illawarra Hwy

222 216

110 73

616 661

214 257

78 92

678 695

SH

Illawarra Hwy

White St

Illawarra Hwy


Wingecaribee

Transportation Study Illawarra Hwy / Arthur St / Lackey Rd


Gabites Porter

Arthur St

Illawarra Hwy 51 27

795 796

41 4

105 113

785 898

28 12

SH Illawarra Hwy

Surveyed

Modelled

90 105 721

677

115 120 653

708

187 213

4 8

SH

Lackey Rd

Illawarra Hwy Illawarra Hwy


Wingecaribee

Transportation Study Illawarra Hwy / Railway St / Waite St


Gabites Porter

Railway St

36 12

675 626

5 2

50 60

733 807

10 6

SH Illawarra Hwy

Surveyed

Modelled

Illawarra Hwy

87 69 439

434

235 186 521

637

161 171

113 106

SH

Waite St

Illawarra Hwy Illawarra Hwy


Wingecaribee

Transportation Study Illawarra Hwy / Yarrawa St

& Lackey Rd / Parkes Rd

ITM Validation

Figure 46 Gabites Porter

8 8

3 3

411 466

2 2

3 2

15 15

49 62 461

531

11 9

71 72

17 9

6 2

SH

Yarrawa St

Yarrawa St

Illawarra Hwy

Surveyed

Modelled

Illawarra Hwy

Parkes Rd

4 1

22 13

42 19

42 43

5 1

60 39

SH

Lackey Rd

Lackey Rd


Wingecaribee

Transportation Study Old Hume Hwy / Bessemer St

& Douglas Rd / Berrima Rd

ITM Validation


3 1

33 8

155 125

4 0

15 10

147 120

SH

Berrima Rd

Douglas Rd

Berrima Rd

Surveyed

Modelled

10 10

52 23

277 217

46 31

12 16

78 34

5 1 269

197

54 35

12 0

25 17

51 30

SH

Bessemer St

Bessemer St

Old Hume Hwy Old Hume Hwy


Wingecaribee

Transportation Study Church Ave / Wilson Dr

& Moss Vale Rd / Holly Rd

ITM Validation


Moss Vale Rd

Holly Rd

16 0

15 1

16 2

462 463

15 0

558 427

SH

Moss Vale Rd

Surveyed

Modelled

30 27 105

127

174 125 77

116

105 119

28 27

SH

Wilson Dr

Church Ave Church Ave


Wingecaribee

Transportation Study Hume Hwy / Church Ave


Gabites Porter

25 33

0 0

44 34

247 224

0 0

0 0

12 7 129

206

43 9

0 0

0 0

0 0

SH

Hume Hwy

Hume Hwy

Church Ave Church Ave

Surveyed

Modelled

0 0

124 195

26 13

0 0

0 0

24 30

0 0 46

21

0 0

4 6

30 27

0 0

SH

Hume Hwy

Church Ave

Hume Hwy

Church Ave

(to Sydney)

(from Sydney)

(to Sydney)

(from Sydney)


11 24HR FACTORED MODEL WITH SHOPPING-SCHOOL PEAK PERIOD

11.1 24Hr Factored Model

As the shopping-school peak has replaced the evening peak period, the 24hr model is

recreated using factors of the morning, inter peak and shopping-peak.

The factors used to create the 24hr model are as follows:



• Internal SH Peak loaded Network 3.15



• Through SH Peak loaded Network 2.65

11.2 24Hr Factored Model Results

The validation statistics for each cordon are summarised in Table 41 and Table 42 for

the factored 24hr model. Scatterplots of total counts for the all day period are shown in

Figure 50.

The output file produced by CORDON is included in Appendix Four.

The 24hr model using the shopping-school peak period has validated very similarly to

when previously used the evening peak period.

Factored 24hr Network Validation Table 41

Screenline 1 – All Counts

Count 120468

Volume 120533

Change 65

% 100


%RMS 26.62

GEH Total 0.0


% in GEH Group 93.6 100 100 100



Below 3000 vpd


CANYONLEIGH RD 105 107 2 2 54.3 1.2

MAIRINGER CR 163 140 -23 23 46 1.4

LAVIS RD 465 611 146 146 108.4 0.4

OXFORD ST 493 502 9 9 47.1 2.9

DOUGLAS RD 507 289 -218 218 74 1.4

ORIENT ST 569 403 -166 166 83.7 0.9

OXLEY DR 590 473 -117 117 96.3 0.2

GREENHILLS RD 605 582 -23 23 75.7 1.3

GOLDEN VALE RD 652 507 -145 145 87.9 0.8

CURROCKBILLY ST 655 612 -43 43 57.6 2.6

CANYONLEIGH RD 761 735 -26 26 64.4 2.2

WEBB ST 778 1241 463 463 97.3 0.2

MERANIE ST 785 894 109 109 124.5 1.3

RAILWAY ST 796 1186 390 390 56.9 3

ERITH ST 1008 698 -310 310 56.2 3.3

OLD HUME HWY 1115 872 -243 243 168.2 4.1

OXLEY DR 1128 728 -400 400 69.3 2.4

OXLEY DR 1219 771 -448 448 129.5 2

VALETTA ST 1378 1562 184 184 128.7 2

MEDWAY RD 1378 1058 -320 320 101.3 0.1

WILLOW DR 1407 544 -863 863 141.1 2.9

OLD SOUTH RD 1411 1742 331 331 83.3 1.3

SUTTOR RD 1451 1083 -368 368 64.4 3.2

BONG BONG RD 1547 1743 196 196 123.7 1.9

OXLEYS HILL RD 1593 1562 -31 31 69.1 2.7

CENTENNIAL RD 2052 1732 -320 320 82.7 1.7

LACKEY RD 2066 1422 -644 644 83.2 1.7

COLO ST 2100 1577 -523 523 101.2 0.1

PIONEER ST 2479 3190 711 711 91 1

BOARDMAN RD 2487 2347 -140 140 115.3 1.5

ASCOT RD 2585 2067 -518 518 83.2 1.8

LYELL ST 2633 2495 -138 138 79.1 2.3

OLD BOWRAL RD 2780 3090 310 310 104.1 0.5

LYELL ST 2848 2311 -537 537 74.9 3

TOTALS 44589 40876 -3173 9415 91.7 3.7

MAD 21%



Above 3000 vpd


THROSBY ST 3022 2372 -650 650 97.2 0.3

ERIDGE PARK RD 3101 3889 788 788 122.9 2.4

EMILY CCT 3192 1582 -1610 1610 122.1 2.4

ELIZABETH ST 3563 4811 1248 1248 132.6 3.7

WILSON DR 3747 3140 -607 607 101.1 0.1

RANGE RD 4293 6275 1982 1982 128.2 3.6

OLD SOUTH RD 4780 4803 23 23 109 1.2

ERIDGE PARK RD 5080 6546 1466 1466 110.5 1.5

WAITE ST 5693 5528 -165 165 93.1 1.1

CHURCH AV 5977 5374 -603 603 95 0.8

BOWRAL ST 6952 6015 -937 937 68.7 5.8

BONG BONG ST 10678 12479 1801 1801 99.6 0

STATION ST 15801 16843 1042 1042 110.1 2.5

TOTALS 75879 79657 3778 12922 105 2.8

MAD 17%


24 Hr

R2 = 0.9565

0

2000

4000

6000

8000

10000

12000

14000

16000

18000

0 2000 4000 6000 8000 10000 12000 14000 16000 18000

Wingecarribee Shire Council Scatterplot of All 2006 Counts for 24 Hr

(with Shopping-School period) Figure 50

Gabites Porter


12 CONCLUSIONS

The Wingecarribee Transportation Model was developed by Gabites Porter with

TRACKS, a transport planning software developed, maintained and marketed by

Transportation and Traffic Systems Ltd.

The model has followed the following stages of development: vehicle driver trip

generation, distribution and assignment. In addition, it has been successfully validated

to the levels required by the Land Transport NZ Project Evaluation Manual guidelines for

overall link traffic validation and is fully capable of any demand on it of strategic

nature.

This report specifically details the building and validation of the 2006 Wingecarribee

Transportation Model and does not evaluate any deficiencies in network operation or

parking. These aspects will be covered in detail in the Model Deficiency Report for 2006,

2016 and 2026 to follow. Any following work will deal with the Shopping-School peak

period (3pm-4pm) instead of the Evening peak period (one hour of 4pm-6pm) as this is

deemed the most important of the two periods.


REFERENCES

Akcelik Akcelik, R., Travel Time Functions for Transportation Planning

Purposes. Australian Road Research, 21(3), September 1991.

Akcelik Akcelik, R., The Highway Capacity Manual Formula for Signalised

Intersections. ITE Journal, March 1988, Vol. 58, No. 3.

Fisk Fisk, C.S., Link Travel Time Functions for Traffic Assignment.

Department of Civil Engineering, University of Auckland.

Fisk Fisk, C.S., and Tan H.H., Delay Analysis for Priority Intersections.

Department of Civil Engineering, University of Auckland, 1989.

Gabites Porter Dunedin City Transportation Study - Study Methodology Report,

February 1992.

Gabites Porter Performance Analysis of Priority Intersections - A Practitioner’s

Guide, September 1991

Gabites Porter Hawke’s Bay Regional Traffic Study , April 2004

APPENDICES 1. Zone To Census Lookup Table

2. Zone Data File

3. CALM Data Files

4. Screenline Validation Outputs

5. Intersection Turning Movement

Validation

GABITES PORTER – Wingecarribee Transportation Model Technical Background Report App1-1

Appendix 1

Zone Associated Location CCD Zone Associated Location CCD

1 152 1200908 56 292 1201009

2 152 1200908 57 292 1201009

3 152 1200908 58 292 1201009

4 152 1200908 59 292 1201009

5 152 1200908 60 291 1201009

6 165 1200902 61 291 1201009

7 301 1200908 62 Spare

8 301 1200908 63 Spare

9 302 1200908 64 Spare

10 153 1200905 65 201 1200701

11 153 1200905 66 201 1200701

12 153 1200905 67 200 1200708

13 302 1200908 68 200 1200708

14 302 1200908 69 200 1200708

15 301 1200908 70 200 1200708

16 165 1200902 71 205 1200708

17 165 1200902 72 205 1200708

18 150 1200908 73 211 1200709

19 150 1200908 74 209 1200709

20 150 1200908 75 Spare

21 150 1200908 76 Spare

22 151 1200908 77 Spare

23 151 1200908 78 256 1200812

24 151 1200908 79 254 1200815

25 148 1200905 80 254 1200815

26 151 1200908 81 251 1200802

27 150 1200908 82 250 1200802

28 150 1200908 83 250 1200802

29 150 1200908 84 250 1200802

30 150 1200908 85 250 1200802

31 165 1200902 86 250 1200802

32 150 1200908 87 250 1200802

33 160 1201109 88 250 1200802

34 301 1200908 89 250 1200802

35 165 1200902 90 Spare

36 Spare 91 Spare

37 102 1201005 92 221 1200702

38 101 1201005 93 222 1200702

39 101 1201005 94 211 1200709

40 101 1201005 95 211 1200709

41 102 1201005 96 216 1200713

42 102 1201005 97 216 1200713

43 103 1201009 98 216 1200713

44 103 1201009 99 215 1200713

45 102 1201005 100 215 1200713

46 102 1201005 101 Mittagong 1201005

47 102 1201005 102 Mittagong 1201005

48 101 1201005 103 Mittagong 1201009

49 101 1201005 104 Mittagong 1201009

50 101 1201005 105 Mittagong 1201003

51 101 1201005 106 Mittagong 1201007

52 101 1201005 107 Mittagong 1201007

53 105 1201003 108 Mittagong 1201010

54 105 1201003 109 Mittagong 1201005

55 292 1201009 110 Mittagong 1200909



111 Mittagong 1200909 166 Bowral 1200902




115 Mittagong 1201002 170 Mittagong 1200903
















131 Mittagong 1201001 186 Burradoo 1201106


133 Mittagong 1201001 188 Burradoo 1201107

134 Berrima 1200603 189 Bowral 1201107

135 Berrima 1200703 190 Bowral 1201107

136 Bundanoon 1200814 191 Bowral 1200705

137 Moss Vale 1200803 192 Bowral 1201111

138 Moss Vale 1200817 193 Bowral 1201111

139 Robertson 1200809 194 Bowral 1200609


141 Robertson 1200807 196 Mittagong 1201001


143 Kangaloon 1201008 198 Mittagong 1201004

144 Hill Top 1200607 199 Colo Vale 1200608

145 Hill Top 1200606 200 Moss Vale 1200708


147 Colo Vale 1200606 202 Moss Vale 1200701

148 Bowral 1200905 203 Moss Vale 1200701

149 Bowral 1200906 204 Moss Vale 1200701

150 Bowral 1200908 205 Moss Vale 1200708

151 Bowral 1200908 206 Moss Vale 1200708

152 Bowral 1200908 207 Moss Vale 1200708

153 Bowral 1200905 208 Moss Vale 1200708

154 Bowral 1200905 209 Moss Vale 1200709

155 Bowral 1201103 210 Moss Vale 1200709

156 Bowral 1201102 211 Moss Vale 1200709

157 Bowral 1201102 212 Moss Vale 1200710

158 Bowral 1201105 213 Moss Vale 1200710

159 Bowral 1201105 214 Moss Vale 1200713

160 Bowral 1201109 215 Moss Vale 1200713

161 Bowral 1201101 216 Moss Vale 1200713

162 Bowral 1201101 217 Moss Vale 1200711

163 Bowral 1201101 218 Moss Vale 1200711

164 Bowral 1201101 219 Moss Vale 1200712

165 Bowral 1200902 220 Moss Vale 1200712



221 Moss Vale 1200702 276 Mittagong 1200604

222 Moss Vale 1200702 277 Hill Top Rural 1200606

223 Moss Vale 1200702 278 Moss Vale 1200705

224 Moss Vale 1200715 279 Bowral 1200705

225 Moss Vale 1200715 280 Moss Vale 1200705

226 Moss Vale 1200714 281 Bowral 1201108

227 Moss Vale 1200706 281 Bowral 1201006

228 Moss Vale 1200706 282 Bowral 1201103

229 Moss Vale 1200707 282 Bowral 1200804

230 Moss Vale 1200707 283 Bowral 1201104

231 Moss Vale 1200707 284 Bowral 1201105

232 Moss Vale 1200707 285 Bowral 1201106

233 Moss Vale 1200804 286 Bowral 1201112

234 Moss Vale 1200817 287 Bowral 1201112

235 Moss Vale 1200803 288 Bowral 1201112







242 Moss Vale 1200804 295 Berrima 1200602

243 Kangaloon 1201008 296 Berrima 1200602

244 Burrawang 1200804 297 Berrima 1200601



247 Robertson 1200808 300 Berrima 1200703



250 Bundanoon 1200802 303 Spare


252 Bundanoon 1200816 305 Moss Vale 1200715

253 Bundanoon 1200816 306 Moss Vale 1200712

254 Bundanoon 1200815 307 Bundanoon 1200813





259 Bundanoon 1200814 312 Willow Vale 1201012

260 Bundanoon 1200810 313 Mittagong 1201010

261 Bundanoon 1200810 314 Mittagong 1201011 262 Bundanoon 1200813 315 Willow Vale 1200612

263 1200703 316 Willow Vale 1201004

264 Berrima 1200601 317 Willow Vale 1201004 265 Berrima 1200602 318 Mittagong 1201004

266 Berrima 1200603 319 Mittagong 1201004

267 Mittagong 1200604 320 Moss Vale 1200710 268 Hill Top 1200606 321 Moss Vale 1200713

269 Bowral 1201006 322 Moss Vale 1200713

270 Hill Top 1200607 323 Moss Vale 1200804 271 Bowral 1201103 324 Moss Vale 1200804


273 Yerrinbool 1200610 326 Moss Vale 1200804 274 Colo Vale 1200611 327 Moss Vale 1200804

275 Colo Vale 1200605 328 Moss Vale 1200708




330 Willow Vale 1201012 339 Mittagong 1201002


332 Mittagong 1201003 341 Moss Vale 1200702





337 Mittagong 1201005

GABITE

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tion M

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chnical Background Report

App2-5

APPENDIX 2

ZONE DATA FILE

\ZONEDTV5.20

WINGECARRIBEE 2006 LAND USE DATA

ZONEDT.LST

370

Employees/HH

Cars/HH

1. Households

2. Pre_Primary

3. Secondary

4. Tertiary

5. Retail

6. Finance

7. Community

8. Manufacturing

9. Other

10. Total

11. Large Format Retail

12. Station

13. AM INBOUND EXT 1HR

14. AM OUTBOUND EXT 1HR

15. AM INBOUND THRU 1HR

16. AM OUTBOUND THRU 1HR

17. INT INBOUND EXT 3HR

18. INT OUTBOUND EXT 3HR

19. INT INBOUND THRU 3HR

20. INT OUTBOUND THRU 3HR

21. PM INBOUND EXT 1HR

22. PM OUTBOUND EXT 1HR

GABITE

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App2-6

23. PM INBOUND THRU 1HR

24. PM OUTBOUND THRU 1HR

1 13 20 41 18 20 112

2

3 33 13 46

4 4 22 10 36

5 56 25 10 17 105

6 32 17 49 32 20

7 30 10 5 45

8 31 10 41

9 31 50 11 36 128

10 26 18 66 110

11

12 12 107 119

13 94 26 120 120

14 120 58 8 4 190

15 157 79 29 285 20

16 73 20 93

17 2 2

18 5 61 24 90

19 4 6 10

20 20 7 8 35

21 70 31 15 116

22 15 6 5 26

23 68 32 14 114

24 58 23 10 91 50

25

26 90 15 122 217

27 20 10 18 48

28 22 53 11 86 10

29 53 5 58

GABITE

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App2-7

30 16 10 24 50

31

32 12 15 13 5 45

33 18 24 22 64

34

35 63 6 30 56 62 217

36

37 12 12

38 6 5 11 6

39

40

41 8 6 14

42 20 13 18 26 77

43 8 10 18

44 45 2 3 50

45 27 38 65

46 18 13 35 13 79

47 7 14 38 58

48 26 11 20 57

49 20 20

50 11 39 50

51 4 19 3 26

52 28 5 59 92

53

54 34 10 8 52

55 100 64 18 6 188

56 12 17 5 34

57 5 43 48

58 86 40 40 167

59 10 10

60 66 50 31 10 156

GABITE

S PORTER – W

ingecarrib

ee Tra

nsporta

tion M

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App2-8

61

62

63

64

65 15 10 12 37

66 56 3 17 10 86

67 41 13 5 59

68 95 124 30 249 80

69 57 22 29 10 118 32

70 5 38 17 60 5

71 8 20 12 40

72 25 45 86 30 186 5

73 72 51 123 20

74 25 15 1 41

75

76

77

78 22 22

79 6 10 20 18 54

80

81 6 9 12 26

82

83 25 33 11 58 127

84 6 6

85 157 2 15 5 22

86 12 2 5 19

87 9 6 15 18 3 51

88

89 8 8

90

91

GABITE

S PORTER – W

ingecarrib

ee Tra

nsporta

tion M

odel Te


App2-9

92 10 5 30 30 75

93 20 20 10 30 80

94 6 6 12

95 12 6 18

96 15 5 5 25 15

97 5 27 32

98 30 15 15 30 90

99 12 5 10 20 47

100 35 5 40 35

101 1.11 1.6 24

102 1.11 1.6 36 3 3

103 1.11 1.6 18

104 1.11 1.6 55 420 5 80 5 90

105 1.11 1.6 13

106 1.11 1.6 86

107 1.11 1.6 129

108 1.11 1.6 315

109 1.11 1.6 89

110 1.11 1.6 52

111 1.11 1.6 21

112 1.11 1.6 62

113 1.11 1.6 69

114 1.11 1.6 69

115 1.11 1.6 15 64 10 17 91

116 1.11 1.6 15 5 20 15 40

117

118 1.11 1.6 213

119 1.11 1.6 31

120 1.11 1.6 15 17 5 29 15 66

121 1.11 1.6 31

122 1.13 1.8 60

GABITE

S PORTER – W

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tion M

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App2-10

123

124 1.44 2 21 37 53 31 286 143 550

125 1.16 1.6 27

126 1.44 2 157 10 12 11 33

127 1.11 1.6 12

128 0.94 1.4 50

129 1.11 1.6 31 10 82 20 8 120

130 1.11 1.6 62 56 5 6 23 103 192

131 1.13 1.8 75

132 1.13 1.8 75

133 1.13 1.8 55 17 12 14 12 56

134 1.6 2.3 103

135 1.2 2 43

136 0.88 1.6 60 4 4 4 5 6 23

137 1.2 2 19

138 1.1 2.1 58 35 5 6 3 1 11 25

139 1.31 2.1 68

140 1.33 1.9 65

141 1.33 1.9 33

142 1.33 1.9 139 25 41 20 14 2 77

143 1.33 1.9 69 11 10 11 4 42 77

144 1.16 1.8 95

145 1.4 2.2 42

146 1.4 2.2 69

147 1.4 2.2 17

148 0.94 1.4 75

149 0.94 1.4 35

150 0.94 1.4 7

151 0.94 1.4 45 569 8 8

152 0.94 1.4 75 405 4 15 3 22

153 0.94 1.4 75

GABITE

S PORTER – W

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tion M

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App2-11

154 0.94 1.4 56

155 0.94 1.4 58 12 45 281 27 365

156 0.94 1.4 170

157 0.94 1.4 73 1020 100 100

158 1.06 1.7 82 30 10 50 30 120

159 1.06 1.7 110

160 0.94 1.4 119 63 57 172 21 74 387

161 1.06 1.7 44 52 113 56 6 227

162 1.06 1.7 44 20 20

163 1.06 1.7 11 5 14 66 85

164 1.06 1.7 11

165 1.22 1.8 23 63 6 30 56 62 217

166 1.22 1.8 90

167 1.22 1.8 70

168 1.22 1.8 35 200

169 1.22 1.8 35

170 0.94 1.4 150

171 0.94 1.4 53

172 0.94 1.4 89

173 0.94 1.4 85

174 0.94 1.4 43

175 0.94 1.4 73

176 1.27 1.7 68

177 1.27 1.7 194

178 0.94 1.4 61

179 0.94 1.4 91

180 0.94 1.4 61

181 1.27 1.7 132 7 8 10 1 13 40

182 1.27 1.7 56 3 4 6 1 7 20

183 1.27 1.7 145 5 6 8 1 10 30

184 1.27 1.7 144 5 6 8 1 10 30

GABITE

S PORTER – W

ingecarrib

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tion M

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App2-12

185 0.94 1.4 43 12 12

186 1.06 1.7 43 430

187 1.06 1.7 125

188 1.06 1.7 115 1100 120 120

189 1.06 1.7 26

190 1.06 1.7 115

191 1.44 2.2 5

192 1.06 1.7 123 486 50 50

193 1.06 1.7 14 6 6

194 1.22 2.2 47

195 1.22 2.2 35

196 1.13 1.8 15

197 1.22 2.2 35

198 1.11 1.6 12

199 1.65 2.6 78

200 1.12 1.6 26

201 1.12 1.6 53 5 56 61

202 1.12 1.6 53 5 20 25

203 1.12 1.6 85

204 1.12 1.6 21 12 12

205 1.12 1.6 64 480 15 60 20 95

206 1.12 1.6 64

207 761 3 80 10 93

208 1.12 1.6 51

209 1.12 1.6 58 6 25 10 41

210 1.12 1.6 58 6 6 12

211 1.12 1.6 116 9 9

212 1.12 1.6 87

213 1.12 1.6 44

214 1.1 1.6 14

215 1.1 1.6 57

GABITE

S PORTER – W

ingecarrib

ee Tra

nsporta

tion M

odel Te


App2-13

216 1.1 1.6 57

217 1.1 1.6 90 10 10

218 1.1 1.6 90

219 1.1 1.6 113

220 1.1 1.6 113

221 1.1 1.6 40 7 5 20 15 30 78

222 1.1 1.6 18 205 38 52 39 10 39 177

223 1.1 1.6 72

224 1.1 1.6 109 183 95 5 15 30 30 175

225 1.1 1.6 109

226 1.12 1.6 164 12 10 22

227 1.1 1.6 97 95 95

228 1.1 1.6 97 2 96 50 148

229 1.12 1.6 22 12 12 209 20 253

230 1.12 1.6 89

231 1.12 1.6 56

232 1.12 1.6 56 5 5

233 1.44 2.2 6 197

234 1.1 2.1 58 5 7 4 1 13 30

235 1.2 2 6

236 1.2 2 25

237 1.2 2 38

238 1.2 2 114 45 11 13 6 4 78

239 1.44 2.2 10

240 1.44 2.2 5 106 106

241 1.44 2.2 10

242 1.44 2.2 38 46

243 1.33 1.9 69 33 11 10 11 4 42 77

244 1.31 2.1 26

245 1.15 1.9 83 29 36 46 30 7 85 205

246 1.31 2.1 68

GABITE

S PORTER – W

ingecarrib

ee Tra

nsporta

tion M

odel Te


App2-14

247 1.33 1.9 139 20 10 8 10 69 117

248 1.33 1.9 65 175 56 27 18 15 104 219

249 1.33 1.9 69

250 0.93 1.5 65 5 30 35

251 0.93 1.5 65

252 0.93 1.5 82

253 0.93 1.5 123

254 0.93 1.5 101

255 0.93 1.5 149

256 0.93 1.5 195 23 5 15 43

257 0.93 1.5 64

258 1.2 2 79 4 4 4 5 6 23

259 0.88 1.6 60 36 4 4 4 5 6 23

260 1.2 2 88 13 2 2 2 2 3 11

261 1.2 2 131 2 2 2 2 3 11

262 1.12 1.8 78 84 83 20 24 10 63 200

263 1.2 2 142 50 50

264 1.12 1.6 180

265 1.36 1.8 31 77 50 11 138

266 1.6 2.3 133 26 15 5 14 69 129

267 1.65 2.2 53

268 1.4 2.2 27

269 1.54 2.2 73

270 1.16 1.8 95 275 33 39 35 16 75 198

271 0.94 1.4 73

272 1.16 1.8 155

273 1.16 1.8 290

274 1.31 1.9 317 10 4 14 4 29 60

275 1.31 1.9 165 274 10 4 14 4 29 60

276 1.65 2.2 53

277 1.4 2.2 27

GABITE

S PORTER – W

ingecarrib

ee Tra

nsporta

tion M

odel Te


App2-15

278 1.44 2.2 10 87 34 120

279 1.44 2.2 5 37 33 70

280 1.44 2.2 10 7 7

281 1.27 1.7 48

282 1.44 2.2 106

283 0.94 1.4 91 10 75 85

284 1.06 1.7 82

285 1.06 1.7 125

286 1.27 1.7 84 5 6 8 1 10 30

287 1.27 1.7 204 5 6 8 1 10 30

288 1.27 1.7 84 5 6 8 1 10 30

289 0.94 1.4 50

290 1.11 1.6 35

291 1.11 1.6 18

292 1.11 1.6 18

293 1.11 1.6 18 300 8 50 20 78

294 1.11 1.6 55

295 1.36 1.8 41 64 3 11 35 49

296 1.36 1.8 31 71 42 3 117

297 1.12 1.6 24

298 1.12 1.6 24 16 16

299 1.2 2 12

300 1.2 2 43

301 0.94 1.4 7 4 4

302 0.94 1.4 15 40

303 0.94 1.4 110

304 1.27 1.7 68

305 1.44 2 95

306 1.1 1.6 48 40 40

307 1.12 1.8 78 83 20 24 10 63 200

308

GABITE

S PORTER – W

ingecarrib

ee Tra

nsporta

tion M

odel Te


App2-16

309

310 1.27 1.7 75 5 6 8 1 10 30

311 1.27 1.7 107 5 6 8 1 10 30

312 1.11 1.6 26

313 1.11 1.6 141

314 1.11 1.6 24 204

315 1.11 1.6 95

316 1.11 1.6 16

317 1.11 1.6 12 12 12

318 1.11 1.6 12 51

319 1.11 1.6 16

320 1.1 1.6 38

321 1.1 1.6 14

322 1.12 1.6 36

323 1.12 1.6 6

324 1.12 1.6 6 6 15 25 46

325 1.12 1.6 6

326 1.12 1.6 6

327 1.12 1.6 6

328 1.12 1.6 51

329 1.11 1.6 15 10 2 3 15

330 1.44 2 26 40 40

331 1.11 1.6 66

332 1.11 1.6 52 14 2 2 18

333 1.11 1.6 131

334 1.11 1.6 52

335 1.11 1.6 26 305 50 50

336 1.11 1.6 39

337 1.11 1.6 49

338 1.11 1.6 15 44 10 44 73 170

339 1.11 1.6 15 55 10 42 140 246

GABITE

S PORTER – W

ingecarrib

ee Tra

nsporta

tion M

odel Te


App2-17

340 1.11 1.6 62

341 1.1 1.6 18 649

342 34 6 40

343

344

345

346 1.44 2.2 20 70 10 80

347 1.44 2.2 15 20 8 28

348 1.44 2.2 10 2 2 4

349 46 10 32 87

350

351

352

353

354

355

356

357

358

359

360

361

362 9 11 21 21 13 11

363 13 17 30 30 20 16

364

365 587 743 466 449 2142 2494 1454 1737 917 915 556 625

366

367 136 73 117 37 342 291 259 198 91 145 47 116

368 29 34 26 24 72 74 67 66 30 34 12 22

369 104 122 92 80 260 266 234 231 110 123 45 82

370 974 1413 436 547 3194 3093 1738 1521 1867 1234 711 526


APPENDIX 3

CALM Inventory File \PARKEDV5.20 Special Columns

WINGECARRIBEE 2006 PARKING INVENTORY

ON15 ON30 ON60 ON120 ONUR OF15 OF60 OF120 OFUR3HCUST2HCUST LEASE OFEMP

1 0 0 22 0 19 0 0 0 0 35 0 0

2 0 0 0 0 9 0 0 0 0 0 0 0

3 0 0 0 0 0 0 0 0 25 0 0 0

4 0 0 5 40 11 0 0 0 0 0 0 0

5 0 0 9 0 0 0 0 0 118 0 0 0

6 0 0 0 0 6 0 0 0 139 0 0 0

7 0 0 0 0 3 0 0 0 0 25 0 0

8 0 0 40 0 0 0 0 0 0 5 0 0

9 6 6 22 0 0 0 0 0 0 0 0 0

10 0 0 0 0 0 0 0 0 37 39 0 0

11 0 0 0 0 18 0 0 0 12 0 0 0

12 0 0 30 0 0 0 0 4 0 0 0 0

13 0 0 33 0 0 0 0 0 0 246 0 0

14 0 0 36 0 0 0 0 0 0 0 0 0

15 0 0 0 0 0 0 0 0 0 129 0 0

16 0 0 10 0 0 0 0 0 23 0 0 0

17 0 0 8 0 8 0 0 0 70 0 0 0

18 0 0 0 0 0 0 0 0 0 20 0 0

19 0 0 0 0 0 0 0 0 0 34 0 0

20 0 0 0 0 5 0 0 0 56 0 0 0

21 0 0 5 0 5 0 0 0 0 52 0 0

22 0 0 34 0 0 0 0 0 0 0 0 0

23 0 0 24 0 0 0 0 0 0 0 0 0

24 0 0 0 0 29 0 0 0 0 109 233 0 0

25 0 0 4 0 38 0 0 0 50 0 0 0

26 0 0 0 0 29 0 0 0 0 99 0 0

27 0 0 12 0 0 0 0 0 0 3 0 0

28 0 0 0 0 7 0 0 0 0 50 0 0

29 0 0 24 0 9 0 0 0 0 123 0 0

30 0 0 0 0 0 0 0 0 0 20 0 0

31 0 0 8 0 26 0 0 0 0 0 0 0

32 0 0 0 0 0 0 0 0 0 53 0 0

33 0 0 0 0 61 0 0 0 0 0 0 0

34 0 0 0 0 0 0 0 0 0 0 0 0

35 0 0 0 0 0 0 0 0 0 0 0 0

36 0 0 0 0 0 0 0 0 0 0 0 0

37 0 0 0 4 45 0 0 0 0 0 0 0

38 0 0 0 0 33 0 0 0 47 0 0 0

39 0 0 0 0 54 0 0 0 0 0 0 0

40 0 0 0 0 30 0 0 0 0 0 0 0

41 0 0 0 0 20 0 0 0 0 0 0 0

42 0 0 0 13 25 0 0 0 56 0 0 0

43 0 0 0 3 0 0 0 0 0 53 0 0

44 0 0 7 0 0 0 0 41 26 15 0 0

45 0 0 0 0 0 0 0 0 62 40 0 0

46 0 0 15 0 0 0 0 0 0 0 0 0

47 0 0 13 0 0 0 0 0 0 0 0 0

48 0 0 6 0 0 0 0 0 30 0 0 0

49 0 0 5 0 0 0 0 0 60 66 0 0

50 0 15 6 0 8 0 0 0 0 0 0 0

51 0 0 0 0 24 0 0 0 0 0 0 0

52 0 0 12 0 32 0 0 0 53 0 0

53 0 0 0 0 3 0 0 0 0 0 0 0

54 0 0 0 0 6 0 0 0 0 30 0 0

55 2 9 0 0 0 0 0 0 0 5 0 0

56 0 0 0 0 9 0 0 0 45 42 0 0

57 0 0 0 0 28 0 0 0 0 0 0 0

58 2 0 6 0 42 0 0 0 0 0 0 0

59 0 0 0 0 8 0 0 0 59 0 0

60 0 0 9 0 21 0 0 0 0 24 0 0

61 0 0 0 0 15 0 0 0 10 50 0 0

62 0 0 0 0 0 0 0 0 0 0 0 0

63 0 0 0 0 0 0 0 0 0 0 0 0

64 0 0 0 0 0 0 0 0 0 0 0 0

65 0 0 0 0 39 0 0 0 0 0 0 0

66 0 0 28 0 0 0 0 0 15 12 0 0

67 0 0 13 0 4 0 0 0 6 0 0 0

68 0 0 39 0 0 0 0 0 0 150 0 0

69 0 0 3 0 0 5 0 85 10 0 0 0

70 0 0 0 0 0 0 0 0 132 0 0 0


71 0 0 3 8 23 0 0 0 44 0 0 0

72 12 0 0 0 36 0 0 0 68 0 0 0

73 0 0 18 0 13 0 18 0 92 32 0 15

74 0 0 22 0 0 0 0 0 0 0 0 0

75 0 0 0 0 0 0 0 0 0 0 0 0

76 0 0 0 0 0 0 0 0 0 0 0 0

77 0 0 0 0 0 0 0 0 0 0 0 0

78 0 0 0 0 15 0 0 0 0 0 0 0

79 0 0 0 0 51 0 0 0 0 8 0 4

80 0 0 0 0 0 0 0 0 15 5 0 0

81 0 0 0 0 50 0 0 0 0 0 0 8

82 13 0 0 0 20 0 0 0 0 0 0 0

83 0 0 0 0 32 0 0 0 0 50 0 0

84 3 0 0 0 14 0 0 0 0 0 0 0

85 0 0 0 0 24 0 0 0 0 3 0 0

86 0 0 0 0 11 0 0 0 0 5 0 0

87 0 0 0 0 50 0 0 0 0 21 0 0

88 0 0 0 0 0 0 0 0 0 0 0 0

89 0 0 0 0 0 0 0 0 0 67 0 0

90 0 0 0 0 0 0 0 0 0 0 0 0

91 0 0 0 0 0 0 0 0 0 0 0 0

92 0 0 0 0 64 0 0 30 0 0 0 0 0

93 0 0 34 0 6 0 0 60 0 0 0 0 0

94 0 0 17 0 12 0 0 0 0 0 0 0 0

95 0 0 10 0 0 0 0 0 0 0 0 0 0

96 0 0 0 0 43 0 0 41 0 45 0 0 0

97 0 0 0 0 76 0 0 0 0 45 0 0 0

98 0 0 18 0 82 0 0 32 0 13 0 0 0

99 0 0 6 0 27 0 0 38 0 0 0 0 0

100 0 0 0 0 29 0 0 135 0 0 0 0 0

1 1.00 15 0 20 9999 0 0 0 0 0 0

2 1.00 30 0 35 9999 0 0 0 0 0 0

3 1.00 60 0 65 9999 0 0 0 0 0

4 1.00 120 0 125 9999 0 0 0 0 0 0

5 1.00 1000 0 0 0 0 0 0 0 0 0

6 1.00 15 0 20 9999 0 0 0 0 0 0

7 1.00 60 0 65 9999 0 0 0 0 0 0

8 1.00 120 0 125 9999 0 0 0 0 0

9 1.00 1000 0 0 0 0 0 0 0 0

10 1.00 180 0 240 0 245 9999

11 1.00 120 0 180 0 240 0 245 9999 0

12 1.00 1000 0 0 0 0 0 0 0 0

13 1.00 1000 0 0 0 0 0 0 0 0


CALM 8am Park Availability File \PARKEDV5.20 Special Columns

WINGECARRIBEE 2006 PARKING INVENTORY

ON15 ON30 ON60 ON120 ONUR OF15 OF60 OF120 OFUR3HCUSTOFCUST Lease OFEMP

1 0 0 18 0 8 0 0 0 0 32 0 0

2 0 0 0 0 9 0 0 0 0 0 0 0

3 0 0 0 0 0 0 0 0 25 0 0 0

4 0 0 4 24 8 0 0 0 0 0 0 0

5 0 0 5 0 0 0 0 0 81 0 0 0

6 0 0 0 0 2 0 0 0 118 0 0 0

7 0 0 0 0 3 0 0 0 0 23 0 0

8 0 0 20 0 0 0 0 0 0 5 0 0

9 2 0 6 0 0 0 0 0 0 0 0 0

10 0 0 0 0 0 0 0 0 35 11 0 0

11 0 0 0 0 2 0 0 0 12 0 0 0

12 0 0 21 0 0 0 0 4 0 0 0 0

13 0 0 19 0 0 0 0 0 0 215 0 0

14 0 0 19 0 0 0 0 0 0 0 0 0

15 0 0 0 0 0 0 0 0 0 118 0 0

16 0 0 10 0 0 0 0 0 23 0 0 0

17 0 0 3 0 2 0 0 0 60 0 0 0

18 0 0 0 0 0 0 0 0 0 19 0 0

19 0 0 0 0 0 0 0 0 0 21 0 0

20 0 0 0 0 5 0 0 0 17 0 0 0

21 0 0 5 0 3 0 0 0 0 48 0 0

22 0 0 31 0 0 0 0 0 0 0 0 0

23 0 0 3 0 0 0 0 0 0 0 0 0

24 0 0 0 0 8 0 0 0 0 83 168 0 0

25 0 0 4 0 24 0 0 0 40 0 0 0

26 0 0 0 0 26 0 0 0 0 78 0 0

27 0 0 2 0 0 0 0 0 0 3 0 0

28 0 0 0 0 4 0 0 0 0 37 0 0

29 0 0 17 0 7 0 0 0 0 103 0 0

30 0 0 0 0 0 0 0 0 0 17 0 0

31 0 0 5 0 16 0 0 0 0 0 0 0

32 0 0 0 0 0 0 0 0 0 36 0 0

33 0 0 0 0 30 0 0 0 0 0 0 0

34 0 0 0 0 0 0 0 0 0 0 0 0

35 0 0 0 0 0 0 0 0 0 0 0 0

36 0 0 0 0 0 0 0 0 0 0 0 0

37 0 0 0 2 39 0 0 0 0 0 0 0

38 0 0 0 0 30 0 0 0 38 0 0 0

39 0 0 0 0 49 0 0 0 0 0 0 0

40 0 0 0 0 27 0 0 0 0 0 0 0

41 0 0 0 0 20 0 0 0 0 0 0 0

42 0 0 0 5 17 0 0 0 45 0 0 0

43 0 0 0 1 0 0 0 0 0 42 0 0

44 0 0 6 0 0 0 0 35 19 15 0 0

45 0 0 0 0 0 0 0 0 54 32 0 0

46 0 0 9 0 0 0 0 0 0 0 0 0

47 0 0 12 0 0 0 0 0 0 0 0 0

48 0 0 6 0 0 0 0 0 30 0 0 0

49 0 0 1 0 0 0 0 0 34 49 0 0

50 0 8 5 0 7 0 0 0 0 0 0 0

51 0 0 0 0 24 0 0 0 0 0 0 0

52 0 0 10 0 29 0 0 0 0 45 0 0

53 0 0 0 0 3 0 0 0 0 0 0 0

54 0 0 0 0 5 0 0 0 0 19 0 0

55 2 5 0 0 0 0 0 0 0 2 0 0

56 0 0 0 0 5 0 0 0 43 19 0 0

57 0 0 0 0 22 0 0 0 0 0 0 0

58 2 0 5 0 36 0 0 0 0 0 0 0

59 0 0 0 0 7 0 0 0 0 42 0 0

60 0 0 7 0 12 0 0 0 0 7 0 0

61 0 0 0 0 14 0 0 0 10 43 0 0

62 0 0 0 0 0 0 0 0 0 0 0 0

63 0 0 0 0 0 0 0 0 0 0 0 0

64 0 0 0 0 0 0 0 0 0 0 0 0

65 0 0 0 0 13 0 0 0 0 0 0 0

66 0 0 23 0 0 0 0 0 10 11 0 0

67 0 0 13 0 3 0 0 0 6 0 0 0

68 0 0 28 0 0 0 0 0 0 129 0 0

69 0 0 3 0 0 5 0 64 4 0 0 0

70 0 0 0 0 0 0 0 0 103 0 0 0

71 0 0 2 6 21 0 0 0 35 0 0 0

72 10 0 0 0 23 0 0 0 46 0 0 0

73 0 0 15 0 12 0 0 0 86 29 0 9

74 0 0 19 0 0 0 0 0 0 0 0 0

75 0 0 0 0 0 0 0 0 0 0 0 0


76 0 0 0 0 0 0 0 0 0 0 0 0

77 0 0 0 0 0 0 0 0 0 0 0 0

78 0 0 0 0 15 0 0 0 0 0 0 0

79 0 0 0 0 35 0 0 0 0 6 0 4

80 0 0 0 0 0 0 0 0 15 4 0 0

81 0 0 0 0 47 0 0 0 0 0 0 7

82 11 0 0 0 9 0 0 0 0 0 0 0

83 0 0 0 0 29 0 0 0 0 45 0 0

84 1 0 0 0 12 0 0 0 0 0 0 0

85 0 0 0 0 24 0 0 0 0 2 0 0

86 0 0 0 0 9 0 0 0 0 5 0 0

87 0 0 0 0 44 0 0 0 0 19 0 0

88 0 0 0 0 0 0 0 0 0 0 0 0

89 0 0 0 0 0 0 0 0 0 41 0 0

90 0 0 0 0 0 0 0 0 0 0 0 0

91 0 0 0 0 0 0 0 0 0 0 0 0

92 0 0 0 0 64 0 0 16 0 0 0 0 0

93 0 0 33 0 5 0 0 49 0 0 0 0 0

94 0 0 14 0 12 0 0 0 0 0 0 0 0

95 0 0 10 0 0 0 0 0 0 0 0 0 0

96 0 0 0 0 38 0 0 32 0 41 0 0 0

97 0 0 0 0 74 0 0 0 0 45 0 0 0

98 0 0 17 0 81 0 0 32 0 9 0 0 0

99 0 0 5 0 26 0 0 38 0 0 0 0 0

100 0 0 0 0 29 0 0 132 0 0 0 0 0

1 1.00 15 0 20 9999 0 0 0 0 0 0

2 1.00 30 0 35 9999 0 0 0 0 0 0

3 1.00 60 0 65 9999 0 0 0 0 0 0

4 1.00 120 0 125 9999 0 0 0 0 0 0

5 1.00 1000 0 0 0 0 0 0 0 0 0

6 1.00 15 0 20 9999 0 0 0 0 0 0

7 1.00 60 0 65 9999 0 0 0 0 0 0

8 1.00 120 0 125 9999 0 0 0 0 0 0

9 1.00 1000 0 0 0 0 0 0 0 0 0

10 1.00 180 0 240 10 245 9999

11 1.00 120 0 180 10 240 10 245 9999

12 1.00 1000 0 0 0 0 0 0 0 0

13 1.00 1000 0 0 0 0 0 0 0 0


CALM 9am Park Availability File \PARKEDV5.20 1


1 0. 0. 14. 0. 0. 0. 0. 0. 0. 0. 19. 0. 0.

2 0. 0. 0. 0. 9. 0. 0. 0. 0. 0. 0. 0. 0.

3 0. 0. 0. 0. 0. 0. 0. 0. 11. 0. 0. 0. 0.

4 0. 0. 4. 20. 4. 0. 0. 0. 0. 0. 0. 0. 0.

5 0. 0. 4. 0. 0. 0. 0. 0. 35. 0. 0. 0. 0.

6 0. 0. 0. 0. 2. 0. 0. 0. 69. 0. 0. 0. 0.

7 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 1. 0. 0.

8 0. 0. 14. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

9 2. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

10 0. 0. 0. 0. 0. 0. 0. 0. 7. 0. 5. 0. 0.

11 0. 0. 0. 0. 1. 0. 0. 0. 6. 0. 0. 0. 0.

12 0. 0. 14. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

13 0. 0. 13. 0. 0. 0. 0. 0. 0. 0. 81. 0. 0.

14 0. 0. 2. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

15 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 19. 0. 0.

16 0. 0. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

17 0. 0. 3. 0. 2. 0. 0. 0. 50. 0. 0. 0. 0.

18 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 3. 0. 0.

19 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 11. 0. 0.

20 0. 0. 0. 0. 3. 0. 0. 0. 7. 0. 0. 0. 0.

21 0. 0. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

22 0. 0. 20. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

23 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

24 0. 0. 0. 0. 0. 0. 0. 0. 0. 49. 99. 0. 0.

25 0. 0. 4. 0. 22. 0. 0. 0. 36. 0. 0. 0. 0.

26 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 33. 0. 0.

27 0. 0. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

28 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 13. 0. 0.

29 0. 0. 16. 0. 0. 0. 0. 0. 0. 0. 82. 0. 0.

30 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 13. 0. 0.

31 0. 0. 5. 0. 13. 0. 0. 0. 0. 0. 0. 0. 0.

32 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 28. 0. 0.

33 0. 0. 0. 0. 11. 0. 0. 0. 0. 0. 0. 0. 0.

34 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

35 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

36 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

37 0. 0. 0. 2. 39. 0. 0. 0. 0. 0. 0. 0. 0.

38 0. 0. 0. 0. 25. 0. 0. 0. 24. 0. 0. 0. 0.

39 0. 0. 0. 0. 45. 0. 0. 0. 0. 0. 0. 0. 0.

40 0. 0. 0. 0. 27. 0. 0. 0. 0. 0. 0. 0. 0.

41 0. 0. 0. 0. 20. 0. 0. 0. 0. 0. 0. 0. 0.

42 0. 0. 0. 3. 7. 0. 0. 0. 13. 0. 0. 0. 0.

43 0. 0. 0. 1. 0. 0. 0. 0. 0. 0. 34. 0. 0.

44 0. 0. 5. 0. 0. 0. 0. 26. 8. 0. 11. 0. 0.

45 0. 0. 0. 0. 0. 0. 0. 0. 47. 0. 30. 0. 0.

46 0. 0. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

47 0. 0. 5. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

48 0. 0. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

49 0. 0. 1. 0. 0. 0. 0. 0. 25. 0. 43. 0. 0.

50 0. 8. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

51 0. 0. 0. 0. 16. 0. 0. 0. 0. 0. 0. 0. 0.

52 0. 0. 8. 0. 6. 0. 0. 0. 0. 0. 27. 0. 0.

53 0. 0. 0. 0. 3. 0. 0. 0. 0. 0. 0. 0. 0.

54 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 5. 0. 0.

55 2. 5. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

56 0. 0. 0. 0. 4. 0. 0. 0. 30. 0. 15. 0. 0.

57 0. 0. 0. 0. 22. 0. 0. 0. 0. 0. 0. 0. 0.

58 2. 0. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

59 0. 0. 0. 0. 7. 0. 0. 0. 0. 0. 42. 0. 0.

60 0. 0. 5. 0. 2. 0. 0. 0. 0. 0. 3. 0. 0.

61 0. 0. 0. 0. 14. 0. 0. 0. 10. 0. 43. 0. 0.

62 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

63 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

64 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

65 0. 0. 0. 0. 7. 0. 0. 0. 0. 0. 0. 0. 0.

66 0. 0. 15. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

67 0. 0. 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

68 0. 0. 18. 0. 0. 0. 0. 0. 0. 0. 59. 0. 0.

69 0. 0. 2. 0. 0. 5. 0. 20. 0. 0. 0. 0. 0.

70 0. 0. 0. 0. 0. 0. 0. 0. 25. 0. 0. 0. 0.

71 0. 0. 2. 6. 21. 0. 0. 0. 34. 0. 0. 0. 0.

72 10. 0. 0. 0. 13. 0. 0. 0. 17. 0. 0. 0. 0.

73 0. 0. 13. 0. 9. 0. 0. 0. 64. 0. 24. 0. 0.

74 0. 0. 12. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

75 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.


76 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

77 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

78 0. 0. 0. 0. 4. 0. 0. 0. 0. 0. 0. 0. 0.

79 0. 0. 0. 0. 33. 0. 0. 0. 0. 0. 6. 0. 3.

80 0. 0. 0. 0. 0. 0. 0. 0. 15. 0. 4. 0. 0.

81 0. 0. 0. 0. 41. 0. 0. 0. 0. 0. 0. 0. 3.

82 11. 0. 0. 0. 9. 0. 0. 0. 0. 0. 0. 0. 0.

83 0. 0. 0. 0. 14. 0. 0. 0. 0. 0. 35. 0. 0.

84 1. 0. 0. 0. 12. 0. 0. 0. 0. 0. 0. 0. 0.

85 0. 0. 0. 0. 24. 0. 0. 0. 0. 0. 2. 0. 0.

86 0. 0. 0. 0. 5. 0. 0. 0. 0. 0. 4. 0. 0.

87 0. 0. 0. 0. 25. 0. 0. 0. 0. 0. 14. 0. 0.

88 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

89 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 36. 0. 0.

90 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

91 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

92 0. 0. 0. 0. 53. 0. 0. 14. 0. 0. 0. 0. 0.

93 0. 0. 23. 0. 4. 0. 0. 48. 0. 0. 0. 0. 0.

94 0. 0. 14. 0. 10. 0. 0. 0. 0. 0. 0. 0. 0.

95 0. 0. 7. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

96 0. 0. 0. 0. 37. 0. 0. 30. 0. 38. 0. 0. 0.

97 0. 0. 0. 0. 74. 0. 0. 0. 0. 45. 0. 0. 0.

98 0. 0. 12. 0. 73. 0. 0. 32. 0. 4. 0. 0. 0.

99 0. 0. 5. 0. 20. 0. 0. 38. 0. 0. 0. 0. 0.

100 0. 0. 0. 0. 26. 0. 0. 130. 0. 0. 0. 0. 0.

1 1.00 15 0 20 9999 0 0 0 0

2 1.00 30 0 35 9999 0 0 0 0

3 1.00 60 0 65 9999 0 0 0 0

4 1.00 120 0 125 9999 0 0 0 0

5 1.00 1000 0 1001 9999 1001 9999 1001 9999

6 1.00 15 0 20 9999 0 0 0 0

7 1.00 60 0 65 9999 0 0 0 0

8 1.00 120 0 125 9999 0 0 0 0

9 1.00 1000 0 1001 9999 1001 9999 1001 9999

10 1.00 180 0 240 10 245 9999 0 0

11 1.00 120 0 180 10 240 10 245 9999

12 1.00 1000 0 1001 9999 1001 9999 1001 9999

13 1.00 1000 0 1001 9999 1001 9999 1001 9999


CALM 12pm Park Availability File \PARKEDV5.20 1


1 0. 0. 7. 0. 3. 0. 0. 0. 0. 0. 19. 0. 0.

2 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

3 0. 0. 0. 0. 0. 0. 0. 0. 20. 0. 0. 0. 0.

4 0. 0. 0. 8. 0. 0. 0. 0. 0. 0. 0. 0. 0.

5 0. 0. 1. 0. 0. 0. 0. 0. 21. 0. 0. 0. 0.

6 0. 0. 0. 0. 0. 0. 0. 0. 31. 0. 0. 0. 0.

7 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 5. 0. 0.

8 0. 0. 2. 0. 0. 0. 0. 0. 0. 0. 1. 0. 0.

9 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

10 0. 0. 0. 0. 0. 0. 0. 0. 11. 0. 2. 0. 0.

11 0. 0. 0. 0. 0. 0. 0. 0. 5. 0. 0. 0. 0.

12 0. 0. 11. 0. 0. 0. 0. 3. 0. 0. 0. 0. 0.

13 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 21. 0. 0.

14 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

15 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 21. 0. 0.

16 0. 0. 1. 0. 0. 0. 0. 0. 9. 0. 0. 0. 0.

17 0. 0. 1. 0. 4. 0. 0. 0. 29. 0. 0. 0. 0.

18 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 16. 0. 0.

19 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 3. 0. 0.

20 0. 0. 0. 0. 2. 0. 0. 0. 1. 0. 0. 0. 0.

21 0. 0. 0. 0. 1. 0. 0. 0. 0. 0. 1. 0. 0.

22 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

23 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

24 0. 0. 0. 0. 5. 0. 0. 0. 0. 39. 54. 0. 0.

25 0. 0. 4. 0. 11. 0. 0. 0. 22. 0. 0. 0. 0.

26 0. 0. 0. 0. 11. 0. 0. 0. 0. 0. 19. 0. 0.

27 0. 0. 2. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

28 0. 0. 0. 0. 5. 0. 0. 0. 0. 0. 24. 0. 0.

29 0. 0. 13. 0. 7. 0. 0. 0. 0. 0. 55. 0. 0.

30 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 12. 0. 0.

31 0. 0. 2. 0. 13. 0. 0. 0. 0. 0. 0. 0. 0.

32 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 4. 0. 0.

33 0. 0. 0. 0. 17. 0. 0. 0. 0. 0. 0. 0. 0.

34 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

35 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

36 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

37 0. 0. 0. 0. 42. 0. 0. 0. 0. 0. 0. 0. 0.

38 0. 0. 0. 0. 19. 0. 0. 0. 26. 0. 0. 0. 0.

39 0. 0. 0. 0. 46. 0. 0. 0. 0. 0. 0. 0. 0.

40 0. 0. 0. 0. 26. 0. 0. 0. 0. 0. 0. 0. 0.

41 0. 0. 0. 0. 20. 0. 0. 0. 0. 0. 0. 0. 0.

42 0. 0. 0. 2. 11. 0. 0. 0. 26. 0. 0. 0. 0.

43 0. 0. 0. 3. 0. 0. 0. 0. 0. 0. 33. 0. 0.

44 0. 0. 4. 0. 0. 0. 0. 19. 7. 0. 13. 0. 0.

45 0. 0. 0. 0. 0. 0. 0. 0. 26. 0. 28. 0. 0.

46 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

47 0. 0. 5. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

48 0. 0. 3. 0. 0. 0. 0. 0. 16. 0. 0. 0. 0.

49 0. 0. 0. 0. 0. 0. 0. 0. 19. 0. 24. 0. 0.

50 0. 5. 1. 0. 4. 0. 0. 0. 0. 0. 0. 0. 0.

51 0. 0. 0. 0. 21. 0. 0. 0. 0. 0. 0. 0. 0.

52 0. 0. 2. 0. 22. 0. 0. 0. 0. 0. 33. 0. 0.

53 0. 0. 0. 0. 3. 0. 0. 0. 0. 0. 0. 0. 0.

54 0. 0. 0. 0. 1. 0. 0. 0. 0. 0. 6. 0. 0.

55 1. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

56 0. 0. 0. 0. 3. 0. 0. 0. 38. 0. 13. 0. 0.

57 0. 0. 0. 0. 19. 0. 0. 0. 0. 0. 0. 0. 0.

58 1. 0. 2. 0. 15. 0. 0. 0. 0. 0. 0. 0. 0.

59 0. 0. 0. 0. 5. 0. 0. 0. 0. 0. 38. 0. 0.

60 0. 0. 2. 0. 11. 0. 0. 0. 0. 0. 6. 0. 0.

61 0. 0. 0. 0. 10. 0. 0. 0. 8. 0. 40. 0. 0.

62 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

63 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

64 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

65 0. 0. 0. 0. 7. 0. 0. 0. 0. 0. 0. 0. 0.

66 0. 0. 7. 0. 0. 0. 0. 0. 5. 0. 5. 0. 0.

67 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

68 0. 0. 3. 0. 0. 0. 0. 0. 0. 0. 39. 0. 0.

69 0. 0. 1. 0. 0. 0. 0. 8. 2. 0. 0. 0. 0.

70 0. 0. 0. 0. 0. 0. 0. 0. 45. 0. 0. 0. 0.

71 0. 0. 3. 5. 10. 0. 0. 0. 29. 0. 0. 0. 0.

72 11. 0. 0. 0. 15. 0. 0. 0. 16. 0. 0. 0. 0.

73 0. 0. 9. 0. 5. 0. 0. 0. 46. 0. 15. 0. 5.

74 0. 0. 6. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

75 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.


76 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

77 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

78 0. 0. 0. 0. 8. 0. 0. 0. 0. 0. 0. 0. 0.

79 0. 0. 0. 0. 33. 0. 0. 0. 0. 0. 4. 0. 4.

80 0. 0. 0. 0. 0. 0. 0. 0. 13. 0. 3. 0. 0.

81 0. 0. 0. 0. 44. 0. 0. 0. 0. 0. 0. 0. 8.

82 6. 0. 0. 0. 9. 0. 0. 0. 0. 0. 0. 0. 0.

83 0. 0. 0. 0. 26. 0. 0. 0. 0. 0. 35. 0. 0.

84 0. 0. 0. 0. 8. 0. 0. 0. 0. 0. 0. 0. 0.

85 0. 0. 0. 0. 22. 0. 0. 0. 0. 0. 1. 0. 0.

86 0. 0. 0. 0. 7. 0. 0. 0. 0. 0. 2. 0. 0.

87 0. 0. 0. 0. 34. 0. 0. 0. 0. 0. 14. 0. 0.

88 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

89 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 35. 0. 0.

90 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

91 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

92 0. 0. 0. 0. 50. 0. 0. 8. 0. 0. 0. 0. 0.

93 0. 0. 16. 0. 4. 0. 0. 42. 0. 0. 0. 0. 0.

94 0. 0. 11. 0. 11. 0. 0. 0. 0. 0. 0. 0. 0.

95 0. 0. 9. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

96 0. 0. 0. 0. 32. 0. 0. 29. 0. 24. 0. 0. 0.

97 0. 0. 0. 0. 70. 0. 0. 0. 0. 45. 0. 0. 0.

98 0. 0. 14. 0. 73. 0. 0. 30. 0. 3. 0. 0. 0.

99 0. 0. 5. 0. 20. 0. 0. 38. 0. 0. 0. 0. 0.

100 0. 0. 0. 0. 26. 0. 0. 76. 0. 0. 0. 0. 0.

1 1.00 15 0 20 9999 0 0 0 0

2 1.00 30 0 35 9999 0 0 0 0

3 1.00 60 0 65 9999 0 0 0 0

4 1.00 120 0 125 9999 0 0 0 0

5 1.00 1000 0 1001 9999 1001 9999 1001 9999

6 1.00 15 0 20 9999 0 0 0 0

7 1.00 60 0 65 9999 0 0 0 0

8 1.00 120 0 125 9999 0 0 0 0

9 1.00 1000 0 1001 9999 1001 9999 1001 9999

10 1.00 180 0 240 10 245 9999 0 0

11 1.00 120 0 180 10 240 10 245 9999

12 1.00 1000 0 1001 9999 1001 9999 1001 9999

13 1.00 1000 0 1001 9999 1001 9999 1001 9999

GABITE

S PORTER – W

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ee Tra

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tion M

odel Te


App4-

APPENDIX 4

AM PEAK SCREENLINES

+----------------------------------------------+

| TRACKS TRACKS TRACKS TRACKS TRACKS TRACKS TR |

| TRACKS +--------------------------+ TRACKS |

| S TRACKS| |S TRACKS |

| KS TRACK| Program : CORDON |KS TRACK |

| CKS TRAC| Version : V7.08 |CKS TRAC |

| ACKS TRA| |ACKS TRA |

| RACKS TR| Date run : 25-Jun-08 |RACKS TR |

| TRACKS T| Time run : 08:36:59 |TRACKS T |

| TRACKS | Platform : Win 95/NT | TRACKS |

| S TRACKS+--------------------------+S TRACKS |

| KS TRACKS TRACKS TRACKS TRACKS TRACKS TRACKS |

+----------------------------------------------+

+----------------------------------------------+

| TRACKS Licenced to |

| Gabites Porter__________________________ |

| at : Christchurch, N.Z. |

+----------------------------------------------+

Build Date : 19/12/06 01:30

Parameter version : V5.20

Period Factor : 1.000

CSV Output File :

Cordon Data File : WM06CD.000*WINGECARRIBEE MODEL

Loaded Network : WM06NL.000 *WINGECARRIBEE AM - 2006 LUSE-2006

7781 Links in network

Cordon Number : 1

Description : Bowral (NB/EB first)

FORWARD BACK TOTAL

NODE1 NODE2 COUNT VOLUME CHANGE % COUNT VOLUME CHANGE % COUNT VOLUME CHANGE % GEH

1033 3659 344. 327 -17. 95.1 388. 446 58. 114.9 732. 773 41. 105.6 1.5 BONG BONG ST 02601005 Oct 02

1520 1068 48. 47 -1. 97.9 146. 131 -15. 89.7 194. 178 -16. 91.8 1.2 ASCOT RD 15080030 Jun 02

4065 2542 70. 63 -7. 90.0 168. 165 -3. 98.2 238. 228 -10. 95.8 .7 BOARDMAN RD 45020020 Mar 04

3666 3669 199. 199 0. 100.0 331. 407 76. 123.0 530. 606 76. 114.3 3.2 BOWRAL ST 15190020 Apr 03

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3542 7414 119. 112 -7. 94.1 79. 50 -29. 63.3 198. 162 -36. 81.8 2.7 CENTENNIAL RD 15290010 MAY 03

3927 3937 96. 106 10. 110.4 244. 196 -48. 80.3 340. 302 -38. 88.8 2.1 EMILY CCT 15290010 MAY 03

4002 2507 16. 22 6. 137.5 25. 35 10. 140.0 41. 57 16. 139.0 2.3 LAVIS RD 45430010 JUL 02

2479 2480 12. 10 -2. 83.3 5. 4 -1. 80.0 17. 14 -3. 82.4 .8 MAIRINGER CR 45460010 JUL 02

3766 3769 69. 35 -34. 50.7 128. 95 -33. 74.2 197. 130 -67. 66.0 5.2 MERRIGANG ST 15800070 MAY 03

4066 2571 289. 273 -16. 94.5 349. 369 20. 105.7 638. 642 4. 100.6 .2 ERIDGE PARK RD 19070070 JUN 04

3558 3562 46. 30 -16. 65.2 77. 84 7. 109.1 123. 114 -9. 92.7 .8 OXLEY DR 15890012 MAY 03

3773 1034 715. 695 -20. 97.2 631. 543 -88. 86.1 1346. 1238 -108. 92.0 3.0 STATION ST 16150014 OCT 02

4366 4324 139. 124 -15. 89.2 213. 203 -10. 95.3 352. 327 -25. 92.9 1.4 ERIDGE PARK RD 19070010 JUN 04

3844 1522 282. 254 -28. 90.1 219. 203 -16. 92.7 501. 457 -44. 91.2 2.0 OLD SOUTH RD 15870140 FEB 04

Number of links = 14 Number of forward links = 14 Number of back links = 14

TOTALS FORWARD BACK TOTALS

COUNT 2444. 3003. 5447.

VOLUME 2297. 2931. 5228.

CHANGE -147. -72. -219.

% 94. 98. 96.

CORREL.

COEFF. .998 .970 .992

%RMS 9.54 19.29 12.27

r^2 .996 .941 .984

GEH 3.0 1.3 3.0

GEH <5 <7 <10 <12 >12

# 13 14 14 14 0

% 92.9 100.0 100.0 100.0 .0

Cordon Number : 2

Description : MITTAGONG 2005 (NB/EB first)

FORWARD BACK TOTAL


3282 3259 59. 34 -25. 57.6 123. 111 -12. 90.2 182. 145 -37. 79.7 2.9 COLO ST 31320010 JUN 02

1748 1749 132. 89 -43. 67.4 135. 124 -11. 91.9 267. 213 -54. 79.8 3.5 LYELL ST 31640010 JUL 03

3361 3290 102. 71 -31. 69.6 154. 149 -5. 96.8 256. 220 -36. 85.9 2.3 LYELL ST 31640011 JUL 03

3361 1204 154. 157 3. 101.9 167. 73 -94. 43.7 321. 230 -91. 71.7 5.5 OLD BOWRAL RD 31740012 AUG 03

3377 3367 38. 37 -1. 97.4 9. 12 3. 133.3 47. 49 2. 104.3 .3 OXFORD ST 31760010 FEB 03

1258 3389 34. 29 -5. 85.3 59. 68 9. 115.3 93. 97 4. 104.3 .4 OXLEY DR 15890090 JUL 02

3020 3042 22. 19 -3. 86.4 22. 28 6. 127.3 44. 47 3. 106.8 .4 OXLEY DR 15890060 JUL 02

3273 1497 61. 111 50. 182.0 83. 109 26. 131.3 144. 220 76. 152.8 5.6 PIONEER ST 31810010 FEB 03

3357 3281 214. 238 24. 111.2 149. 156 7. 104.7 363. 394 31. 108.5 1.6 RANGE RD 31890010 MAY 03

1406 1405 12. 15 3. 125.0 25. 43 18. 172.0 37. 58 21. 156.8 3.0 CURROCKBILLY ST 38100010 DEC 03

1443 1419 14. 21 7. 150.0 47. 65 18. 138.3 61. 86 25. 141.0 2.9 MERANIE ST 38170010 DEC 03

2741 2681 32. 36 4. 112.5 23. 9 -14. 39.1 55. 45 -10. 81.8 1.4 ORIENT ST 39050010 FEB 04

3416 3365 33. 62 29. 187.9 54. 62 8. 114.8 87. 124 37. 142.5 3.6 WEBB ST 32120010 MAR 06

2957 2958 66. 122 56. 184.8 44. 51 7. 115.9 110. 173 63. 157.3 5.3 BONG BONG RD 31200010 JUL 03

2897 3412 85. 54 -31. 63.5 59. 91 32. 154.2 144. 145 1. 100.7 .1 OLD SOUTH RD 15870090 DEC 05

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COUNT 1058. 1153. 2211.

VOLUME 1095. 1151. 2246.

CHANGE 37. -2. 35.

% 103. 100. 102.

CORREL.

COEFF. .888 .842 .912

%RMS 40.75 38.02 29.87

r^2 .789 .710 .832

GEH 1.1 .1 .7

GEH <5 <7 <10 <12 >12

# 12 15 15 15 0

% 80.0 100.0 100.0 100.0 .0

Cordon Number : 3

Description : MOSS VALE 2005 and 2008 (NB/EB first)

FORWARD BACK TOTAL


4864 1261 257. 234 -23. 91.1 231. 243 12. 105.2 488. 477 -11. 97.7 .5 WAITE ST 03720010 Nov 02

2397 4770 166. 195 29. 117.5 175. 167 -8. 95.4 341. 362 21. 106.2 1.1 ELIZABETH ST 33450030 AUG 02

1205 4675 72. 84 12. 116.7 90. 98 8. 108.9 162. 182 20. 112.3 1.5 LACKEY RD 33690020 JULY 05

4878 4870 26. 16 -10. 61.5 26. 27 1. 103.8 52. 43 -9. 82.7 1.3 RAILWAY ST 33970010 SEP 03

1632 1633 48. 65 17. 135.4 71. 81 10. 114.1 119. 146 27. 122.7 2.3 SUTTOR RD 34080013 OCT 03

5021 5002 130. 148 18. 113.8 109. 122 13. 111.9 239. 270 31. 113.0 1.9 THROSBY ST 34110011 NOV 03

4755 1047 30. 65 35. 216.7 87. 60 -27. 69.0 117. 125 8. 106.8 .7 VALETTA ST 34150030 OCT 03

4882 4874 42. 24 -18. 57.1 91. 96 5. 105.5 133. 120 -13. 90.2 1.2 WILLOW DR 34220010 DEC 03

5119 5067 33. 35 2. 106.1 23. 30 7. 130.4 56. 65 9. 116.1 1.2 GOLDEN VALE RD 37040010 FEB 03

1633 7427 709. 716 7. 101.0 682. 712 30. 104.4 1391. 1428 37. 102.7 1.0 MOSS VALE RD BTW SUTTOR RD AND W

4710 4701 665. 607 -58. 91.3 583. 640 57. 109.8 1248. 1247 -1. 99.9 .0 ARGYLE ST BTW RAILWY LINE AND KI

4755 1132 553. 620 67. 112.1 693. 729 36. 105.2 1246. 1349 103. 108.3 2.9 ARGYLE ST BTW VALETTA ST AND HAW

4767 4755 648. 622 -26. 96.0 683. 725 42. 106.1 1331. 1347 16. 101.2 .4 ARGYLE ST BTW RAILWY ACCESS RD A

4846 2400 764. 808 44. 105.8 702. 711 9. 101.3 1466. 1519 53. 103.6 1.4 ARGYLE ST BTW ARTHUR ST AND KIRK

1265 4859 721. 715 -6. 99.2 500. 496 -4. 99.2 1221. 1211 -10. 99.2 .3 ARGYLE ST BTW WAITE ST AND LACKE

1278 1124 604. 628 24. 104.0 344. 362 18. 105.2 948. 990 42. 104.4 1.3 ARGYLE ST BTW SPRING ST AND WAIT

2800 4762 210. 235 25. 111.9 192. 231 39. 120.3 402. 466 64. 115.9 3.1 LACKEY RD NEAR TOWN 08

1572 4417 35. 35 0. 100.0 11. 20 9. 181.8 46. 55 9. 119.6 1.3 COLLINS RD EAST OF THE RAILWY 08



COUNT 5713. 5293. 11006.

VOLUME 5852. 5550. 11402.

CHANGE 139. 257. 396.

% 102. 105. 104.

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App4-

CORREL.

COEFF. .995 .998 .999

%RMS 9.52 8.48 6.16

r^2 .990 .996 .998

GEH 1.8 3.5 3.7

GEH <5 <7 <10 <12 >12

# 18 18 18 18 0

% 100.0 100.0 100.0 100.0 .0

Cordon Number : 4

Description : BUNDANOON BERRIMA BERRIMA COLO VALE(NB/EB first)

FORWARD BACK TOTAL


1050 6544 29. 34 5. 117.2 35. 19 -16. 54.3 64. 53 -11. 82.8 1.4 ERITH ST 18190013 JUNE 03

4068 4061 34. 54 20. 158.8 56. 75 19. 133.9 90. 129 39. 143.3 3.7 OLD HUME HWY 06450040 Oct 04

4044 4061 68. 66 -2. 97.1 43. 49 6. 114.0 111. 115 4. 103.6 .4 MEDWAY RD 03720130 Oct 04

1475 1473 12. 32 20. 266.7 31. 18 -13. 58.1 43. 50 7. 116.3 1.0 GREENHILLS RD 14140010 Apr 02

3664 3778 108. 72 -36. 66.7 30. 45 15. 150.0 138. 117 -21. 84.8 1.9 OXLEYS HILL RD 16900050 MAY 03

2374 1297 394. 323 -71. 82.0 121. 120 -1. 99.2 515. 443 -72. 86.0 3.3 CHURCH AV 76350015 Nov 04

2374 2280 79. 83 4. 105.1 218. 185 -33. 84.9 297. 268 -29. 90.2 1.7 WILSON DR 76350090 Nov 04

5471 5502 41. 55 14. 134.1 21. 14 -7. 66.7 62. 69 7. 111.3 .9 CANYONLEIGH RD 21020010 JUN 03


4380 1571 23. 31 8. 134.8 14. 19 5. 135.7 37. 50 13. 135.1 2.0 DOUGLAS RD 33430010 AUG 04



COUNT 789. 578. 1367.

VOLUME 754. 550. 1304.

CHANGE -35. -28. -63.

% 96. 95. 95.

CORREL.

COEFF. .992 .975 .993

%RMS 36.47 27.17 22.34

r^2 .984 .950 .986

GEH 1.3 1.2 1.7

GEH <5 <7 <10 <12 >12

# 10 10 10 10 0

% 100.0 100.0 100.0 100.0 .0

Cordon Number : 5

Description : ALL (NB/EB first)

FORWARD BACK TOTAL


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1033 3659 344. 327 -17. 95.1 388. 446 58. 114.9 732. 773 41. 105.6 1.5 BONG BONG ST 02601005 Oct 02

1520 1068 48. 47 -1. 97.9 146. 131 -15. 89.7 194. 178 -16. 91.8 1.2 ASCOT RD 15080030 Jun 02

4065 2542 70. 63 -7. 90.0 168. 165 -3. 98.2 238. 228 -10. 95.8 .7 BOARDMAN RD 45020020 Mar 04

3666 3669 199. 199 0. 100.0 331. 407 76. 123.0 530. 606 76. 114.3 3.2 BOWRAL ST 15190020 Apr 03


3927 3937 96. 106 10. 110.4 244. 196 -48. 80.3 340. 302 -38. 88.8 2.1 EMILY CCT 15290010 MAY 03

4002 2507 16. 22 6. 137.5 25. 35 10. 140.0 41. 57 16. 139.0 2.3 LAVIS RD 45430010 JUL 02

2479 2480 12. 10 -2. 83.3 5. 4 -1. 80.0 17. 14 -3. 82.4 .8 MAIRINGER CR 45460010 JUL 02

3766 3769 69. 35 -34. 50.7 128. 95 -33. 74.2 197. 130 -67. 66.0 5.2 MERRIGANG ST 15800070 MAY 03

4066 2571 289. 273 -16. 94.5 349. 369 20. 105.7 638. 642 4. 100.6 .2 ERIDGE PARK RD 19070070 JUN 04

3558 3562 46. 30 -16. 65.2 77. 84 7. 109.1 123. 114 -9. 92.7 .8 OXLEY DR 15890012 MAY 03

3773 1034 715. 695 -20. 97.2 631. 543 -88. 86.1 1346. 1238 -108. 92.0 3.0 STATION ST 16150014 OCT 02

4366 4324 139. 124 -15. 89.2 213. 203 -10. 95.3 352. 327 -25. 92.9 1.4 ERIDGE PARK RD 19070010 JUN 04

3844 1522 282. 254 -28. 90.1 219. 203 -16. 92.7 501. 457 -44. 91.2 2.0 OLD SOUTH RD 15870140 FEB 04

3282 3259 59. 34 -25. 57.6 123. 111 -12. 90.2 182. 145 -37. 79.7 2.9 COLO ST 31320010 JUN 02

1748 1749 132. 89 -43. 67.4 135. 124 -11. 91.9 267. 213 -54. 79.8 3.5 LYELL ST 31640010 JUL 03

3361 3290 102. 71 -31. 69.6 154. 149 -5. 96.8 256. 220 -36. 85.9 2.3 LYELL ST 31640011 JUL 03

3361 1204 154. 157 3. 101.9 167. 73 -94. 43.7 321. 230 -91. 71.7 5.5 OLD BOWRAL RD 31740012 AUG 03

3377 3367 38. 37 -1. 97.4 9. 12 3. 133.3 47. 49 2. 104.3 .3 OXFORD ST 31760010 FEB 03

1258 3389 34. 29 -5. 85.3 59. 68 9. 115.3 93. 97 4. 104.3 .4 OXLEY DR 15890090 JUL 02

3020 3042 22. 19 -3. 86.4 22. 28 6. 127.3 44. 47 3. 106.8 .4 OXLEY DR 15890060 JUL 02

3273 1497 61. 111 50. 182.0 83. 109 26. 131.3 144. 220 76. 152.8 5.6 PIONEER ST 31810010 FEB 03

3357 3281 214. 238 24. 111.2 149. 156 7. 104.7 363. 394 31. 108.5 1.6 RANGE RD 31890010 MAY 03


1443 1419 14. 21 7. 150.0 47. 65 18. 138.3 61. 86 25. 141.0 2.9 MERANIE ST 38170010 DEC 03

2741 2681 32. 36 4. 112.5 23. 9 -14. 39.1 55. 45 -10. 81.8 1.4 ORIENT ST 39050010 FEB 04

3416 3365 33. 62 29. 187.9 54. 62 8. 114.8 87. 124 37. 142.5 3.6 WEBB ST 32120010 MAR 06

2957 2958 66. 122 56. 184.8 44. 51 7. 115.9 110. 173 63. 157.3 5.3 BONG BONG RD 31200010 JUL 03

2897 3412 85. 54 -31. 63.5 59. 91 32. 154.2 144. 145 1. 100.7 .1 OLD SOUTH RD 15870090 DEC 05

4864 1261 257. 234 -23. 91.1 231. 243 12. 105.2 488. 477 -11. 97.7 .5 WAITE ST 03720010 Nov 02

2397 4770 166. 195 29. 117.5 175. 167 -8. 95.4 341. 362 21. 106.2 1.1 ELIZABETH ST 33450030 AUG 02

1205 4675 72. 84 12. 116.7 90. 98 8. 108.9 162. 182 20. 112.3 1.5 LACKEY RD 33690020 JULY 05

4878 4870 26. 16 -10. 61.5 26. 27 1. 103.8 52. 43 -9. 82.7 1.3 RAILWAY ST 33970010 SEP 03

1632 1633 48. 65 17. 135.4 71. 81 10. 114.1 119. 146 27. 122.7 2.3 SUTTOR RD 34080013 OCT 03

5021 5002 130. 148 18. 113.8 109. 122 13. 111.9 239. 270 31. 113.0 1.9 THROSBY ST 34110011 NOV 03

4755 1047 30. 65 35. 216.7 87. 60 -27. 69.0 117. 125 8. 106.8 .7 VALETTA ST 34150030 OCT 03

4882 4874 42. 24 -18. 57.1 91. 96 5. 105.5 133. 120 -13. 90.2 1.2 WILLOW DR 34220010 DEC 03

5119 5067 33. 35 2. 106.1 23. 30 7. 130.4 56. 65 9. 116.1 1.2 GOLDEN VALE RD 37040010 FEB 03

1050 6544 29. 34 5. 117.2 35. 19 -16. 54.3 64. 53 -11. 82.8 1.4 ERITH ST 18190013 JUNE 03

4068 4061 34. 54 20. 158.8 56. 75 19. 133.9 90. 129 39. 143.3 3.7 OLD HUME HWY 06450040 Oct 04

4044 4061 68. 66 -2. 97.1 43. 49 6. 114.0 111. 115 4. 103.6 .4 MEDWAY RD 03720130 Oct 04

1475 1473 12. 32 20. 266.7 31. 18 -13. 58.1 43. 50 7. 116.3 1.0 GREENHILLS RD 14140010 Apr 02

3664 3778 108. 72 -36. 66.7 30. 45 15. 150.0 138. 117 -21. 84.8 1.9 OXLEYS HILL RD 16900050 MAY 03

2374 1297 394. 323 -71. 82.0 121. 120 -1. 99.2 515. 443 -72. 86.0 3.3 CHURCH AV 76350015 Nov 04

2374 2280 79. 83 4. 105.1 218. 185 -33. 84.9 297. 268 -29. 90.2 1.7 WILSON DR 76350090 Nov 04



4380 1571 23. 31 8. 134.8 14. 19 5. 135.7 37. 50 13. 135.1 2.0 DOUGLAS RD 33430010 AUG 04

1633 7427 709. 716 7. 101.0 682. 712 30. 104.4 1391. 1428 37. 102.7 1.0 MOSS VALE RD BTW SUTTOR RD AND W

4710 4701 665. 607 -58. 91.3 583. 640 57. 109.8 1248. 1247 -1. 99.9 .0 ARGYLE ST BTW RAILWY LINE AND KI


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4767 4755 648. 622 -26. 96.0 683. 725 42. 106.1 1331. 1347 16. 101.2 .4 ARGYLE ST BTW RAILWY ACCESS RD A

4846 2400 764. 808 44. 105.8 702. 711 9. 101.3 1466. 1519 53. 103.6 1.4 ARGYLE ST BTW ARTHUR ST AND KIRK

1265 4859 721. 715 -6. 99.2 500. 496 -4. 99.2 1221. 1211 -10. 99.2 .3 ARGYLE ST BTW WAITE ST AND LACKE


2800 4762 210. 235 25. 111.9 192. 231 39. 120.3 402. 466 64. 115.9 3.1 LACKEY RD NEAR TOWN

1572 4417 35. 35 0. 100.0 11. 20 9. 181.8 46. 55 9. 119.6 1.3 COLLINS RD EAST OF THE RAILWY



COUNT 10004. 10027. 20031.

VOLUME 9998. 10182. 20180.

CHANGE -6. 155. 149.

% 100. 102. 101.

CORREL.

COEFF. .993 .990 .996

%RMS 14.87 16.47 11.36

r^2 .986 .981 .991

GEH .1 1.5 1.1

GEH <5 <7 <10 <12 >12

# 53 57 57 57 0

% 93.0 100.0 100.0 100.0 .0

CORDON terminated successfully

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App4-

Inter Peak Screenlines

+----------------------------------------------+


| TRACKS +--------------------------+ TRACKS |








| S TRACKS+--------------------------+S TRACKS |


+----------------------------------------------+

+----------------------------------------------+


| Gabites Porter__________________________ |


+----------------------------------------------+

Build Date : 19/12/06 01:30



CSV Output File :

Cordon Data File : WI06CD.000*WINGECARRIBEE MODEL

Loaded Network : WI06NL.000 *WINGECARRIBEE INTERPEAK -2006 LUSE-200


Cordon Number : 1


FORWARD BACK TOTAL


1033 3659 413. 454 41. 109.9 366. 426 60. 116.4 779. 880 101. 113.0 3.5 BONG BONG ST 02601005 Oct 02

1520 1068 82. 60 -22. 73.2 82. 57 -25. 69.5 164. 117 -47. 71.3 4.0 ASCOT RD 15080030 Jun 02

4065 2542 70. 62 -8. 88.6 60. 71 11. 118.3 130. 133 3. 102.3 .3 BOARDMAN RD 45020020 Mar 04

3666 3669 275. 177 -98. 64.4 256. 227 -29. 88.7 531. 404 -127. 76.1 5.9 BOWRAL ST 15190020 Apr 03


3927 3937 81. 94 13. 116.0 64. 98 34. 153.1 145. 192 47. 132.4 3.6 EMILY CCT 15290010 MAY 03

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App4-

4002 2507 17. 17 0. 100.0 13. 19 6. 146.2 30. 36 6. 120.0 1.0 LAVIS RD 45430010 JUL 02

2479 2480 5. 5 0. 100.0 6. 3 -3. 50.0 11. 8 -3. 72.7 1.0 MAIRINGER CR 45460010 JUL 02

3766 3769 58. 37 -21. 63.8 46. 51 5. 110.9 104. 88 -16. 84.6 1.6 MERRIGANG ST 15800070 MAY 03

4066 2571 151. 219 68. 145.0 170. 199 29. 117.1 321. 418 97. 130.2 5.0 ERIDGE PARK RD 19070070 JUN 04

3558 3562 40. 29 -11. 72.5 38. 35 -3. 92.1 78. 64 -14. 82.1 1.7 OXLEY DR 15890012 MAY 03

1034 3654 578. 584 6. 101.0 562. 548 -14. 97.5 1140. 1132 -8. 99.3 .2 STATION ST 16150014 OCT 02


3844 1522 130. 161 31. 123.8 118. 168 50. 142.4 248. 329 81. 132.7 4.8 OLD SOUTH RD 15870140 FEB 04



COUNT 2052. 1955. 4007.

VOLUME 2105. 2085. 4190.

CHANGE 53. 130. 183.

% 103. 107. 105.

CORREL.

COEFF. .966 .985 .979

%RMS 30.20 21.11 24.11

r^2 .934 .970 .958

GEH 1.2 2.9 2.9

GEH <5 <7 <10 <12 >12

# 11 13 14 14 0

% 78.6 92.9 100.0 100.0 .0

Cordon Number : 2


FORWARD BACK TOTAL


3282 3259 67. 42 -25. 62.7 54. 49 -5. 90.7 121. 91 -30. 75.2 2.9 COLO ST 31320010 JUN 02

1748 1749 92. 71 -21. 77.2 69. 68 -1. 98.6 161. 139 -22. 86.3 1.8 LYELL ST 31640010 JUL 03

3361 3290 100. 78 -22. 78.0 74. 77 3. 104.1 174. 155 -19. 89.1 1.5 LYELL ST 31640011 JUL 03

3361 1204 127. 90 -37. 70.9 64. 78 14. 121.9 191. 168 -23. 88.0 1.7 OLD BOWRAL RD 31740012 AUG 03

3377 3367 19. 16 -3. 84.2 14. 13 -1. 92.9 33. 29 -4. 87.9 .7 OXFORD ST 31760010 FEB 03

1258 3389 28. 30 2. 107.1 38. 29 -9. 76.3 66. 59 -7. 89.4 .9 OXLEY DR 15890090 JUL 02

3020 3042 19. 13 -6. 68.4 22. 15 -7. 68.2 41. 28 -13. 68.3 2.2 OXLEY DR 15890060 JUL 02

3273 1497 66. 101 35. 153.0 95. 109 14. 114.7 161. 210 49. 130.4 3.6 PIONEER ST 31810010 FEB 03

3357 3281 119. 129 10. 108.4 142. 173 31. 121.8 261. 302 41. 115.7 2.4 RANGE RD 31890010 MAY 03


1443 1419 27. 25 -2. 92.6 27. 28 1. 103.7 54. 53 -1. 98.1 .1 MERANIE ST 38170010 DEC 03

2741 2681 11. 6 -5. 54.5 12. 7 -5. 58.3 23. 13 -10. 56.5 2.4 ORIENT ST 39050010 FEB 04

3416 3365 41. 40 -1. 97.6 22. 33 11. 150.0 63. 73 10. 115.9 1.2 WEBB ST 32120010 MAR 06

2957 2958 54. 52 -2. 96.3 30. 45 15. 150.0 84. 97 13. 115.5 1.4 BONG BONG RD 31200010 JUL 03

2897 3412 44. 38 -6. 86.4 23. 41 18. 178.3 67. 79 12. 117.9 1.4 OLD SOUTH RD 15870090 DEC 05


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App4-


COUNT 825. 705. 1530.

VOLUME 749. 784. 1533.

CHANGE -76. 79. 3.

% 91. 111. 100.

CORREL.

COEFF. .901 .978 .961

%RMS 32.28 26.76 22.16

r^2 .811 .956 .923

GEH 2.7 2.9 .1

GEH <5 <7 <10 <12 >12

# 15 15 15 15 0

% 100.0 100.0 100.0 100.0 .0

Cordon Number : 3

Description : MOSS VALE 2005 (NB/EB first)

FORWARD BACK TOTAL


4864 1261 205. 130 -75. 63.4 191. 193 2. 101.0 396. 323 -73. 81.6 3.9 WAITE ST 03720010 Nov 02

2397 4770 197. 183 -14. 92.9 78. 125 47. 160.3 275. 308 33. 112.0 1.9 ELIZABETH ST 33450030 AUG 02

1205 4675 68. 34 -34. 50.0 70. 36 -34. 51.4 138. 70 -68. 50.7 6.7 LACKEY RD 33690020 JULY 05

4878 4870 17. 15 -2. 88.2 29. 42 13. 144.8 46. 57 11. 123.9 1.5 RAILWAY ST 33970010 SEP 03

1632 1633 26. 22 -4. 84.6 45. 35 -10. 77.8 71. 57 -14. 80.3 1.8 SUTTOR RD 34080013 OCT 03

5021 5002 69. 102 33. 147.8 89. 121 32. 136.0 158. 223 65. 141.1 4.7 THROSBY ST 34110011 NOV 03

4755 1047 57. 41 -16. 71.9 63. 47 -16. 74.6 120. 88 -32. 73.3 3.1 VALETTA ST 34150030 OCT 03

4882 4874 34. 28 -6. 82.4 51. 43 -8. 84.3 84. 71 -13. 84.5 1.5 WILLOW DR 34220010 DEC 03

5119 5067 24. 15 -9. 62.5 19. 12 -7. 63.2 43. 27 -16. 62.8 2.7 GOLDEN VALE RD 37040010 FEB 03



COUNT 697. 635. 1331.

VOLUME 570. 654. 1224.

CHANGE -127. 19. -107.

% 82. 103. 92.

CORREL.

COEFF. .922 .910 .928

%RMS 41.99 35.54 31.20

r^2 .850 .829 .860

GEH 5.0 .7 3.0

GEH <5 <7 <10 <12 >12

# 8 9 9 9 0

% 88.9 100.0 100.0 100.0 .0

Cordon Number : 4

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FORWARD BACK TOTAL


1050 6544 22. 20 -2. 90.9 26. 26 0. 100.0 48. 46 -2. 95.8 .3 ERITH ST 18190013 JUNE 03

4068 4061 47. 38 -9. 80.9 61. 47 -14. 77.0 108. 85 -23. 78.7 2.3 OLD HUME HWY 06450040 Oct 04 non

4044 4061 42. 29 -13. 69.0 51. 28 -23. 54.9 93. 57 -36. 61.3 4.2 MEDWAY RD 03720130 Oct 04

1475 1473 15. 19 4. 126.7 23. 18 -5. 78.3 38. 37 -1. 97.4 .2 GREENHILLS RD 14140010 Apr 02

3664 3778 56. 47 -9. 83.9 69. 55 -14. 79.7 125. 102 -23. 81.6 2.2 OXLEYS HILL RD 16900050 MAY 03

2374 1297 136. 178 42. 130.9 128. 156 28. 121.9 264. 334 70. 126.5 4.0 CHURCH AV 76350015 Nov 04

2374 2280 90. 87 -3. 96.7 103. 99 -4. 96.1 193. 186 -7. 96.4 .5 WILSON DR 76350090 Nov 04

5471 5502 26. 26 0. 100.0 25. 17 -8. 68.0 51. 43 -8. 84.3 1.2 CANYONLEIGH RD 21020010 JUN 03

5509 5438 5. 3 -2. 60.0 6. 3 -3. 50.0 11. 6 -5. 54.5 1.7 CANYONLEIGH RD 21020100 JUN 03

4380 1571 11. 6 -5. 54.5 10. 5 -5. 50.0 21. 11 -10. 52.4 2.5 DOUGLAS RD 33430010 AUG 04



COUNT 450. 502. 952.

VOLUME 453. 454. 907.

CHANGE 3. -48. -45.

% 101. 90. 95.

CORREL.

COEFF. .975 .969 .972

%RMS 34.37 28.51 30.32

r^2 .952 .938 .946

GEH .1 2.2 1.5

GEH <5 <7 <10 <12 >12

# 10 10 10 10 0

% 100.0 100.0 100.0 100.0 .0

Cordon Number : 5


FORWARD BACK TOTAL


1033 3659 413. 454 41. 109.9 366. 426 60. 116.4 779. 880 101. 113.0 3.5 BONG BONG ST 02601005 Oct 02

1520 1068 82. 60 -22. 73.2 82. 57 -25. 69.5 164. 117 -47. 71.3 4.0 ASCOT RD 15080030 Jun 02

4065 2542 70. 62 -8. 88.6 60. 71 11. 118.3 130. 133 3. 102.3 .3 BOARDMAN RD 45020020 Mar 04

3666 3669 275. 177 -98. 64.4 256. 227 -29. 88.7 531. 404 -127. 76.1 5.9 BOWRAL ST 15190020 Apr 03


3927 3937 81. 94 13. 116.0 64. 98 34. 153.1 145. 192 47. 132.4 3.6 EMILY CCT 15290010 MAY 03

4002 2507 17. 17 0. 100.0 13. 19 6. 146.2 30. 36 6. 120.0 1.0 LAVIS RD 45430010 JUL 02

2479 2480 5. 5 0. 100.0 6. 3 -3. 50.0 11. 8 -3. 72.7 1.0 MAIRINGER CR 45460010 JUL 02

3766 3769 58. 37 -21. 63.8 46. 51 5. 110.9 104. 88 -16. 84.6 1.6 MERRIGANG ST 15800070 MAY 03


3558 3562 40. 29 -11. 72.5 38. 35 -3. 92.1 78. 64 -14. 82.1 1.7 OXLEY DR 15890012 MAY 03

GABITE

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1034 3654 578. 584 6. 101.0 562. 548 -14. 97.5 1140. 1132 -8. 99.3 .2 STATION ST 16150014 OCT 02


3844 1522 130. 161 31. 123.8 118. 168 50. 142.4 248. 329 81. 132.7 4.8 OLD SOUTH RD 15870140 FEB 04

3282 3259 67. 42 -25. 62.7 54. 49 -5. 90.7 121. 91 -30. 75.2 2.9 COLO ST 31320010 JUN 02

1748 1749 92. 71 -21. 77.2 69. 68 -1. 98.6 161. 139 -22. 86.3 1.8 LYELL ST 31640010 JUL 03

3361 3290 100. 78 -22. 78.0 74. 77 3. 104.1 174. 155 -19. 89.1 1.5 LYELL ST 31640011 JUL 03

3361 1204 127. 90 -37. 70.9 64. 78 14. 121.9 191. 168 -23. 88.0 1.7 OLD BOWRAL RD 31740012 AUG 03

3377 3367 19. 16 -3. 84.2 14. 13 -1. 92.9 33. 29 -4. 87.9 .7 OXFORD ST 31760010 FEB 03

1258 3389 28. 30 2. 107.1 38. 29 -9. 76.3 66. 59 -7. 89.4 .9 OXLEY DR 15890090 JUL 02

3020 3042 19. 13 -6. 68.4 22. 15 -7. 68.2 41. 28 -13. 68.3 2.2 OXLEY DR 15890060 JUL 02

3273 1497 66. 101 35. 153.0 95. 109 14. 114.7 161. 210 49. 130.4 3.6 PIONEER ST 31810010 FEB 03

3357 3281 119. 129 10. 108.4 142. 173 31. 121.8 261. 302 41. 115.7 2.4 RANGE RD 31890010 MAY 03


1443 1419 27. 25 -2. 92.6 27. 28 1. 103.7 54. 53 -1. 98.1 .1 MERANIE ST 38170010 DEC 03

2741 2681 11. 6 -5. 54.5 12. 7 -5. 58.3 23. 13 -10. 56.5 2.4 ORIENT ST 39050010 FEB 04

3416 3365 41. 40 -1. 97.6 22. 33 11. 150.0 63. 73 10. 115.9 1.2 WEBB ST 32120010 MAR 06

2957 2958 54. 52 -2. 96.3 30. 45 15. 150.0 84. 97 13. 115.5 1.4 BONG BONG RD 31200010 JUL 03

2897 3412 44. 38 -6. 86.4 23. 41 18. 178.3 67. 79 12. 117.9 1.4 OLD SOUTH RD 15870090 DEC 05

4864 1261 205. 130 -75. 63.4 191. 193 2. 101.0 396. 323 -73. 81.6 3.9 WAITE ST 03720010 Nov 02

2397 4770 197. 183 -14. 92.9 78. 125 47. 160.3 275. 308 33. 112.0 1.9 ELIZABETH ST 33450030 AUG 02

1205 4675 68. 34 -34. 50.0 70. 36 -34. 51.4 138. 70 -68. 50.7 6.7 LACKEY RD 33690020 JULY 05

4878 4870 17. 15 -2. 88.2 29. 42 13. 144.8 46. 57 11. 123.9 1.5 RAILWAY ST 33970010 SEP 03

1632 1633 26. 22 -4. 84.6 45. 35 -10. 77.8 71. 57 -14. 80.3 1.8 SUTTOR RD 34080013 OCT 03

5021 5002 69. 102 33. 147.8 89. 121 32. 136.0 158. 223 65. 141.1 4.7 THROSBY ST 34110011 NOV 03

4755 1047 57. 41 -16. 71.9 63. 47 -16. 74.6 120. 88 -32. 73.3 3.1 VALETTA ST 34150030 OCT 03

4882 4874 34. 28 -6. 82.4 51. 43 -8. 84.3 84. 71 -13. 84.5 1.5 WILLOW DR 34220010 DEC 03


1050 6544 22. 20 -2. 90.9 26. 26 0. 100.0 48. 46 -2. 95.8 .3 ERITH ST 18190013 JUNE 03

4068 4061 47. 38 -9. 80.9 61. 47 -14. 77.0 108. 85 -23. 78.7 2.3 OLD HUME HWY 06450040 Oct 04 non

4044 4061 42. 29 -13. 69.0 51. 28 -23. 54.9 93. 57 -36. 61.3 4.2 MEDWAY RD 03720130 Oct 04



2374 1297 136. 178 42. 130.9 128. 156 28. 121.9 264. 334 70. 126.5 4.0 CHURCH AV 76350015 Nov 04

2374 2280 90. 87 -3. 96.7 103. 99 -4. 96.1 193. 186 -7. 96.4 .5 WILSON DR 76350090 Nov 04

5471 5502 26. 26 0. 100.0 25. 17 -8. 68.0 51. 43 -8. 84.3 1.2 CANYONLEIGH RD 21020010 JUN 03

5509 5438 5. 3 -2. 60.0 6. 3 -3. 50.0 11. 6 -5. 54.5 1.7 CANYONLEIGH RD 21020100 JUN 03

4380 1571 11. 6 -5. 54.5 10. 5 -5. 50.0 21. 11 -10. 52.4 2.5 DOUGLAS RD 33430010 AUG 04



COUNT 4024. 3797. 7820.

VOLUME 3877. 3977. 7854.

CHANGE -147. 180. 34.

% 96. 105. 100.

CORREL.

COEFF. .963 .981 .978

%RMS 35.02 26.33 27.39

r^2 .927 .962 .956

GEH 2.3 2.9 .4

GABITE

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App4-

GEH <5 <7 <10 <12 >12

# 44 47 48 48 0

% 91.7 97.9 100.0 100.0 .0


GABITE

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App4-

Shopping-School Peak Screenlines

+----------------------------------------------+


| TRACKS +--------------------------+ TRACKS |





| RACKS TR| Date run : 31-Oct-08 |RACKS TR |



| S TRACKS+--------------------------+S TRACKS |


+----------------------------------------------+

+----------------------------------------------+


| Gabites Porter |


+----------------------------------------------+

Build Date : 30/04/08 01:30


Network Period Factor : 1.000

Cordon Period Factor : 1.000

GEH Period Factor : 1.000

CSV Output File :

Cordon Data File : WS06CD.000*WINGECARRIBEE MODEL

Loaded Network : WS06NL.000 *WINGECARRIBEE SHOPPINGPEAK -2006 LUSE-


Cordon Number : 1

Description : *1 Bowral (NB/EB first)

FORWARD BACK TOTAL


1033 3659 469. 641 172. 136.7 448. 472 24. 105.4 916. 1113 197. 121.5 6.2 *BONG BONG ST 02601005 Oct 02

1520 1068 128. 137 9. 107.0 114. 71 -43. 62.3 242. 208 -34. 86.0 2.3 *ASCOT RD 15080030 Jun 02

4065 2542 157. 121 -36. 77.1 108. 91 -17. 84.3 264. 212 -52. 80.3 3.4 *BOARDMAN RD 45020020 Mar 04

3666 3669 363. 377 14. 103.9 314. 330 16. 105.1 677. 707 30. 104.4 1.1 *BOWRAL ST 15190020 Apr 03

3542 7414 96. 78 -18. 81.3 84. 77 -7. 91.7 180. 155 -25. 86.1 1.9 *CENTENNIAL RD 15290010 MAY 03

3927 3937 164. 147 -17. 89.6 125. 131 6. 104.8 289. 278 -11. 96.2 .7 *EMILY CCT 45060010 16MAR 04

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App4-

4002 2507 23. 28 5. 121.7 15. 26 11. 173.3 38. 54 16. 142.1 2.4 *LAVIS RD 45430010 JUL 02

2479 2480 9. 7 -2. 77.8 5. 5 0. 100.0 14. 12 -2. 85.7 .6 *MAIRINGER CR 45460010 JUL 02

3766 3769 75. 77 2. 102.7 67. 61 -6. 91.0 142. 138 -4. 97.2 .3 *MERRIGANG ST 15800070 MAY 03

4066 2571 316. 255 -61. 80.7 249. 217 -32. 87.1 565. 472 -93. 83.5 4.1 *ERIDGE PARK RD 19070070 JUN 04

3558 3562 55. 40 -15. 72.7 69. 39 -30. 56.5 124. 79 -45. 63.7 4.5 *OXLEY DR 15890012 MAY 03

3773 1034 792. 783 -9. 98.9 747. 778 31. 104.1 1539. 1561 22. 101.4 .6 *STATION ST 16150014 OCT 02


3844 1522 208. 196 -12. 94.2 191. 212 21. 111.0 399. 408 9. 102.3 .4 *OLD SOUTH RD 15870140 FEB 04



COUNT 3021. 2694. 5713.

VOLUME 2996. 2635. 5631.

CHANGE -25. -59. -82.

% 99. 98. 99.

CORREL.

COEFF. .974 .995 .990

%RMS 25.46 12.59 17.18

r^2 .949 .991 .980

GEH .5 1.1 1.1

GEH <5 <7 <10 <12 >12

# 12 14 14 14 0

% 85.7 100.0 100.0 100.0 .0

Cordon Number : 2

Description : *2 MITTAGONG 2005 (NB/EB first)

FORWARD BACK TOTAL


3282 3259 123. 84 -39. 68.3 72. 62 -10. 86.1 195. 146 -49. 74.9 3.8 *COLO ST 31320010 JUN 02

1748 1749 129. 117 -12. 90.7 133. 83 -50. 62.4 262. 200 -62. 76.3 4.1 *LYELL ST 31640010 JUL 03

3361 3290 142. 124 -18. 87.3 105. 89 -16. 84.8 247. 213 -34. 86.2 2.2 *LYELL ST 31640011 JUL 03

1204 3361 230. 252 22. 109.6 133. 109 -24. 82.0 363. 361 -2. 99.4 .1 *OLD BOWRAL RD 31740012 AUG 03

3377 3367 23. 20 -3. 87.0 25. 24 -1. 96.0 48. 44 -4. 91.7 .6 *OXFORD ST 31760010 FEB 03

1258 3389 57. 50 -7. 87.7 55. 39 -16. 70.9 112. 89 -23. 79.5 2.3 *OXLEY DR 15890090 JUL 02

3020 3042 35. 19 -16. 54.3 33. 20 -13. 60.6 69. 39 -30. 56.5 4.1 *OXLEY DR 15890060 JUL 02

3273 1497 118. 161 43. 136.4 141. 139 -2. 98.6 259. 300 41. 115.8 2.5 *PIONEER ST 31810010 FEB 03

3357 3281 191. 112 -79. 58.6 209. 199 -10. 95.2 400. 311 -89. 77.8 4.7 *RANGE RD 31890010 MAY 03

1406 1405 33. 28 -5. 84.8 12. 23 11. 191.7 44. 51 7. 115.9 1.0 *CURROCKBILLY ST 38100010 DEC 03

1443 1419 36. 42 6. 116.7 34. 34 0. 100.0 69. 76 7. 110.1 .8 *MERANIE ST 38170010 DEC 03

2741 2681 13. 35 22. 269.2 25. 20 -5. 80.0 38. 55 17. 144.7 2.5 *ORIENT ST 39050010 FEB 04

3416 3365 52. 50 -2. 96.2 28. 41 13. 146.4 80. 91 11. 113.8 1.2 *WEBB ST 32120010 MAR 06

2957 2958 77. 74 -3. 96.1 64. 74 10. 115.6 141. 148 7. 105.0 .6 *BONG BONG RD 31200010 JUL 03

2897 3412 82. 169 87. 206.1 60. 58 -2. 96.7 142. 227 85. 159.9 6.3 *OLD SOUTH RD 15870090 DEC 05


GABITE

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App4-


COUNT 1341. 1129. 2469.

VOLUME 1337. 1014. 2351.

CHANGE -4. -115. -118.

% 100. 90. 95.

CORREL.

COEFF. .843 .963 .933

%RMS 41.21 23.50 26.30

r^2 .711 .928 .870

GEH .1 3.5 2.4

GEH <5 <7 <10 <12 >12

# 14 15 15 15 0

% 93.3 100.0 100.0 100.0 .0

Cordon Number : 3

Description : *3 MOSS VALE 2005 and 2008 (NB/EB first)

FORWARD BACK TOTAL


4864 1261 256. 254 -2. 99.2 274. 277 3. 101.1 530. 531 1. 100.2 .0 *Waite St 03720010 11Apr 08

2397 4770 280. 249 -31. 88.9 159. 182 23. 114.5 439. 431 -8. 98.2 .4 *ELIZABETH ST 33450030 AUG 02

4762 1205 114. 190 76. 166.7 143. 177 34. 123.8 257. 367 110. 142.8 6.2 *LACKEY RD 33690020 JULY 05

4878 4870 27. 20 -7. 74.1 95. 61 -34. 64.2 122. 81 -41. 66.4 4.1 *RAILWAY ST 33970010 SEP 03

4647 4618 86. 73 -13. 84.9 70. 67 -3. 95.7 157. 140 -17. 89.2 1.4 *SUTTOR RD 34080013 OCT 03

5021 5002 123. 120 -3. 97.6 148. 156 8. 105.4 271. 276 5. 101.8 .3 *THROSBY ST 34110011 NOV 03

4755 1047 47. 69 22. 146.8 54. 72 18. 133.3 101. 141 40. 139.6 3.6 *VALETTA ST 34150030 OCT 03

4882 4874 57. 45 -12. 78.9 60. 52 -8. 86.7 117. 97 -20. 82.9 1.9 *WILLOW DR 34220010 DEC 03

5119 5067 27. 18 -9. 66.7 25. 17 -8. 68.0 53. 35 -18. 66.0 2.7 *GOLDEN VALE RD 37040010 FEB 03

1633 7427 619. 546 -73. 88.2 589. 540 -49. 91.7 1208. 1086 -122. 89.9 3.6 *MOSS VALE RD BTW SUTTOR RD AND

4710 4701 538. 510 -28. 94.8 590. 493 -97. 83.6 1128. 1003 -125. 88.9 3.8 *ARGYLE ST BTW RAILWY LINE AND K

4755 1132 638. 650 12. 101.9 664. 606 -58. 91.3 1302. 1256 -46. 96.5 1.3 *ARGYLE ST BTW VALETTA ST AND HA

4767 4755 687. 679 -8. 98.8 688. 639 -49. 92.9 1375. 1318 -57. 95.9 1.6 *ARGYLE ST BTW RAILWY ACCESS RD

4846 2400 820. 910 90. 111.0 900. 908 8. 100.9 1720. 1818 98. 105.7 2.3 *ARGYLE ST BTW ARTHUR ST AND KIR

1265 4859 769. 819 50. 106.5 680. 628 -52. 92.4 1449. 1447 -2. 99.9 .1 *ARGYLE ST BTW WAITE ST AND LACK

1278 1124 608. 672 64. 110.5 552. 555 3. 100.5 1160. 1227 67. 105.8 1.9 *ARGYLE ST BTW SPRING ST AND WAI

2800 4762 217. 237 20. 109.2 195. 226 31. 115.9 412. 463 51. 112.4 2.4 *LACKEY RD NEAR TOWN 08

4509 4429 59. 25 -34. 42.4 28. 26 -2. 92.9 87. 51 -36. 58.6 4.3 *COLLINS RD EAST OF THE RAILWY 0



COUNT 5972. 5914. 11888.

VOLUME 6086. 5682. 11768.

CHANGE 114. -232. -120.

% 102. 96. 99.

CORREL.

COEFF. .991 .994 .994

GABITE

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App4-

%RMS 12.71 11.60 9.74

r^2 .983 .988 .988

GEH 1.5 3.0 1.1

GEH <5 <7 <10 <12 >12

# 17 18 18 18 0

% 94.4 100.0 100.0 100.0 .0

Cordon Number : 4

Description : *4 BUNDANOON BERRIMA BERRIMA COLO VALE(NB/EB first)

FORWARD BACK TOTAL


1050 6544 43. 33 -10. 76.7 61. 28 -33. 45.9 104. 61 -43. 58.7 4.7 *ERITH ST 18190013 JUNE 03

4068 4061 47. 67 20. 142.6 46. 45 -1. 97.8 93. 112 19. 120.4 1.9 *OLD HUME HWY 06450040 Oct 04

4044 4061 66. 36 -30. 54.5 54. 56 2. 103.7 120. 92 -28. 76.7 2.7 *Medway Rd 03720130 28Feb 07

1475 1473 23. 23 0. 100.0 29. 26 -3. 89.7 52. 49 -3. 94.2 .4 *GREENHILLS RD 14140010 Apr 02

3664 3778 77. 69 -8. 89.6 70. 71 1. 101.4 147. 140 -7. 95.2 .6 *OXLEYS HILL RD 16900050 MAY 03

2374 1297 183. 235 52. 128.4 275. 252 -23. 91.6 458. 487 29. 106.3 1.3 *CHURCH AV 76350015 Nov 04

2374 2280 189. 152 -37. 80.4 109. 146 37. 133.9 297. 298 1. 100.3 .1 *WILSON DR 76350090 Nov 04

5471 5502 26. 28 2. 107.7 36. 37 1. 102.8 62. 65 3. 104.8 .4 *CANYONLEIGH RD 21020010 JUN 03

5509 5438 4. 5 1. 125.0 2. 5 3. 250.0 6. 10 4. 166.7 1.4 *CANYONLEIGH RD 21020100 JUN 03

4380 1571 9. 10 1. 111.1 40. 9 -31. 22.5 49. 19 -30. 38.8 5.1 *DOUGLAS RD 33430010 AUG 04



COUNT 667. 722. 1388.

VOLUME 658. 675. 1333.

CHANGE -9. -47. -55.

% 99. 93. 96.

CORREL.

COEFF. .941 .964 .991

%RMS 37.21 29.10 16.67

r^2 .886 .930 .982

GEH .3 1.8 1.5

GEH <5 <7 <10 <12 >12

# 9 10 10 10 0

% 90.0 100.0 100.0 100.0 .0

Cordon Number : 5

Description : *5 ALL (NB/EB first)

FORWARD BACK TOTAL


1033 3659 469. 641 172. 136.7 448. 472 24. 105.4 916. 1113 197. 121.5 6.2 *BONG BONG ST 02601005 Oct 02

1050 6544 43. 33 -10. 76.7 61. 28 -33. 45.9 104. 61 -43. 58.7 4.7 *ERITH ST 18190013 JUNE 03

GABITE

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1204 3361 230. 252 22. 109.6 133. 109 -24. 82.0 363. 361 -2. 99.4 .1 *OLD BOWRAL RD 31740012 AUG 03

1258 3389 57. 50 -7. 87.7 55. 39 -16. 70.9 112. 89 -23. 79.5 2.3 *OXLEY DR 15890090 JUL 02

1265 4859 769. 819 50. 106.5 680. 628 -52. 92.4 1449. 1447 -2. 99.9 .1 *ARGYLE ST BTW WAITE ST AND LACK

1278 1124 608. 672 64. 110.5 552. 555 3. 100.5 1160. 1227 67. 105.8 1.9 *ARGYLE ST BTW SPRING ST AND WAI

1406 1405 33. 28 -5. 84.8 12. 23 11. 191.7 44. 51 7. 115.9 1.0 *CURROCKBILLY ST 38100010 DEC 03

1443 1419 36. 42 6. 116.7 34. 34 0. 100.0 69. 76 7. 110.1 .8 *MERANIE ST 38170010 DEC 03

1475 1473 23. 23 0. 100.0 29. 26 -3. 89.7 52. 49 -3. 94.2 .4 *GREENHILLS RD 14140010 Apr 02

1520 1068 128. 137 9. 107.0 114. 71 -43. 62.3 242. 208 -34. 86.0 2.3 *ASCOT RD 15080030 Jun 02

1633 7427 619. 546 -73. 88.2 589. 540 -49. 91.7 1208. 1086 -122. 89.9 3.6 *MOSS VALE RD BTW SUTTOR RD AND

1748 1749 129. 117 -12. 90.7 133. 83 -50. 62.4 262. 200 -62. 76.3 4.1 *LYELL ST 31640010 JUL 03

2374 1297 183. 235 52. 128.4 275. 252 -23. 91.6 458. 487 29. 106.3 1.3 *CHURCH AV 76350015 Nov 04

2374 2280 189. 152 -37. 80.4 109. 146 37. 133.9 297. 298 1. 100.3 .1 *WILSON DR 76350090 Nov 04

2397 4770 280. 249 -31. 88.9 159. 182 23. 114.5 439. 431 -8. 98.2 .4 *ELIZABETH ST 33450030 AUG 02

2479 2480 9. 7 -2. 77.8 5. 5 0. 100.0 14. 12 -2. 85.7 .6 *MAIRINGER CR 45460010 JUL 02

2741 2681 13. 35 22. 269.2 25. 20 -5. 80.0 38. 55 17. 144.7 2.5 *ORIENT ST 39050010 FEB 04

2800 4762 217. 237 20. 109.2 195. 226 31. 115.9 412. 463 51. 112.4 2.4 *LACKEY RD NEAR TOWN 08

2897 3412 82. 169 87. 206.1 60. 58 -2. 96.7 142. 227 85. 159.9 6.3 *OLD SOUTH RD 15870090 DEC 05

2957 2958 77. 74 -3. 96.1 64. 74 10. 115.6 141. 148 7. 105.0 .6 *BONG BONG RD 31200010 JUL 03

3020 3042 35. 19 -16. 54.3 33. 20 -13. 60.6 69. 39 -30. 56.5 4.1 *OXLEY DR 15890060 JUL 02

3273 1497 118. 161 43. 136.4 141. 139 -2. 98.6 259. 300 41. 115.8 2.5 *PIONEER ST 31810010 FEB 03

3282 3259 123. 84 -39. 68.3 72. 62 -10. 86.1 195. 146 -49. 74.9 3.8 *COLO ST 31320010 JUN 02

3357 3281 191. 112 -79. 58.6 209. 199 -10. 95.2 400. 311 -89. 77.8 4.7 *RANGE RD 31890010 MAY 03

3361 3290 142. 124 -18. 87.3 105. 89 -16. 84.8 247. 213 -34. 86.2 2.2 *LYELL ST 31640011 JUL 03

3377 3367 23. 20 -3. 87.0 25. 24 -1. 96.0 48. 44 -4. 91.7 .6 *OXFORD ST 31760010 FEB 03

3416 3365 52. 50 -2. 96.2 28. 41 13. 146.4 80. 91 11. 113.8 1.2 *WEBB ST 32120010 MAR 06

3542 7414 96. 78 -18. 81.3 84. 77 -7. 91.7 180. 155 -25. 86.1 1.9 *CENTENNIAL RD 15290010 MAY 03

3558 3562 55. 40 -15. 72.7 69. 39 -30. 56.5 124. 79 -45. 63.7 4.5 *OXLEY DR 15890012 MAY 03

3664 3778 77. 69 -8. 89.6 70. 71 1. 101.4 147. 140 -7. 95.2 .6 *OXLEYS HILL RD 16900050 MAY 03

3666 3669 363. 377 14. 103.9 314. 330 16. 105.1 677. 707 30. 104.4 1.1 *BOWRAL ST 15190020 Apr 03

3766 3769 75. 77 2. 102.7 67. 61 -6. 91.0 142. 138 -4. 97.2 .3 *MERRIGANG ST 15800070 MAY 03

3773 1034 792. 783 -9. 98.9 747. 778 31. 104.1 1539. 1561 22. 101.4 .6 *STATION ST 16150014 OCT 02

3844 1522 208. 196 -12. 94.2 191. 212 21. 111.0 399. 408 9. 102.3 .4 *OLD SOUTH RD 15870140 FEB 04

3927 3937 164. 147 -17. 89.6 125. 131 6. 104.8 289. 278 -11. 96.2 .7 *EMILY CCT 45060010 16MAR 04

4002 2507 23. 28 5. 121.7 15. 26 11. 173.3 38. 54 16. 142.1 2.4 *LAVIS RD 45430010 JUL 02

4044 4061 66. 36 -30. 54.5 54. 56 2. 103.7 120. 92 -28. 76.7 2.7 *Medway Rd 03720130 28Feb 07

4065 2542 157. 121 -36. 77.1 108. 91 -17. 84.3 264. 212 -52. 80.3 3.4 *BOARDMAN RD 45020020 Mar 04


4068 4061 47. 67 20. 142.6 46. 45 -1. 97.8 93. 112 19. 120.4 1.9 *OLD HUME HWY 06450040 Oct 04


4380 1571 9. 10 1. 111.1 40. 9 -31. 22.5 49. 19 -30. 38.8 5.1 *DOUGLAS RD 33430010 AUG 04

4509 4429 59. 25 -34. 42.4 28. 26 -2. 92.9 87. 51 -36. 58.6 4.3 *COLLINS RD EAST OF THE RAILWY 0

4647 4618 86. 73 -13. 84.9 70. 67 -3. 95.7 157. 140 -17. 89.2 1.4 *SUTTOR RD 34080013 OCT 03

4710 4701 538. 510 -28. 94.8 590. 493 -97. 83.6 1128. 1003 -125. 88.9 3.8 *ARGYLE ST BTW RAILWY LINE AND K

4755 1047 47. 69 22. 146.8 54. 72 18. 133.3 101. 141 40. 139.6 3.6 *VALETTA ST 34150030 OCT 03

4755 1132 638. 650 12. 101.9 664. 606 -58. 91.3 1302. 1256 -46. 96.5 1.3 *ARGYLE ST BTW VALETTA ST AND HA

4762 1205 114. 190 76. 166.7 143. 177 34. 123.8 257. 367 110. 142.8 6.2 *LACKEY RD 33690020 JULY 05

4767 4755 687. 679 -8. 98.8 688. 639 -49. 92.9 1375. 1318 -57. 95.9 1.6 *ARGYLE ST BTW RAILWY ACCESS RD

4846 2400 820. 910 90. 111.0 900. 908 8. 100.9 1720. 1818 98. 105.7 2.3 *ARGYLE ST BTW ARTHUR ST AND KIR

4864 1261 256. 254 -2. 99.2 274. 277 3. 101.1 530. 531 1. 100.2 .0 *Waite St 03720010 11Apr 08

4878 4870 27. 20 -7. 74.1 95. 61 -34. 64.2 122. 81 -41. 66.4 4.1 *RAILWAY ST 33970010 SEP 03

4882 4874 57. 45 -12. 78.9 60. 52 -8. 86.7 117. 97 -20. 82.9 1.9 *WILLOW DR 34220010 DEC 03

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5021 5002 123. 120 -3. 97.6 148. 156 8. 105.4 271. 276 5. 101.8 .3 *THROSBY ST 34110011 NOV 03

5119 5067 27. 18 -9. 66.7 25. 17 -8. 68.0 53. 35 -18. 66.0 2.7 *GOLDEN VALE RD 37040010 FEB 03

5471 5502 26. 28 2. 107.7 36. 37 1. 102.8 62. 65 3. 104.8 .4 *CANYONLEIGH RD 21020010 JUN 03

5509 5438 4. 5 1. 125.0 2. 5 3. 250.0 6. 10 4. 166.7 1.4 *CANYONLEIGH RD 21020100 JUN 03



COUNT 11001. 10459. 21458.

VOLUME 11077. 10006. 21083.

CHANGE 76. -453. -375.

% 101. 96. 98.

CORREL.

COEFF. .985 .993 .993

%RMS 21.23 14.69 14.43

r^2 .971 .987 .986

GEH .7 4.5 2.6

GEH <5 <7 <10 <12 >12

# 52 57 57 57 0

% 91.2 100.0 100.0 100.0 .0


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PM Peak Screenlines

+----------------------------------------------+


| TRACKS +--------------------------+ TRACKS |








| S TRACKS+--------------------------+S TRACKS |


+----------------------------------------------+

+----------------------------------------------+


| Gabites Porter__________________________ |


+----------------------------------------------+

Build Date : 19/12/06 01:30



CSV Output File :

Cordon Data File : WE06CD.000*WINGECARRIBEE MODEL

Loaded Network : WE06NL.000 *WINGECARRIBEE PMP -2004 LUSE-2006


Cordon Number : 1


FORWARD BACK TOTAL


1033 3659 388. 423 35. 109.0 438. 471 33. 107.5 826. 894 68. 108.2 2.3 BONG BONG ST 02601005 Oct 02

1520 1068 135. 174 39. 128.9 114. 69 -45. 60.5 249. 243 -6. 97.6 .4 ASCOT RD 15080030 Jun 02

4065 2542 134. 129 -5. 96.3 89. 83 -6. 93.3 223. 212 -11. 95.1 .7 BOARDMAN RD 45020020 Mar 04

3666 3669 299. 350 51. 117.1 224. 232 8. 103.6 523. 582 59. 111.3 2.5 BOWRAL ST 15190020 Apr 03

3542 7414 99. 63 -36. 63.6 106. 109 3. 102.8 205. 172 -33. 83.9 2.4 CENTENNIAL RD 15290010 MAY 03

3927 3937 212. 191 -21. 90.1 128. 134 6. 104.7 340. 325 -15. 95.6 .8 EMILY CCT 15290010 MAY 03

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4002 2507 31. 36 5. 116.1 23. 26 3. 113.0 54. 62 8. 114.8 1.1 LAVIS RD 45430010 JUL 02

2479 2480 9. 10 1. 111.1 6. 5 -1. 83.3 15. 15 0. 100.0 .0 MAIRINGER CR 45460010 JUL 02

3766 3769 77. 100 23. 129.9 61. 53 -8. 86.9 138. 153 15. 110.9 1.2 MERRIGANG ST 15800070 MAY 03


3558 3562 60. 62 2. 103.3 55. 53 -2. 96.4 115. 115 0. 100.0 .0 OXLEY DR 15890012 MAY 03

3773 1034 619. 587 -32. 94.8 680. 513 -167. 75.4 1299. 1100 -199. 84.7 5.7 STATION ST 16150014 OCT 02


3844 1522 208. 188 -20. 90.4 254. 288 34. 113.4 462. 476 14. 103.0 .6 OLD SOUTH RD 15870140 FEB 04



COUNT 2696. 2496. 5192.

VOLUME 2778. 2428. 5206.

CHANGE 82. -68. 14.

% 103. 97. 100.

CORREL.

COEFF. .986 .963 .983

%RMS 14.65 29.21 17.89

r^2 .972 .928 .966

GEH 1.6 1.4 .2

GEH <5 <7 <10 <12 >12

# 13 14 14 14 0

% 92.9 100.0 100.0 100.0 .0

Cordon Number : 2


FORWARD BACK TOTAL


3282 3259 129. 123 -6. 95.3 55. 60 5. 109.1 185. 183 -2. 98.9 .1 COLO ST 31320010 JUN 02

1748 1749 108. 111 3. 102.8 117. 95 -22. 81.2 225. 206 -19. 91.6 1.3 LYELL ST 31640010 JUL 03

3361 3290 133. 137 4. 103.0 73. 76 3. 104.1 206. 213 7. 103.4 .5 LYELL ST 31640011 JUL 03

3361 1204 120. 97 -23. 80.8 49. 136 87. 277.6 168. 233 65. 138.7 4.6 OLD BOWRAL RD 31740012 AUG 03

3377 3367 17. 20 3. 117.6 20. 36 16. 180.0 37. 56 19. 151.4 2.8 OXFORD ST 31760010 FEB 03

1258 3389 52. 77 25. 148.1 41. 40 -1. 97.6 93. 117 24. 125.8 2.3 OXLEY DR 15890090 JUL 02

3020 3042 26. 25 -1. 96.2 34. 27 -7. 79.4 60. 52 -8. 86.7 1.1 OXLEY DR 15890060 JUL 02

3273 1497 114. 88 -26. 77.2 125. 88 -37. 70.4 239. 176 -63. 73.6 4.4 PIONEER ST 31810010 FEB 03

3357 3281 114. 99 -15. 86.8 269. 301 32. 111.9 383. 400 17. 104.4 .9 RANGE RD 31890010 MAY 03

1406 1405 36. 42 6. 116.7 29. 24 -5. 82.8 65. 66 1. 101.5 .1 CURROCKBILLY ST 38100010 DEC 03

1443 1419 39. 61 22. 156.4 21. 33 12. 157.1 60. 94 34. 156.7 3.9 MERANIE ST 38170010 DEC 03

2741 2681 16. 16 0. 100.0 20. 26 6. 130.0 36. 42 6. 116.7 1.0 ORIENT ST 39050010 FEB 04

3416 3365 66. 54 -12. 81.8 47. 66 19. 140.4 113. 120 7. 106.2 .6 WEBB ST 32120010 MAR 06

2957 2958 73. 56 -17. 76.7 81. 111 30. 137.0 154. 167 13. 108.4 1.0 BONG BONG RD 31200010 JUL 03

2897 3412 77. 95 18. 123.4 47. 37 -10. 78.7 124. 132 8. 106.5 .7 OLD SOUTH RD 15870090 DEC 05


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COUNT 1120. 1028. 2148.

VOLUME 1101. 1156. 2257.

CHANGE -19. 128. 109.

% 98. 112. 105.

CORREL.

COEFF. .931 .916 .957

%RMS 20.88 43.34 19.90

r^2 .867 .840 .917

GEH .6 3.9 2.3

GEH <5 <7 <10 <12 >12

# 15 15 15 15 0

% 100.0 100.0 100.0 100.0 .0

Cordon Number : 3

Description : MOSS VALE 2005 and 2008 (NB/EB first)

FORWARD BACK TOTAL


4864 1261 197. 188 -9. 95.4 200. 228 28. 114.0 397. 416 19. 104.8 .9 WAITE ST 03720010 Nov 02

2397 4770 205. 194 -11. 94.6 108. 128 20. 118.5 313. 322 9. 102.9 .5 ELIZABETH ST 33450030 AUG 02

1205 4675 75. 69 -6. 92.0 56. 55 -1. 98.2 131. 124 -7. 94.7 .6 LACKEY RD 33690020 JULY 05

4878 4870 23. 11 -12. 47.8 49. 60 11. 122.4 72. 71 -1. 98.6 .1 RAILWAY ST 33970010 SEP 03

1632 1633 64. 56 -8. 87.5 44. 43 -1. 97.7 108. 99 -9. 91.7 .9 SUTTOR RD 34080013 OCT 03

5021 5002 99. 84 -15. 84.8 149. 137 -12. 91.9 248. 221 -27. 89.1 1.8 THROSBY ST 34110011 NOV 03

4755 1047 61. 44 -17. 72.1 105. 63 -42. 60.0 166. 107 -59. 64.5 5.0 VALETTA ST 34150030 OCT 03

4882 4874 86. 66 -20. 76.7 40. 53 13. 132.5 126. 119 -7. 94.4 .6 WILLOW DR 34220010 DEC 03

5119 5067 21. 17 -4. 81.0 34. 43 9. 126.5 55. 60 5. 109.1 .7 GOLDEN VALE RD 37040010 FEB 03

1633 7427 552. 535 -17. 96.9 654. 568 -86. 86.9 1206. 1103 -103. 91.5 3.0 MOSS VALE RD BTW SUTTOR RD AND W

4710 4701 445. 484 39. 108.8 518. 499 -19. 96.3 963. 983 20. 102.1 .6 ARGYLE ST BTW RAILWY LINE AND KI


4767 4755 605. 594 -11. 98.2 585. 587 2. 100.3 1190. 1181 -9. 99.2 .3 ARGYLE ST BTW RAILWY ACCESS RD A

4846 2400 707. 681 -26. 96.3 738. 805 67. 109.1 1445. 1486 41. 102.8 1.1 ARGYLE ST BTW ARTHUR ST AND KIRK

1265 4859 587. 621 34. 105.8 540. 563 23. 104.3 1127. 1184 57. 105.1 1.7 ARGYLE ST BTW WAITE ST AND LACKE

1278 1124 525. 522 -3. 99.4 443. 501 58. 113.1 968. 1023 55. 105.7 1.7 ARGYLE ST BTW SPRING ST AND WAIT

2800 4762 168. 216 48. 128.6 150. 174 24. 116.0 318. 390 72. 122.6 3.8 LACKEY RD NEAR TOWN 08

1572 4417 9. 15 6. 166.7 20. 20 0. 100.0 29. 35 6. 120.7 1.1 COLLINS RD EAST OF THE RAILWY 08



COUNT 4987. 4960. 9947.

VOLUME 4987. 5091. 10078.

CHANGE 0. 131. 131.

% 100. 103. 101.

CORREL.

COEFF. .996 .991 .996

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App4-

%RMS 8.08 12.92 8.08

r^2 .993 .982 .993

GEH .0 1.8 1.3

GEH <5 <7 <10 <12 >12

# 17 18 18 18 0

% 94.4 100.0 100.0 100.0 .0

Cordon Number : 4


FORWARD BACK TOTAL


6553 6551 48. 37 -11. 77.1 64. 43 -21. 67.2 112. 80 -32. 71.4 3.3 ERITH ST 18190013 JUNE 03

4068 4061 69. 67 -2. 97.1 47. 64 17. 136.2 116. 131 15. 112.9 1.3 OLD HUME HWY 06450040 Oct 04

4044 4061 40. 62 22. 155.0 50. 59 9. 118.0 90. 121 31. 134.4 3.0 MEDWAY RD 03720130 Oct 04

1475 1473 32. 19 -13. 59.4 22. 28 6. 127.3 54. 47 -7. 87.0 1.0 GREENHILLS RD 14140010 Apr 02


1297 2403 169. 150 -19. 88.8 358. 311 -47. 86.9 527. 461 -66. 87.5 3.0 CHURCH AV 76350015 Nov 04

2374 2280 212. 179 -33. 84.4 106. 100 -6. 94.3 318. 279 -39. 87.7 2.3 WILSON DR 76350090 Nov 04

5471 5502 38. 19 -19. 50.0 35. 41 6. 117.1 72. 60 -12. 83.3 1.5 CANYONLEIGH RD 21020010 JUN 03

5509 5438 5. 6 1. 120.0 1. 3 2. 300.0 6. 9 3. 150.0 1.1 CANYONLEIGH RD 21020100 JUN 03

4380 1571 14. 14 0. 100.0 19. 18 -1. 94.7 34. 32 -2. 94.1 .3 DOUGLAS RD 33430010 AUG 04



COUNT 685. 780. 1465.

VOLUME 602. 731. 1333.

CHANGE -83. -49. -132.

% 88. 94. 91.

CORREL.

COEFF. .982 .994 .992

%RMS 25.15 24.66 21.37

r^2 .964 .987 .984

GEH 3.3 1.8 3.5

GEH <5 <7 <10 <12 >12

# 10 10 10 10 0

% 100.0 100.0 100.0 100.0 .0

Cordon Number : 5


FORWARD BACK TOTAL


1033 3659 388. 423 35. 109.0 438. 471 33. 107.5 826. 894 68. 108.2 2.3 BONG BONG ST 02601005 Oct 02

1520 1068 135. 174 39. 128.9 114. 69 -45. 60.5 249. 243 -6. 97.6 .4 ASCOT RD 15080030 Jun 02

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4065 2542 134. 129 -5. 96.3 89. 83 -6. 93.3 223. 212 -11. 95.1 .7 BOARDMAN RD 45020020 Mar 04

3666 3669 299. 350 51. 117.1 224. 232 8. 103.6 523. 582 59. 111.3 2.5 BOWRAL ST 15190020 Apr 03

3542 7414 99. 63 -36. 63.6 106. 109 3. 102.8 205. 172 -33. 83.9 2.4 CENTENNIAL RD 15290010 MAY 03

3927 3937 212. 191 -21. 90.1 128. 134 6. 104.7 340. 325 -15. 95.6 .8 EMILY CCT 15290010 MAY 03

4002 2507 31. 36 5. 116.1 23. 26 3. 113.0 54. 62 8. 114.8 1.1 LAVIS RD 45430010 JUL 02

2479 2480 9. 10 1. 111.1 6. 5 -1. 83.3 15. 15 0. 100.0 .0 MAIRINGER CR 45460010 JUL 02

3766 3769 77. 100 23. 129.9 61. 53 -8. 86.9 138. 153 15. 110.9 1.2 MERRIGANG ST 15800070 MAY 03


3558 3562 60. 62 2. 103.3 55. 53 -2. 96.4 115. 115 0. 100.0 .0 OXLEY DR 15890012 MAY 03

3773 1034 619. 587 -32. 94.8 680. 513 -167. 75.4 1299. 1100 -199. 84.7 5.7 STATION ST 16150014 OCT 02


3844 1522 208. 188 -20. 90.4 254. 288 34. 113.4 462. 476 14. 103.0 .6 OLD SOUTH RD 15870140 FEB 04

3282 3259 129. 123 -6. 95.3 55. 60 5. 109.1 185. 183 -2. 98.9 .1 COLO ST 31320010 JUN 02

1748 1749 108. 111 3. 102.8 117. 95 -22. 81.2 225. 206 -19. 91.6 1.3 LYELL ST 31640010 JUL 03

3361 3290 133. 137 4. 103.0 73. 76 3. 104.1 206. 213 7. 103.4 .5 LYELL ST 31640011 JUL 03

3361 1204 120. 97 -23. 80.8 49. 136 87. 277.6 168. 233 65. 138.7 4.6 OLD BOWRAL RD 31740012 AUG 03

3377 3367 17. 20 3. 117.6 20. 36 16. 180.0 37. 56 19. 151.4 2.8 OXFORD ST 31760010 FEB 03

1258 3389 52. 77 25. 148.1 41. 40 -1. 97.6 93. 117 24. 125.8 2.3 OXLEY DR 15890090 JUL 02

3020 3042 26. 25 -1. 96.2 34. 27 -7. 79.4 60. 52 -8. 86.7 1.1 OXLEY DR 15890060 JUL 02

3273 1497 114. 88 -26. 77.2 125. 88 -37. 70.4 239. 176 -63. 73.6 4.4 PIONEER ST 31810010 FEB 03

3357 3281 114. 99 -15. 86.8 269. 301 32. 111.9 383. 400 17. 104.4 .9 RANGE RD 31890010 MAY 03

1406 1405 36. 42 6. 116.7 29. 24 -5. 82.8 65. 66 1. 101.5 .1 CURROCKBILLY ST 38100010 DEC 03

1443 1419 39. 61 22. 156.4 21. 33 12. 157.1 60. 94 34. 156.7 3.9 MERANIE ST 38170010 DEC 03

2741 2681 16. 16 0. 100.0 20. 26 6. 130.0 36. 42 6. 116.7 1.0 ORIENT ST 39050010 FEB 04

3416 3365 66. 54 -12. 81.8 47. 66 19. 140.4 113. 120 7. 106.2 .6 WEBB ST 32120010 MAR 06

2957 2958 73. 56 -17. 76.7 81. 111 30. 137.0 154. 167 13. 108.4 1.0 BONG BONG RD 31200010 JUL 03

2897 3412 77. 95 18. 123.4 47. 37 -10. 78.7 124. 132 8. 106.5 .7 OLD SOUTH RD 15870090 DEC 05

4864 1261 197. 188 -9. 95.4 200. 228 28. 114.0 397. 416 19. 104.8 .9 WAITE ST 03720010 Nov 02

2397 4770 205. 194 -11. 94.6 108. 128 20. 118.5 313. 322 9. 102.9 .5 ELIZABETH ST 33450030 AUG 02

1205 4675 75. 69 -6. 92.0 56. 55 -1. 98.2 131. 124 -7. 94.7 .6 LACKEY RD 33690020 JULY 05

4878 4870 23. 11 -12. 47.8 49. 60 11. 122.4 72. 71 -1. 98.6 .1 RAILWAY ST 33970010 SEP 03

1632 1633 64. 56 -8. 87.5 44. 43 -1. 97.7 108. 99 -9. 91.7 .9 SUTTOR RD 34080013 OCT 03

5021 5002 99. 84 -15. 84.8 149. 137 -12. 91.9 248. 221 -27. 89.1 1.8 THROSBY ST 34110011 NOV 03

4755 1047 61. 44 -17. 72.1 105. 63 -42. 60.0 166. 107 -59. 64.5 5.0 VALETTA ST 34150030 OCT 03

4882 4874 86. 66 -20. 76.7 40. 53 13. 132.5 126. 119 -7. 94.4 .6 WILLOW DR 34220010 DEC 03

5119 5067 21. 17 -4. 81.0 34. 43 9. 126.5 55. 60 5. 109.1 .7 GOLDEN VALE RD 37040010 FEB 03

6553 6551 48. 37 -11. 77.1 64. 43 -21. 67.2 112. 80 -32. 71.4 3.3 ERITH ST 18190013 JUNE 03

4068 4061 69. 67 -2. 97.1 47. 64 17. 136.2 116. 131 15. 112.9 1.3 OLD HUME HWY 06450040 Oct 04

4044 4061 68. 62 -6. 91.2 43. 59 16. 137.2 111. 121 10. 109.0 .9 MEDWAY RD 03720130 Oct 04

1475 1473 32. 19 -13. 59.4 22. 28 6. 127.3 54. 47 -7. 87.0 1.0 GREENHILLS RD 14140010 Apr 02


1297 2403 394. 150 -244. 38.1 121. 311 190. 257.0 515. 461 -54. 89.5 2.4 CHURCH AV 76350015 Nov 04

2374 2280 212. 179 -33. 84.4 106. 100 -6. 94.3 318. 279 -39. 87.7 2.3 WILSON DR 76350090 Nov 04

5471 5502 38. 19 -19. 50.0 35. 41 6. 117.1 72. 60 -12. 83.3 1.5 CANYONLEIGH RD 21020010 JUN 03

5509 5438 5. 6 1. 120.0 1. 3 2. 300.0 6. 9 3. 150.0 1.1 CANYONLEIGH RD 21020100 JUN 03

4380 1571 14. 14 0. 100.0 19. 18 -1. 94.7 34. 32 -2. 94.1 .3 DOUGLAS RD 33430010 AUG 04

1633 7427 552. 535 -17. 96.9 554. 568 14. 102.5 1106. 1103 -3. 99.7 .1 MOSS VALE RD BTW SUTTOR RD AND W

4710 4701 445. 484 39. 108.8 518. 499 -19. 96.3 963. 983 20. 102.1 .6 ARGYLE ST BTW RAILWY LINE AND KI


4767 4755 605. 594 -11. 98.2 585. 587 2. 100.3 1190. 1181 -9. 99.2 .3 ARGYLE ST BTW RAILWY ACCESS RD A

4846 2400 707. 681 -26. 96.3 738. 805 67. 109.1 1445. 1486 41. 102.8 1.1 ARGYLE ST BTW ARTHUR ST AND KIRK

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1265 4859 587. 621 34. 105.8 540. 563 23. 104.3 1127. 1184 57. 105.1 1.7 ARGYLE ST BTW WAITE ST AND LACKE


2800 4762 168. 216 48. 128.6 150. 174 24. 116.0 318. 390 72. 122.6 3.8 LACKEY RD NEAR TOWN

1572 4417 9. 15 6. 166.7 20. 20 0. 100.0 29. 35 6. 120.7 1.1 COLLINS RD EAST OF THE RAILWY



COUNT 9668. 8920. 18588.

VOLUME 9468. 9406. 18874.

CHANGE -200. 486. 286.

% 98. 105. 102.

CORREL.

COEFF. .978 .977 .993

%RMS 23.44 26.92 13.70

r^2 .956 .954 .986

GEH 2.0 5.1 2.1

GEH <5 <7 <10 <12 >12

# 55 57 57 57 0

% 96.5 100.0 100.0 100.0 .0


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App4-

24Hr Screenlines 24hr Model Factored Using AMP, INP & PMP

+----------------------------------------------+


| TRACKS +--------------------------+ TRACKS |








| S TRACKS+--------------------------+S TRACKS |


+----------------------------------------------+

+----------------------------------------------+


| Gabites Porter |


+----------------------------------------------+

Build Date : 30/04/08 01:30





CSV Output File : "WA06NL.CSV"

Cordon Data File : "WF06CD.000"

Loaded Network : "WA06NL.000" *WINGECARRIBEE AM - 2006 LUSE-2006


Cordon Number : 1

Description : ALL below 3000vpd (NB/EB first)

FORWARD BACK TOTAL


GABITE

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App4-

1520 1068 1199. 1169 -30. 97.5 1386. 1044 -342. 75.3 2585. 2213 -372. 85.6 1.5 ASCOT RD 15080030 Jun 02

4065 2542 1243. 1083 -160. 87.1 1244. 1296 52. 104.2 2487. 2379 -108. 95.7 .4 BOARDMAN RD 45020020 Mar 04


4002 2507 231. 313 82. 135.5 234. 333 99. 142.3 465. 646 181. 138.9 1.5 LAVIS RD 45430010 JUL 02

2479 2480 75. 100 25. 133.3 88. 52 -36. 59.1 163. 152 -11. 93.3 .0 MAIRINGER CR 45460010 JUL 02

3562 3563 601. 454 -147. 75.5 618. 405 -213. 65.5 1219. 859 -360. 70.5 2.3 OXLEY DR 15890012 MAY 03

3282 3259 1140. 826 -314. 72.5 960. 895 -65. 93.2 2100. 1721 -379. 82.0 1.8 COLO ST 31320010 JUN 02

1748 1749 1470. 1167 -303. 79.4 1378. 1194 -184. 86.6 2848. 2361 -487. 82.9 1.9 LYELL ST 31640010 JUL 03

3361 3290 1376. 1255 -121. 91.2 1257. 1272 15. 101.2 2633. 2527 -106. 96.0 .4 LYELL ST 31640011 JUL 03

3361 1204 1689. 1464 -225. 86.7 1091. 1258 167. 115.3 2780. 2722 -58. 97.9 .2 OLD BOWRAL RD 31740012 AUG 03

3377 3367 258. 295 37. 114.3 235. 253 18. 107.7 493. 548 55. 111.2 .4 OXFORD ST 31760010 FEB 03

3454 3436 545. 398 -147. 73.0 583. 416 -167. 71.4 1128. 814 -314. 72.2 2.2 OXLEY DR 15890090 JUL 02

3020 3042 315. 237 -78. 75.2 275. 285 10. 103.6 590. 522 -68. 88.5 .6 OXLEY DR 15890060 JUL 02

3273 1497 1074. 1385 311. 129.0 1405. 1440 35. 102.5 2479. 2825 346. 114.0 1.3 PIONEER ST 31810010 FEB 03

1406 1405 332. 321 -11. 96.7 323. 349 26. 108.0 655. 670 15. 102.3 .0 CURROCKBILLY ST 38100010 DEC 03

1443 1419 368. 453 85. 123.1 417. 512 95. 122.8 785. 965 180. 122.9 1.3 MERANIE ST 38170010 DEC 03

2741 2681 276. 203 -73. 73.6 293. 166 -127. 56.7 569. 369 -200. 64.9 1.8 ORIENT ST 39050010 FEB 04

3416 3365 411. 695 284. 169.1 367. 674 307. 183.7 778. 1369 591. 176.0 3.7 WEBB ST 32120010 MAR 06

2957 2958 819. 968 149. 118.2 728. 881 153. 121.0 1547. 1849 302. 119.5 1.5 BONG BONG RD 31200010 JUL 03

2897 3412 821. 777 -44. 94.6 590. 700 110. 118.6 1411. 1477 66. 104.7 .4 OLD SOUTH RD 15870090 DEC 05

1205 4675 1111. 732 -379. 65.9 955. 741 -214. 77.6 2066. 1473 -593. 71.3 2.9 LACKEY RD 33690020 JULY 05

4870 4859 286. 351 65. 122.7 510. 863 353. 169.2 796. 1214 418. 152.5 2.6 RAILWAY ST 33970010 SEP 03

4380 1571 238. 182 -56. 76.5 269. 152 -117. 56.5 507. 334 -173. 65.9 1.9 DOUGLAS RD 33430010 AUG 04

1632 1633 738. 542 -196. 73.4 713. 645 -68. 90.5 1451. 1187 -264. 81.8 1.5 SUTTOR RD 34080013 OCT 03

4770 4765 660. 930 270. 140.9 718. 475 -243. 66.2 1378. 1405 27. 102.0 .1 VALETTA ST 34150030 OCT 03

1165 4946 647. 210 -437. 32.5 760. 382 -378. 50.3 1407. 592 -815. 42.1 5.3 WILLOW DR 34220010 DEC 03

5119 5067 337. 273 -64. 81.0 315. 321 6. 101.9 652. 594 -58. 91.1 .6 GOLDEN VALE RD 37040010 FEB 03

1050 6544 413. 344 -69. 83.3 595. 353 -242. 59.3 1008. 697 -311. 69.1 2.2 ERITH ST 18190013 JUNE 03

4312 4068 552. 389 -163. 70.5 563. 487 -76. 86.5 1115. 876 -239. 78.6 1.6 OLD HUME HWY 06450040 Oct 04

4044 4061 705. 618 -87. 87.7 673. 551 -122. 81.9 1378. 1169 -209. 84.8 1.2 MEDWAY RD 03720130 Oct 04


3664 3778 832. 731 -101. 87.9 761. 763 2. 100.3 1593. 1494 -99. 93.8 .5 OXLEYS HILL RD 16900050 MAY 03

5471 5502 374. 422 48. 112.8 387. 306 -81. 79.1 761. 728 -33. 95.7 .2 CANYONLEIGH RD 21020010 JUN 03




COUNT 22510. 22079. 44589.

VOLUME 20574. 20676. 41250.

CHANGE -1936. -1403. -3339.

% 91. 94. 93.

CORREL.

COEFF. .916 .911 .934

%RMS 27.24 25.77 23.04

r^2 .839 .830 .873

GEH 2.7 1.9 3.3

GEH <5 <7 <10 <12 >12

# 33 34 34 34 0

GABITE

S PORTER – W

ingecarrib

ee Tra

nsporta

tion M

odel Te


App4-

% 97.1 100.0 100.0 100.0 .0

Cordon Number : 2

Description : ALL above 3000vpd (NB/EB first)

FORWARD BACK TOTAL



1034 3654 7878. 8365 487. 106.2 7923. 7525 -398. 95.0 15801. 15890 89. 100.6 .2 STATION ST 16150014 OCT 02


1522 2892 2527. 2575 48. 101.9 2253. 2501 248. 111.0 4780. 5076 296. 106.2 .8 OLD SOUTH RD 15870140 FEB 04

3282 3255 2056. 3043 987. 148.0 2237. 3806 1569. 170.1 4293. 6849 2556. 159.5 7.0 RANGE RD 31890010 MAY 03

1462 1476 3644. 2982 -662. 81.8 3308. 2892 -416. 87.4 6952. 5874 -1078. 84.5 2.8 BOWRAL ST 15190020 Apr 03

1033 3659 5178. 5817 639. 112.3 5500. 6106 606. 111.0 10678. 11923 1245. 111.7 2.4 BONG BONG ST 02601005 Oct 02

2374 1297 3029. 2787 -242. 92.0 2948. 2538 -410. 86.1 5977. 5325 -652. 89.1 1.8 CHURCH AV 76350015 Nov 04

2374 2280 1846. 1498 -348. 81.1 1901. 1624 -277. 85.4 3747. 3122 -625. 83.3 2.2 WILSON DR 76350090 Nov 04

4864 1261 2908. 2294 -614. 78.9 2785. 2933 148. 105.3 5693. 5227 -466. 91.8 1.3 WAITE ST 03720010 Nov 02

2397 4770 2212. 2646 434. 119.6 1351. 1883 532. 139.4 3563. 4529 966. 127.1 3.1 ELIZABETH ST 33450030 AUG 02

3087 3088 1388. 812 -576. 58.5 1634. 1573 -61. 96.3 3022. 2385 -637. 78.9 2.5 THROSBY ST 34110011 NOV 03

7054 3947 1577. 839 -738. 53.2 1615. 872 -743. 54.0 3192. 1711 -1481. 53.6 6.1 EMILY CCT 45060030 SEP 03



COUNT 38404. 37475. 75879.

VOLUME 39197. 39753. 78950.

CHANGE 793. 2278. 3071.

% 102. 106. 104.

CORREL.

COEFF. .956 .939 .951

%RMS 21.11 23.54 21.13

r^2 .914 .881 .904

GEH .8 2.4 2.3

GEH <5 <7 <10 <12 >12

# 11 12 13 13 0

% 84.6 92.3 100.0 100.0 .0

Cordon Number : 3

Description : EXTERNALS

FORWARD BACK TOTAL


365 6579 13025. 12815 -210. 98.4 No Back Link Present 13025. 12815 -210. 98.4 .4 Ext 365 In

6586 365 13678. 14481 803. 105.9 No Back Link Present 13678. 14481 803. 105.9 1.4 Ext 365 Out

367 7557 1471. 2017 546. 137.1 1546. 1795 249. 116.1 3017. 3812 795. 126.4 2.8 Ext 367

368 5260 407. 481 74. 118.2 408. 525 117. 128.7 815. 1006 191. 123.4 1.3 Ext 368

369 3094 1475. 1730 255. 117.3 1475. 1859 384. 126.0 2950. 3589 639. 121.7 2.3 Ext 369

GABITE

S PORTER – W

ingecarrib

ee Tra

nsporta

tion M

odel Te


App4-


7288 370 19490. 18801 -689. 96.5 No Back Link Present 19490. 18801 -689. 96.5 1.0 Ext 370 Out



COUNT 70219. 3429. 73648.

VOLUME 70460. 4179. 74639.

CHANGE 241. 750. 991.

% 100. 122. 101.

CORREL.

COEFF. .999 .995 .998

%RMS 5.49 29.22 6.17

r^2 .997 .990 .997

GEH .2 2.5 .7

GEH <5 <7 <10 <12 >12

# 7 7 7 7 0

% 100.0 100.0 100.0 100.0 .0

Cordon Number : 4

Description : ALL

FORWARD BACK TOTAL


1520 1068 1199. 1169 -30. 97.5 1386. 1044 -342. 75.3 2585. 2213 -372. 85.6 1.5 ASCOT RD 15080030 Jun 02

4065 2542 1243. 1083 -160. 87.1 1244. 1296 52. 104.2 2487. 2379 -108. 95.7 .4 BOARDMAN RD 45020020 Mar 04


4002 2507 231. 313 82. 135.5 234. 333 99. 142.3 465. 646 181. 138.9 1.5 LAVIS RD 45430010 JUL 02

2479 2480 75. 100 25. 133.3 88. 52 -36. 59.1 163. 152 -11. 93.3 .0 MAIRINGER CR 45460010 JUL 02

3562 3563 601. 454 -147. 75.5 618. 405 -213. 65.5 1219. 859 -360. 70.5 2.3 OXLEY DR 15890012 MAY 03

3282 3259 1140. 826 -314. 72.5 960. 895 -65. 93.2 2100. 1721 -379. 82.0 1.8 COLO ST 31320010 JUN 02

1748 1749 1470. 1167 -303. 79.4 1378. 1194 -184. 86.6 2848. 2361 -487. 82.9 1.9 LYELL ST 31640010 JUL 03

3361 3290 1376. 1255 -121. 91.2 1257. 1272 15. 101.2 2633. 2527 -106. 96.0 .4 LYELL ST 31640011 JUL 03

3361 1204 1689. 1464 -225. 86.7 1091. 1258 167. 115.3 2780. 2722 -58. 97.9 .2 OLD BOWRAL RD 31740012 AUG 03

3377 3367 258. 295 37. 114.3 235. 253 18. 107.7 493. 548 55. 111.2 .4 OXFORD ST 31760010 FEB 03

3454 3436 545. 398 -147. 73.0 583. 416 -167. 71.4 1128. 814 -314. 72.2 2.2 OXLEY DR 15890090 JUL 02

3020 3042 315. 237 -78. 75.2 275. 285 10. 103.6 590. 522 -68. 88.5 .6 OXLEY DR 15890060 JUL 02

3273 1497 1074. 1385 311. 129.0 1405. 1440 35. 102.5 2479. 2825 346. 114.0 1.3 PIONEER ST 31810010 FEB 03

1406 1405 332. 321 -11. 96.7 323. 349 26. 108.0 655. 670 15. 102.3 .0 CURROCKBILLY ST 38100010 DEC 03

1443 1419 368. 453 85. 123.1 417. 512 95. 122.8 785. 965 180. 122.9 1.3 MERANIE ST 38170010 DEC 03

2741 2681 276. 203 -73. 73.6 293. 166 -127. 56.7 569. 369 -200. 64.9 1.8 ORIENT ST 39050010 FEB 04

3416 3365 411. 695 284. 169.1 367. 674 307. 183.7 778. 1369 591. 176.0 3.7 WEBB ST 32120010 MAR 06

2957 2958 819. 968 149. 118.2 728. 881 153. 121.0 1547. 1849 302. 119.5 1.5 BONG BONG RD 31200010 JUL 03

2897 3412 821. 777 -44. 94.6 590. 700 110. 118.6 1411. 1477 66. 104.7 .4 OLD SOUTH RD 15870090 DEC 05

1205 4675 1111. 732 -379. 65.9 955. 741 -214. 77.6 2066. 1473 -593. 71.3 2.9 LACKEY RD 33690020 JULY 05

4870 4859 286. 351 65. 122.7 510. 863 353. 169.2 796. 1214 418. 152.5 2.6 RAILWAY ST 33970010 SEP 03

4380 1571 238. 182 -56. 76.5 269. 152 -117. 56.5 507. 334 -173. 65.9 1.9 DOUGLAS RD 33430010 AUG 04

1632 1633 738. 542 -196. 73.4 713. 645 -68. 90.5 1451. 1187 -264. 81.8 1.5 SUTTOR RD 34080013 OCT 03

GABITE

S PORTER – W

ingecarrib

ee Tra

nsporta

tion M

odel Te


App4-

4770 4765 660. 930 270. 140.9 718. 475 -243. 66.2 1378. 1405 27. 102.0 .1 VALETTA ST 34150030 OCT 03

1165 4946 647. 210 -437. 32.5 760. 382 -378. 50.3 1407. 592 -815. 42.1 5.3 WILLOW DR 34220010 DEC 03

5119 5067 337. 273 -64. 81.0 315. 321 6. 101.9 652. 594 -58. 91.1 .6 GOLDEN VALE RD 37040010 FEB 03

1050 6544 413. 344 -69. 83.3 595. 353 -242. 59.3 1008. 697 -311. 69.1 2.2 ERITH ST 18190013 JUNE 03

4312 4068 552. 389 -163. 70.5 563. 487 -76. 86.5 1115. 876 -239. 78.6 1.6 OLD HUME HWY 06450040 Oct 04

4044 4061 705. 618 -87. 87.7 673. 551 -122. 81.9 1378. 1169 -209. 84.8 1.2 MEDWAY RD 03720130 Oct 04






1034 3654 7878. 8365 487. 106.2 7923. 7525 -398. 95.0 15801. 15890 89. 100.6 .2 STATION ST 16150014 OCT 02


1522 2892 2527. 2575 48. 101.9 2253. 2501 248. 111.0 4780. 5076 296. 106.2 .8 OLD SOUTH RD 15870140 FEB 04

3282 3255 2056. 3043 987. 148.0 2237. 3806 1569. 170.1 4293. 6849 2556. 159.5 7.0 RANGE RD 31890010 MAY 03

1462 1476 3644. 2982 -662. 81.8 3308. 2892 -416. 87.4 6952. 5874 -1078. 84.5 2.8 BOWRAL ST 15190020 Apr 03

1033 3659 5178. 5817 639. 112.3 5500. 6106 606. 111.0 10678. 11923 1245. 111.7 2.4 BONG BONG ST 02601005 Oct 02

2374 1297 3029. 2787 -242. 92.0 2948. 2538 -410. 86.1 5977. 5325 -652. 89.1 1.8 CHURCH AV 76350015 Nov 04

2374 2280 1846. 1498 -348. 81.1 1901. 1624 -277. 85.4 3747. 3122 -625. 83.3 2.2 WILSON DR 76350090 Nov 04

4864 1261 2908. 2294 -614. 78.9 2785. 2933 148. 105.3 5693. 5227 -466. 91.8 1.3 WAITE ST 03720010 Nov 02

2397 4770 2212. 2646 434. 119.6 1351. 1883 532. 139.4 3563. 4529 966. 127.1 3.1 ELIZABETH ST 33450030 AUG 02

3087 3088 1388. 812 -576. 58.5 1634. 1573 -61. 96.3 3022. 2385 -637. 78.9 2.5 THROSBY ST 34110011 NOV 03

7054 3947 1577. 839 -738. 53.2 1615. 872 -743. 54.0 3192. 1711 -1481. 53.6 6.1 EMILY CCT 45060030 SEP 03



COUNT 60914. 59554. 120468.

VOLUME 59771. 60429. 120200.

CHANGE -1143. 875. -268.

% 98. 101. 100.

CORREL.

COEFF. .975 .968 .975

%RMS 27.26 29.56 26.53

r^2 .950 .938 .951

GEH 1.0 .7 .2

GEH <5 <7 <10 <12 >12

# 44 46 47 47 0

% 93.6 97.9 100.0 100.0 .0


GABITE

S PORTER – W

ingecarrib

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nsporta

tion M

odel Te


App4-

24Hr Screenlines 24hr Model Factored Using AMP, INP & SHP

+----------------------------------------------+


| TRACKS +--------------------------+ TRACKS |





| RACKS TR| Date run : 05-Nov-08 |RACKS TR |



| S TRACKS+--------------------------+S TRACKS |


+----------------------------------------------+

+----------------------------------------------+


| Gabites Porter |


+----------------------------------------------+

Build Date : 30/04/08 01:30





CSV Output File : "WA06NL.CSV"

Cordon Data File : "WF06CD.000"

Loaded Network : "WA06NL.000" *WINGECARRIBEE AM - 2006 LUSE-2006


Cordon Number : 1

Description : ALL below 3000vpd (NB/EB first)

FORWARD BACK TOTAL


GABITE

S PORTER – W

ingecarrib

ee Tra

nsporta

tion M

odel Te


App4-

1520 1068 1199. 1027 -172. 85.7 1386. 1040 -346. 75.0 2585. 2067 -518. 80.0 2.1 ASCOT RD 15080030 Jun 02

4065 2542 1243. 1038 -205. 83.5 1244. 1309 65. 105.2 2487. 2347 -140. 94.4 .6 BOARDMAN RD 45020020 Mar 04


4002 2507 231. 282 51. 122.1 234. 329 95. 140.6 465. 611 146. 131.4 1.3 LAVIS RD 45430010 JUL 02

2479 2480 75. 89 14. 118.7 88. 51 -37. 58.0 163. 140 -23. 85.9 .4 MAIRINGER CR 45460010 JUL 02

3562 3563 601. 382 -219. 63.6 618. 389 -229. 62.9 1219. 771 -448. 63.2 2.8 OXLEY DR 15890012 MAY 03

3282 3259 1140. 685 -455. 60.1 960. 892 -68. 92.9 2100. 1577 -523. 75.1 2.5 COLO ST 31320010 JUN 02

1748 1749 1470. 1170 -300. 79.6 1378. 1141 -237. 82.8 2848. 2311 -537. 81.1 2.1 LYELL ST 31640010 JUL 03

3361 3290 1376. 1194 -182. 86.8 1257. 1301 44. 103.5 2633. 2495 -138. 94.8 .6 LYELL ST 31640011 JUL 03

3361 1204 1689. 1487 -202. 88.0 1091. 1603 512. 146.9 2780. 3090 310. 111.2 1.2 OLD BOWRAL RD 31740012 AUG 03

3377 3367 258. 292 34. 113.2 235. 210 -25. 89.4 493. 502 9. 101.8 .0 OXFORD ST 31760010 FEB 03

3454 3436 545. 383 -162. 70.3 583. 345 -238. 59.2 1128. 728 -400. 64.5 2.7 OXLEY DR 15890090 JUL 02

3020 3042 315. 214 -101. 67.9 275. 259 -16. 94.2 590. 473 -117. 80.2 1.1 OXLEY DR 15890060 JUL 02

3273 1497 1074. 1602 528. 149.2 1405. 1588 183. 113.0 2479. 3190 711. 128.7 2.7 PIONEER ST 31810010 FEB 03

1406 1405 332. 270 -62. 81.3 323. 342 19. 105.9 655. 612 -43. 93.4 .4 CURROCKBILLY ST 38100010 DEC 03

1443 1419 368. 384 16. 104.3 417. 510 93. 122.3 785. 894 109. 113.9 .9 MERANIE ST 38170010 DEC 03

2741 2681 276. 260 -16. 94.2 293. 143 -150. 48.8 569. 403 -166. 70.8 1.6 ORIENT ST 39050010 FEB 04

3416 3365 411. 667 256. 162.3 367. 574 207. 156.4 778. 1241 463. 159.5 2.9 WEBB ST 32120010 MAR 06

2957 2958 819. 1009 190. 123.2 728. 734 6. 100.8 1547. 1743 196. 112.7 1.0 BONG BONG RD 31200010 JUL 03

2897 3412 821. 981 160. 119.5 590. 761 171. 129.0 1411. 1742 331. 123.5 1.7 OLD SOUTH RD 15870090 DEC 05

1205 4675 1111. 699 -412. 62.9 955. 723 -232. 75.7 2066. 1422 -644. 68.8 3.2 LACKEY RD 33690020 JULY 05

4870 4859 286. 274 -12. 95.8 510. 912 402. 178.8 796. 1186 390. 149.0 2.5 RAILWAY ST 33970010 SEP 03

4380 1571 238. 168 -70. 70.6 269. 121 -148. 45.0 507. 289 -218. 57.0 2.2 DOUGLAS RD 33430010 AUG 04

1632 1633 738. 470 -268. 63.7 713. 613 -100. 86.0 1451. 1083 -368. 74.6 2.1 SUTTOR RD 34080013 OCT 03

4770 4765 660. 1004 344. 152.1 718. 558 -160. 77.7 1378. 1562 184. 113.4 1.0 VALETTA ST 34150030 OCT 03

1165 4946 647. 214 -433. 33.1 760. 330 -430. 43.4 1407. 544 -863. 38.7 5.7 WILLOW DR 34220010 DEC 03


1050 6544 413. 356 -57. 86.2 595. 342 -253. 57.5 1008. 698 -310. 69.2 2.2 ERITH ST 18190013 JUNE 03

4312 4068 552. 412 -140. 74.6 563. 460 -103. 81.7 1115. 872 -243. 78.2 1.6 OLD HUME HWY 06450040 Oct 04

4044 4061 705. 526 -179. 74.6 673. 532 -141. 79.0 1378. 1058 -320. 76.8 1.8 MEDWAY RD 03720130 Oct 04




5509 5438 49. 51 2. 104.1 56. 56 0. 100.0 105. 107 2. 101.9 .0 CANYONLEIGH RD 21020100 JUN 03



COUNT 22510. 22079. 44589.

VOLUME 20376. 20500. 40876.

CHANGE -2134. -1579. -3713.

% 91. 93. 92.

CORREL.

COEFF. .877 .885 .912

%RMS 32.89 31.06 27.14

r^2 .769 .783 .832

GEH 2.9 2.2 3.7

GEH <5 <7 <10 <12 >12

GABITE

S PORTER – W

ingecarrib

ee Tra

nsporta

tion M

odel Te


App4-

# 33 34 34 34 0

% 97.1 100.0 100.0 100.0 .0

Cordon Number : 2

Description : ALL above 3000vpd (NB/EB first)

FORWARD BACK TOTAL



1034 3654 7878. 8669 791. 110.0 7923. 8174 251. 103.2 15801. 16843 1042. 106.6 1.6 STATION ST 16150014 OCT 02


1522 2892 2527. 2581 54. 102.1 2253. 2222 -31. 98.6 4780. 4803 23. 100.5 .1 OLD SOUTH RD 15870140 FEB 04

3282 3255 2056. 3039 983. 147.8 2237. 3236 999. 144.7 4293. 6275 1982. 146.2 5.6 RANGE RD 31890010 MAY 03

1462 1476 3644. 3002 -642. 82.4 3308. 3013 -295. 91.1 6952. 6015 -937. 86.5 2.4 BOWRAL ST 15190020 Apr 03

1033 3659 5178. 6440 1262. 124.4 5500. 6039 539. 109.8 10678. 12479 1801. 116.9 3.4 BONG BONG ST 02601005 Oct 02

2374 1297 3029. 3039 10. 100.3 2948. 2335 -613. 79.2 5977. 5374 -603. 89.9 1.7 CHURCH AV 76350015 Nov 04

2374 2280 1846. 1386 -460. 75.1 1901. 1754 -147. 92.3 3747. 3140 -607. 83.8 2.2 WILSON DR 76350090 Nov 04

4864 1261 2908. 2474 -434. 85.1 2785. 3054 269. 109.7 5693. 5528 -165. 97.1 .5 WAITE ST 03720010 Nov 02

2397 4770 2212. 2782 570. 125.8 1351. 2029 678. 150.2 3563. 4811 1248. 135.0 3.9 ELIZABETH ST 33450030 AUG 02

3087 3088 1388. 834 -554. 60.1 1634. 1538 -96. 94.1 3022. 2372 -650. 78.5 2.6 THROSBY ST 34110011 NOV 03

7054 3947 1577. 746 -831. 47.3 1615. 836 -779. 51.8 3192. 1582 -1610. 49.6 6.8 EMILY CCT 45060030 SEP 03



COUNT 38404. 37475. 75879.

VOLUME 40143. 39514. 79657.

CHANGE 1739. 2039. 3778.

% 105. 105. 105.

CORREL.

COEFF. .961 .962 .965

%RMS 23.64 19.68 20.53

r^2 .923 .926 .930

GEH 1.8 2.1 2.8

GEH <5 <7 <10 <12 >12

# 11 13 13 13 0

% 84.6 100.0 100.0 100.0 .0

Cordon Number : 3

Description : EXTERNALS

FORWARD BACK TOTAL



6586 365 13678. 14497 819. 106.0 No Back Link Present 13678. 14497 819. 106.0 1.4 Ext 365 Out

367 7557 1471. 2150 679. 146.2 1546. 1793 247. 116.0 3017. 3943 926. 130.7 3.2 Ext 367

368 5260 407. 479 72. 117.7 408. 560 152. 137.3 815. 1039 224. 127.5 1.6 Ext 368

GABITE

S PORTER – W

ingecarrib

ee Tra

nsporta

tion M

odel Te


App4-

369 3094 1475. 1712 237. 116.1 1475. 1967 492. 133.4 2950. 3679 729. 124.7 2.6 Ext 369

370 7302 20673. 18263 -2410. 88.3 No Back Link Present 20673. 18263 -2410. 88.3 3.5 Ext 370 In

7288 370 19490. 19326 -164. 99.2 No Back Link Present 19490. 19326 -164. 99.2 .2 Ext 370 Out



COUNT 70219. 3429. 73648.

VOLUME 69333. 4320. 73653.

CHANGE -886. 891. 5.

% 99. 126. 100.

CORREL.

COEFF. .994 .986 .994

%RMS 10.80 35.33 10.95

r^2 .989 .972 .987

GEH .7 3.0 .0

GEH <5 <7 <10 <12 >12

# 7 7 7 7 0

% 100.0 100.0 100.0 100.0 .0

Cordon Number : 4

Description : ALL

FORWARD BACK TOTAL


1520 1068 1199. 1027 -172. 85.7 1386. 1040 -346. 75.0 2585. 2067 -518. 80.0 2.1 ASCOT RD 15080030 Jun 02

4065 2542 1243. 1038 -205. 83.5 1244. 1309 65. 105.2 2487. 2347 -140. 94.4 .6 BOARDMAN RD 45020020 Mar 04


4002 2507 231. 282 51. 122.1 234. 329 95. 140.6 465. 611 146. 131.4 1.3 LAVIS RD 45430010 JUL 02

2479 2480 75. 89 14. 118.7 88. 51 -37. 58.0 163. 140 -23. 85.9 .4 MAIRINGER CR 45460010 JUL 02

3562 3563 601. 382 -219. 63.6 618. 389 -229. 62.9 1219. 771 -448. 63.2 2.8 OXLEY DR 15890012 MAY 03

3282 3259 1140. 685 -455. 60.1 960. 892 -68. 92.9 2100. 1577 -523. 75.1 2.5 COLO ST 31320010 JUN 02

1748 1749 1470. 1170 -300. 79.6 1378. 1141 -237. 82.8 2848. 2311 -537. 81.1 2.1 LYELL ST 31640010 JUL 03

3361 3290 1376. 1194 -182. 86.8 1257. 1301 44. 103.5 2633. 2495 -138. 94.8 .6 LYELL ST 31640011 JUL 03

3361 1204 1689. 1487 -202. 88.0 1091. 1603 512. 146.9 2780. 3090 310. 111.2 1.2 OLD BOWRAL RD 31740012 AUG 03

3377 3367 258. 292 34. 113.2 235. 210 -25. 89.4 493. 502 9. 101.8 .0 OXFORD ST 31760010 FEB 03

3454 3436 545. 383 -162. 70.3 583. 345 -238. 59.2 1128. 728 -400. 64.5 2.7 OXLEY DR 15890090 JUL 02

3020 3042 315. 214 -101. 67.9 275. 259 -16. 94.2 590. 473 -117. 80.2 1.1 OXLEY DR 15890060 JUL 02

3273 1497 1074. 1602 528. 149.2 1405. 1588 183. 113.0 2479. 3190 711. 128.7 2.7 PIONEER ST 31810010 FEB 03

1406 1405 332. 270 -62. 81.3 323. 342 19. 105.9 655. 612 -43. 93.4 .4 CURROCKBILLY ST 38100010 DEC 03

1443 1419 368. 384 16. 104.3 417. 510 93. 122.3 785. 894 109. 113.9 .9 MERANIE ST 38170010 DEC 03

2741 2681 276. 260 -16. 94.2 293. 143 -150. 48.8 569. 403 -166. 70.8 1.6 ORIENT ST 39050010 FEB 04

3416 3365 411. 667 256. 162.3 367. 574 207. 156.4 778. 1241 463. 159.5 2.9 WEBB ST 32120010 MAR 06

2957 2958 819. 1009 190. 123.2 728. 734 6. 100.8 1547. 1743 196. 112.7 1.0 BONG BONG RD 31200010 JUL 03

2897 3412 821. 981 160. 119.5 590. 761 171. 129.0 1411. 1742 331. 123.5 1.7 OLD SOUTH RD 15870090 DEC 05

1205 4675 1111. 699 -412. 62.9 955. 723 -232. 75.7 2066. 1422 -644. 68.8 3.2 LACKEY RD 33690020 JULY 05

4870 4859 286. 274 -12. 95.8 510. 912 402. 178.8 796. 1186 390. 149.0 2.5 RAILWAY ST 33970010 SEP 03

4380 1571 238. 168 -70. 70.6 269. 121 -148. 45.0 507. 289 -218. 57.0 2.2 DOUGLAS RD 33430010 AUG 04

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1632 1633 738. 470 -268. 63.7 713. 613 -100. 86.0 1451. 1083 -368. 74.6 2.1 SUTTOR RD 34080013 OCT 03

4770 4765 660. 1004 344. 152.1 718. 558 -160. 77.7 1378. 1562 184. 113.4 1.0 VALETTA ST 34150030 OCT 03

1165 4946 647. 214 -433. 33.1 760. 330 -430. 43.4 1407. 544 -863. 38.7 5.7 WILLOW DR 34220010 DEC 03


1050 6544 413. 356 -57. 86.2 595. 342 -253. 57.5 1008. 698 -310. 69.2 2.2 ERITH ST 18190013 JUNE 03

4312 4068 552. 412 -140. 74.6 563. 460 -103. 81.7 1115. 872 -243. 78.2 1.6 OLD HUME HWY 06450040 Oct 04

4044 4061 705. 526 -179. 74.6 673. 532 -141. 79.0 1378. 1058 -320. 76.8 1.8 MEDWAY RD 03720130 Oct 04




5509 5438 49. 51 2. 104.1 56. 56 0. 100.0 105. 107 2. 101.9 .0 CANYONLEIGH RD 21020100 JUN 03


1034 3654 7878. 8669 791. 110.0 7923. 8174 251. 103.2 15801. 16843 1042. 106.6 1.6 STATION ST 16150014 OCT 02


1522 2892 2527. 2581 54. 102.1 2253. 2222 -31. 98.6 4780. 4803 23. 100.5 .1 OLD SOUTH RD 15870140 FEB 04

3282 3255 2056. 3039 983. 147.8 2237. 3236 999. 144.7 4293. 6275 1982. 146.2 5.6 RANGE RD 31890010 MAY 03

1462 1476 3644. 3002 -642. 82.4 3308. 3013 -295. 91.1 6952. 6015 -937. 86.5 2.4 BOWRAL ST 15190020 Apr 03

1033 3659 5178. 6440 1262. 124.4 5500. 6039 539. 109.8 10678. 12479 1801. 116.9 3.4 BONG BONG ST 02601005 Oct 02

2374 1297 3029. 3039 10. 100.3 2948. 2335 -613. 79.2 5977. 5374 -603. 89.9 1.7 CHURCH AV 76350015 Nov 04

2374 2280 1846. 1386 -460. 75.1 1901. 1754 -147. 92.3 3747. 3140 -607. 83.8 2.2 WILSON DR 76350090 Nov 04

4864 1261 2908. 2474 -434. 85.1 2785. 3054 269. 109.7 5693. 5528 -165. 97.1 .5 WAITE ST 03720010 Nov 02

2397 4770 2212. 2782 570. 125.8 1351. 2029 678. 150.2 3563. 4811 1248. 135.0 3.9 ELIZABETH ST 33450030 AUG 02

3087 3088 1388. 834 -554. 60.1 1634. 1538 -96. 94.1 3022. 2372 -650. 78.5 2.6 THROSBY ST 34110011 NOV 03

7054 3947 1577. 746 -831. 47.3 1615. 836 -779. 51.8 3192. 1582 -1610. 49.6 6.8 EMILY CCT 45060030 SEP 03



COUNT 60914. 59554. 120468.

VOLUME 60519. 60014. 120533.

CHANGE -395. 460. 65.

% 99. 101. 100.

CORREL.

COEFF. .974 .977 .979

%RMS 30.98 26.55 26.62

r^2 .948 .955 .959

GEH .3 .4 .0

GEH <5 <7 <10 <12 >12

# 44 47 47 47 0

% 93.6 100.0 100.0 100.0 .0


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APPENDIX 5

AM PEAK INTERSECTION MOVEMENT +-------------------------------------------------------------------------------------------+

| TRACKS - 25-Jun-08 @ 08:36:58 Gabites Porter |

| Christchurch, N.Z. |

+-------------------------------------------------------------------------------------------+

+----------------------------------------------+


| TRACKS +--------------------------+ TRACKS |


| KS TRACK| Program : TURNON |KS TRACK |






| S TRACKS+--------------------------+S TRACKS |


+----------------------------------------------+

+----------------------------------------------+


| Gabites Porter |


+----------------------------------------------+

Build Date : 19/12/06 01:30


Loaded Network : WM06NL.000

Intersection Number : 1

Description : Wilson Dr - Church Ave

Number of incoming links : 3

Count Factor : 1.0000

Volume Factor : 1.0000

2374 | 1297 | 2280 | 2375 |

-----+-----------+-----------+-----------+------------

1297 | 0 0| 58 59| 69 60|Church Ave East

2280 | 191 146| 0 0| 27 39|Wilson Dr

2375 | 167 177| 21 24| 0 0|Church Ave West

Correlation Coefficient : .980

% RMS : 22.326

Node In Out

Count Volume %Change Count Volume %Change

----------+------------------------+------------------------+

1297-2374| 127 119 93.7 | 358 323 90.2 |

2280-2374| 218 185 84.9 | 79 83 105.1 |

2375-2374| 188 201 106.9 | 96 99 103.1 |

In Out Both

Correlation Coefficient : .998 .994 .999


Description : Hume Hwy - Church Ave (To Sydney)




1341 | 1340 | 1345 | 7271 | 2402 |

-----+-----------+-----------+-----------+-----------+------------

1340 | 0 0| 15 4| 0 0| 83 88|Hume Hwy Sth

1345 | 0 0| 0 0| 16 13| 36 32|Church Ave East

7271 | 0 0| 0 0| 0 0| 0 0|Hume Hwy Nth

2402 | 0 0| 325 281| 81 54| 0 0|Church Ave West

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% RMS : 16.940

Node In Out


----------+------------------------+------------------------+

1340-1341| 98 92 93.9 | 0 0 .0 |

1345-1341| 52 45 86.5 | 340 285 83.8 |

7271-1341| 0 0 .0 | 97 67 69.1 |

2402-1341| 406 335 82.5 | 119 120 100.8 |

In Out Both

Correlation Coefficient : .999 1.000 .997


Description : Hume Hwy - Church Ave (From Sydney)




1345 | 1344 | 1330 | 7272 | 1341 |

-----+-----------+-----------+-----------+-----------+------------

1344 | 0 0| 0 0| 0 0| 0 0|Hume Hwy Sth

1330 | 69 58| 0 0| 0 0| 39 23|Church Ave East

7272 | 0 0| 5 3| 0 0| 18 22|Hume Hwy Nth

1341 | 313 274| 25 11| 0 0| 0 0|Church Ave West


% RMS : 10.223

Node In Out


----------+------------------------+------------------------+

1344-1345| 0 0 .0 | 382 332 86.9 |

1330-1345| 108 81 75.0 | 30 14 46.7 |

7272-1345| 23 25 108.7 | 0 0 .0 |

1341-1345| 338 285 84.3 | 57 45 78.9 |

In Out Both



Description : Illawarra Hwy - Arthur St




4846 | 1268 | 2400 | 1285 |

-----+-----------+-----------+-----------+------------

1268 | 0 0| 22 22| 38 24|Arthur St

2400 | 66 97| 0 0| 636 614|Illawarra Hwy East

1285 | 43 35| 794 785| 0 0|Illawarra Hwy West


% RMS : 3.279

Node In Out


----------+------------------------+------------------------+

1268-4846| 60 46 76.7 | 109 132 121.1 |

2400-4846| 702 711 101.3 | 816 807 98.9 |

1285-4846| 837 820 98.0 | 674 638 94.7 |

In Out Both

Correlation Coefficient : 1.000 1.000 .999


Description : Illawarra Hwy - Valetta St


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4755 | 1047 | 1132 | 4767 |

-----+-----------+-----------+-----------+------------

1047 | 0 0| 9 14| 56 45|Valetta St



Correlation Coefficient : 1.000

% RMS : 2.471

Node In Out


----------+------------------------+------------------------+

1047-4755| 65 59 90.8 | 30 66 220.0 |

1132-4755| 693 729 105.2 | 641 620 96.7 |

4767-4755| 648 622 96.0 | 735 724 98.5 |

In Out Both

Correlation Coefficient : 1.000 .999 .999


Description : RAB Argyle Rd - Illawarra Hwy - Suttor Rd




4734 | 4761 | 4735 | 1098 | 4739 |

-----+-----------+-----------+-----------+-----------+------------

4761 | 0 0| 257 192| 45 54| 126 118|Illawarra Hwy East

4735 | 147 134| 0 0| 5 9| 431 498|Argyle Rd

1098 | 28 44| 11 11| 0 0| 89 89|Suttor Rd

4739 | 110 120| 398 419| 58 67| 0 0|Illawarra Hwy West


% RMS : 5.505

Node In Out


----------+------------------------+------------------------+

4761-4734| 428 364 85.0 | 285 298 104.6 |

4735-4734| 583 641 109.9 | 666 622 93.4 |

1098-4734| 128 144 112.5 | 108 130 120.4 |

4739-4734| 566 606 107.1 | 646 705 109.1 |

In Out Both



Description : Suttor Rd - Argyle Rd




1633 | 1767 | 7427 | 1632 |

-----+-----------+-----------+-----------+------------

1767 | 0 0| 654 651| 4 1|Argyle Rd Sth

7427 | 620 633| 0 0| 62 79|Argyle Rd Nth

1632 | 1 1| 60 64| 0 0|Suttor Rd


% RMS : .708

Node In Out


----------+------------------------+------------------------+

1767-1633| 658 652 99.1 | 621 634 102.1 |

7427-1633| 682 712 104.4 | 714 715 100.1 |

1632-1633| 61 65 106.6 | 66 80 121.2 |

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In Out Both

Correlation Coefficient : 1.000 1.000 1.000


Description : White St - Illawarra Hwy




4829 | 2400 | 4831 | 2399 |

-----+-----------+-----------+-----------+------------

2400 | 0 0| 179 225| 585 587|Illawarra Hwy Sth

4831 | 166 90| 0 0| 85 62|White St

2399 | 589 629| 82 57| 0 0|Illawarra Hwy Nth


% RMS : 2.702

Node In Out


----------+------------------------+------------------------+

2400-4829| 764 812 106.3 | 755 719 95.2 |

4831-4829| 251 152 60.6 | 261 282 108.0 |

2399-4829| 671 686 102.2 | 670 649 96.9 |

In Out Both

Correlation Coefficient : .999 .995 1.000


Description : Lackey Rd - Illawarra Hwy




4855 | 1285 | 1264 | 4859 |

-----+-----------+-----------+-----------+------------


1264 | 178 191| 0 0| 14 30|Lackey Rd



% RMS : 1.284

Node In Out


----------+------------------------+------------------------+

1285-4855| 663 637 96.1 | 837 822 98.2 |

1264-4855| 192 221 115.1 | 210 233 111.0 |

4859-4855| 709 722 101.8 | 517 525 101.5 |

In Out Both

Correlation Coefficient : .999 .999 1.000


Description : Railway St - Illawarra Hwy




4859 | 4870 | 4855 | 1265 |

-----+-----------+-----------+-----------+------------

4870 | 0 0| 7 16| 10 4|Railway St




% RMS : .289

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Node In Out


----------+------------------------+------------------------+

4870-4859| 17 20 117.6 | 50 41 82.0 |

4855-4859| 523 525 100.4 | 711 722 101.5 |

1265-4859| 721 714 99.0 | 500 496 99.2 |

In Out Both

Correlation Coefficient : 1.000 1.000 1.000


Description : Illawarra Hwy - Waite St




4864 | 1265 | 1261 | 1124 |

-----+-----------+-----------+-----------+------------


1261 | 186 180| 0 0| 40 62|Waite St



% RMS : .620

Node In Out


----------+------------------------+------------------------+

1265-4864| 477 480 100.6 | 723 713 98.6 |

1261-4864| 226 242 107.1 | 240 234 97.5 |

1124-4864| 604 609 100.8 | 344 384 111.6 |

In Out Both



Description : Yarrawa Rd - Illawarra Hwy




4916 | 4931 | 1286 | 1700 | 1283 |

-----+-----------+-----------+-----------+-----------+------------

4931 | 0 0| 8 23| 4 2| 1 3|Yarrawa Rd Sth


1700 | 3 2| 135 121| 0 0| 12 6|Yarrawa Rd Nth



% RMS : 1.194

Node In Out


----------+------------------------+------------------------+

4931-4916| 13 28 215.4 | 15 12 80.0 |

1286-4916| 309 352 113.9 | 609 591 97.0 |

1700-4916| 150 129 86.0 | 49 53 108.2 |

1283-4916| 474 456 96.2 | 273 309 113.2 |

In Out Both



Description : Parkes Rd - Lackey Rd




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4675 | 1205 | 4632 | 1179 |

-----+-----------+-----------+-----------+------------

1205 | 0 0| 52 74| 32 10|Lackey Rd Sth

4632 | 44 74| 0 0| 2 2|Lackey Rd Nth

1179 | 49 24| 5 4| 0 0|Parkes Rd


% RMS : .837

Node In Out


----------+------------------------+------------------------+

1205-4675| 84 84 100.0 | 93 98 105.4 |

4632-4675| 46 76 165.2 | 57 78 136.8 |

1179-4675| 54 28 51.9 | 34 12 35.3 |

In Out Both



Description : Douglas Rd - Berrima Rd




4380 | 4415 | 1571 | 4379 |

-----+-----------+-----------+-----------+------------

4415 | 0 0| 3 2| 88 105|Berrima Rd Sth

1571 | 1 2| 0 0| 10 17|Douglas Rd

4379 | 143 163| 32 29| 0 0|Berrima Rd Nth


% RMS : .450

Node In Out


----------+------------------------+------------------------+

4415-4380| 91 107 117.6 | 144 165 114.6 |

1571-4380| 11 19 172.7 | 35 31 88.6 |

4379-4380| 175 192 109.7 | 98 122 124.5 |

In Out Both


TURNON terminated successfully

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SH PEAK INTERSECTION MOVEMENT

+-------------------------------------------------------------------------------------------+

| TRACKS - 31-Oct-08 @ 16:46:13 Gabites Porter |


+-------------------------------------------------------------------------------------------+

+----------------------------------------------+


| TRACKS +--------------------------+ TRACKS |





| RACKS TR| Date run : 31-Oct-08 |RACKS TR |



| S TRACKS+--------------------------+S TRACKS |


+----------------------------------------------+

+----------------------------------------------+


| Gabites Porter |


+----------------------------------------------+

Build Date : 30/04/08 01:30


Loaded Network : WS06NL.000


Description : Holly Rd - Moss Vale Rd




4048 | 4106 | 2481 | 4049 |

-----+-----------+-----------+-----------+------------

4106 | 0 0| 462 463| 16 2|Moss Vale Rd Sth

2481 | 558 427| 0 0| 15 0|Moss Vale Rd Nth

4049 | 15 1| 16 0| 0 0|Holly Rd


% RMS : 30.402

Node In Out


----------+------------------------+------------------------+

4106-4048| 478 465 97.3 | 573 428 74.7 |

2481-4048| 573 427 74.5 | 478 463 96.9 |

4049-4048| 31 1 3.2 | 31 2 6.5 |

In Out Both



Description : Wilson Dr - Church Ave 3:30-4:30PM




2374 | 1297 | 2280 | 2375 |

-----+-----------+-----------+-----------+------------

1297 | 0 0| 174 125| 105 127|Church Ave East

2280 | 105 119| 0 0| 28 27|Wilson Dr

2375 | 77 116| 30 27| 0 0|Church Ave West


% RMS : 10.390

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Node In Out


----------+------------------------+------------------------+

1297-2374| 279 252 90.3 | 182 235 129.1 |

2280-2374| 133 146 109.8 | 204 152 74.5 |

2375-2374| 107 143 133.6 | 133 154 115.8 |

In Out Both



Description : Hume Hwy - Church Ave (To Sydney) 3:30-4:30PM




1341 | 1340 | 1345 | 7271 | 2402 |

-----+-----------+-----------+-----------+-----------+------------

1340 | 0 0| 43 9| 0 0| 247 224|Hume Hwy Sth

1345 | 0 0| 0 0| 12 7| 44 34|Church Ave East

7271 | 0 0| 0 0| 0 0| 0 0|Hume Hwy Nth

2402 | 0 0| 129 206| 25 33| 0 0|Church Ave West


% RMS : 14.564

Node In Out


----------+------------------------+------------------------+

1340-1341| 290 233 80.3 | 0 0 .0 |

1345-1341| 56 41 73.2 | 172 215 125.0 |

7271-1341| 0 0 .0 | 37 40 108.1 |

2402-1341| 154 239 155.2 | 291 258 88.7 |

In Out Both



Description : Hume Hwy - Church Ave (From Sydney) 3:30-4:30PM




1345 | 1344 | 1330 | 7272 | 1341 |

-----+-----------+-----------+-----------+-----------+------------

1344 | 0 0| 0 0| 0 0| 0 0|Hume Hwy Sth

1330 | 24 30| 0 0| 0 0| 26 13|Church Ave East

7272 | 0 0| 4 6| 0 0| 30 27|Hume Hwy Nth

1341 | 124 195| 46 21| 0 0| 0 0|Church Ave West


% RMS : 11.283

Node In Out


----------+------------------------+------------------------+

1344-1345| 0 0 .0 | 148 225 152.0 |

1330-1345| 50 43 86.0 | 50 27 54.0 |

7272-1345| 34 33 97.1 | 0 0 .0 |

1341-1345| 170 216 127.1 | 56 40 71.4 |

In Out Both



Description : Illawarra Hwy - Arthur St 3:30-4:30PM




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4846 | 1268 | 2400 | 1285 |

-----+-----------+-----------+-----------+------------

1268 | 0 0| 28 12| 41 4|Arthur St




% RMS : 7.220

Node In Out


----------+------------------------+------------------------+

1268-4846| 69 16 23.2 | 156 140 89.7 |

2400-4846| 900 909 101.0 | 813 910 111.9 |

1285-4846| 836 925 110.6 | 836 800 95.7 |

In Out Both



Description : Illawarra Hwy - Valetta St 3:30-4:30PM




4755 | 1047 | 1132 | 4767 |

-----+-----------+-----------+-----------+------------

1047 | 0 0| 8 9| 43 63|Valetta St




% RMS : 3.711

Node In Out


----------+------------------------+------------------------+

1047-4755| 51 72 141.2 | 96 69 71.9 |

1132-4755| 664 606 91.3 | 628 649 103.3 |

4767-4755| 697 679 97.4 | 688 639 92.9 |

In Out Both



Description : RAB Argyle Rd - Illawarra Hwy - Suttor Rd 3:30-4:30PM




4734 | 4761 | 4735 | 1098 | 4739 |

-----+-----------+-----------+-----------+-----------+------------


4735 | 116 120| 0 0| 6 8| 474 402|Argyle Rd

1098 | 47 28| 9 7| 0 0| 52 57|Suttor Rd



% RMS : 4.951

Node In Out


----------+------------------------+------------------------+

4761-4734| 340 321 94.4 | 287 333 116.0 |

4735-4734| 596 530 88.9 | 581 541 93.1 |

1098-4734| 108 92 85.2 | 99 105 106.1 |

4739-4734| 563 621 110.3 | 640 585 91.4 |

In Out Both

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Description : Bessemer St - Main St - old Hume Hwy




3212 | 1322 | 3245 | 1753 | 1750 |

-----+-----------+-----------+-----------+-----------+------------

1322 | 0 0| 54 35| 12 16| 46 31|Bessemer St Sth

3245 | 78 34| 0 0| 5 1| 277 217|Old Hume Hwy East

1753 | 51 30| 12 0| 0 0| 25 17|Bessemer St Nth

1750 | 52 23| 269 197| 10 10| 0 0|Old Hume Hwy West


% RMS : 4.862

Node In Out


----------+------------------------+------------------------+

1322-3212| 112 82 73.2 | 181 87 48.1 |

3245-3212| 360 252 70.0 | 335 232 69.3 |

1753-3212| 88 47 53.4 | 27 27 100.0 |

1750-3212| 331 230 69.5 | 348 265 76.1 |

In Out Both







1633 | 1767 | 7427 | 1632 |

-----+-----------+-----------+-----------+------------

1767 | 0 0| 549 510| 3 0|Argyle Rd Sth

7427 | 537 505| 0 0| 52 35|Argyle Rd Nth

1632 | 1 0| 70 35| 0 0|Suttor Rd


% RMS : 1.683

Node In Out


----------+------------------------+------------------------+

1767-1633| 552 510 92.4 | 538 505 93.9 |

7427-1633| 589 540 91.7 | 619 545 88.0 |

1632-1633| 71 35 49.3 | 55 35 63.6 |

In Out Both







4829 | 2400 | 4831 | 2399 |

-----+-----------+-----------+-----------+------------


4831 | 222 216| 0 0| 110 73|White St



% RMS : 1.660

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Node In Out


----------+------------------------+------------------------+

2400-4829| 830 918 110.6 | 900 911 101.2 |

4831-4829| 332 289 87.0 | 292 349 119.5 |

2399-4829| 756 787 104.1 | 726 734 101.1 |

In Out Both







4855 | 1285 | 1264 | 4859 |

-----+-----------+-----------+-----------+------------


1264 | 187 213| 0 0| 4 8|Lackey Rd



% RMS : 1.451

Node In Out


----------+------------------------+------------------------+

1285-4855| 836 797 95.3 | 840 921 109.6 |

1264-4855| 191 221 115.7 | 205 225 109.8 |

4859-4855| 743 813 109.4 | 725 685 94.5 |

In Out Both







4859 | 4870 | 4855 | 1265 |

-----+-----------+-----------+-----------+------------

4870 | 0 0| 10 6| 5 2|Railway St




% RMS : 1.567

Node In Out


----------+------------------------+------------------------+

4870-4859| 15 8 53.3 | 86 72 83.7 |

4855-4859| 725 686 94.6 | 743 813 109.4 |

1265-4859| 769 819 106.5 | 680 628 92.4 |

In Out Both







4864 | 1265 | 1261 | 1124 |

-----+-----------+-----------+-----------+------------

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1261 | 161 171| 0 0| 113 106|Waite St



% RMS : 1.954

Node In Out


----------+------------------------+------------------------+

1265-4864| 674 620 92.0 | 682 808 118.5 |

1261-4864| 274 277 101.1 | 322 255 79.2 |

1124-4864| 608 706 116.1 | 552 540 97.8 |

In Out Both







4916 | 4931 | 1286 | 1700 | 1283 |

-----+-----------+-----------+-----------+-----------+------------

4931 | 0 0| 11 9| 3 2| 2 2|Yarrawa Rd Sth


1700 | 6 2| 71 72| 0 0| 17 9|Yarrawa Rd Nth



% RMS : 1.833

Node In Out


----------+------------------------+------------------------+

4931-4916| 16 13 81.3 | 24 20 83.3 |

1286-4916| 475 543 114.3 | 543 612 112.7 |

1700-4916| 94 83 88.3 | 60 72 120.0 |

1283-4916| 472 542 114.8 | 430 477 110.9 |

In Out Both

Correlation Coefficient : 1.000 .999 1.000






4675 | 1205 | 4632 | 1179 |

-----+-----------+-----------+-----------+------------

1205 | 0 0| 42 43| 42 19|Lackey Rd Sth

4632 | 60 39| 0 0| 5 1|Lackey Rd Nth

1179 | 22 13| 4 1| 0 0|Parkes Rd


% RMS : .466

Node In Out


----------+------------------------+------------------------+

1205-4675| 84 62 73.8 | 82 52 63.4 |

4632-4675| 65 40 61.5 | 46 44 95.7 |

1179-4675| 26 14 53.8 | 47 20 42.6 |

In Out Both


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4380 | 4415 | 1571 | 4379 |

-----+-----------+-----------+-----------+------------

4415 | 0 0| 4 0| 155 125|Berrima Rd Sth

1571 | 3 1| 0 0| 33 8|Douglas Rd

4379 | 147 120| 15 10| 0 0|Berrima Rd Nth


% RMS : .666

Node In Out


----------+------------------------+------------------------+

4415-4380| 159 125 78.6 | 150 121 80.7 |

1571-4380| 36 9 25.0 | 19 10 52.6 |

4379-4380| 162 130 80.2 | 188 133 70.7 |

In Out Both



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PM PEAK INTERSECTION MOVEMENT +-------------------------------------------------------------------------------------------+

| TRACKS - 24-Jun-08 @ 14:22:40 Gabites Porter |


+-------------------------------------------------------------------------------------------+

+----------------------------------------------+


| TRACKS +--------------------------+ TRACKS |








| S TRACKS+--------------------------+S TRACKS |


+----------------------------------------------+

+----------------------------------------------+


| Gabites Porter |


+----------------------------------------------+

Build Date : 19/12/06 01:30


Loaded Network : WE06NL.000


Description : Holly Rd - Moss Vale Rd (Counts btw 4:30 & 5:30)




4048 | 4106 | 2481 | 4049 |

-----+-----------+-----------+-----------+------------

4106 | 0 0| 377 371| 7 2|Moss Vale Rd Sth

2481 | 509 449| 0 0| 14 0|Moss Vale Rd Nth

4049 | 3 2| 12 0| 0 0|Holly Rd


% RMS : 16.807

Node In Out


----------+------------------------+------------------------+

4106-4048| 384 373 97.1 | 512 451 88.1 |

2481-4048| 523 449 85.9 | 389 371 95.4 |

4049-4048| 15 2 13.3 | 21 2 9.5 |

In Out Both



Description : Wilson Dr - Church Ave




2374 | 1297 | 2280 | 2375 |

-----+-----------+-----------+-----------+------------

1297 | 0 0| 193 140| 154 162|Church Ave East

2280 | 87 74| 0 0| 19 27|Wilson Dr

2375 | 67 75| 19 39| 0 0|Church Ave West


% RMS : 10.018

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Node In Out


----------+------------------------+------------------------+

1297-2374| 347 302 87.0 | 154 149 96.8 |

2280-2374| 106 101 95.3 | 212 179 84.4 |

2375-2374| 86 114 132.6 | 173 189 109.2 |

In Out Both



Description : Hume Hwy - Church Ave (To Sydney)




1341 | 1340 | 1345 | 7271 | 2402 |

-----+-----------+-----------+-----------+-----------+------------

1340 | 0 0| 54 41| 0 0| 258 251|Hume Hwy Sth

1345 | 0 0| 0 0| 11 0| 120 60|Church Ave East

7271 | 0 0| 0 0| 0 0| 0 0|Hume Hwy Nth

2402 | 0 0| 127 131| 16 19| 0 0|Church Ave West


% RMS : 10.655

Node In Out


----------+------------------------+------------------------+

1340-1341| 312 292 93.6 | 0 0 .0 |

1345-1341| 131 60 45.8 | 181 172 95.0 |

7271-1341| 0 0 .0 | 27 19 70.4 |

2402-1341| 143 150 104.9 | 378 311 82.3 |

In Out Both



Description : Hume Hwy - Church Ave (From Sydney)




1345 | 1344 | 1330 | 7272 | 1341 |

-----+-----------+-----------+-----------+-----------+------------

1344 | 0 0| 0 0| 0 0| 0 0|Hume Hwy Sth

1330 | 15 24| 0 0| 0 0| 40 10|Church Ave East

7272 | 0 0| 9 10| 0 0| 89 50|Hume Hwy Nth

1341 | 116 118| 66 54| 0 0| 0 0|Church Ave West


% RMS : 7.488

Node In Out


----------+------------------------+------------------------+

1344-1345| 0 0 .0 | 131 142 108.4 |

1330-1345| 55 34 61.8 | 75 64 85.3 |

7272-1345| 98 60 61.2 | 0 0 .0 |

1341-1345| 182 172 94.5 | 129 60 46.5 |

In Out Both



Description : Illawarra Hwy - Arthur St




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4846 | 1268 | 2400 | 1285 |

-----+-----------+-----------+-----------+------------

1268 | 0 0| 25 12| 31 23|Arthur St




% RMS : 4.134

Node In Out


----------+------------------------+------------------------+

1268-4846| 56 35 62.5 | 127 164 129.1 |

2400-4846| 802 805 100.4 | 751 681 90.7 |

1285-4846| 758 716 94.5 | 738 711 96.3 |

In Out Both



Description : Illawarra Hwy - Valetta St




4755 | 1047 | 1132 | 4767 |

-----+-----------+-----------+-----------+------------

1047 | 0 0| 9 15| 52 48|Valetta St




% RMS : 2.580

Node In Out


----------+------------------------+------------------------+

1047-4755| 61 63 103.3 | 105 44 41.9 |

1132-4755| 587 564 96.1 | 554 590 106.5 |

4767-4755| 590 595 100.8 | 579 588 101.6 |

In Out Both

Correlation Coefficient : .999 1.000 .997


Description : RAB Argyle Rd - Illawarra Hwy - Suttor Rd




4734 | 4761 | 4735 | 1098 | 4739 |

-----+-----------+-----------+-----------+-----------+------------


4735 | 96 113| 0 0| 4 9| 418 391|Argyle Rd

1098 | 27 34| 7 8| 0 0| 71 60|Suttor Rd



% RMS : 3.232

Node In Out


----------+------------------------+------------------------+

4761-4734| 293 242 82.6 | 236 272 115.3 |

4735-4734| 518 513 99.0 | 523 491 93.9 |

1098-4734| 105 102 97.1 | 107 115 107.5 |

4739-4734| 527 564 107.0 | 577 543 94.1 |

In Out Both

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Description : Bessemer St - Main St - old Hume Hwy (4:30 - 5:30 pm)




3212 | 1322 | 3245 | 1753 | 1750 |

-----+-----------+-----------+-----------+-----------+------------

1322 | 0 0| 27 20| 17 20| 40 32|Bessemer St Sth

3245 | 44 18| 0 0| 2 1| 189 200|Old Hume Hwy East

1753 | 20 23| 7 0| 0 0| 15 14|Bessemer St Nth

1750 | 23 21| 147 146| 13 13| 0 0|Old Hume Hwy West


% RMS : 1.504

Node In Out


----------+------------------------+------------------------+

1322-3212| 84 72 85.7 | 87 62 71.3 |

3245-3212| 235 219 93.2 | 181 166 91.7 |

1753-3212| 42 37 88.1 | 32 34 106.3 |

1750-3212| 183 180 98.4 | 244 246 100.8 |

In Out Both







1633 | 1767 | 7427 | 1632 |

-----+-----------+-----------+-----------+------------

1767 | 0 0| 497 479| 3 1|Argyle Rd Sth

7427 | 601 526| 0 0| 53 42|Argyle Rd Nth

1632 | 3 1| 55 55| 0 0|Suttor Rd


% RMS : 2.264

Node In Out


----------+------------------------+------------------------+

1767-1633| 500 480 96.0 | 604 527 87.3 |

7427-1633| 654 568 86.9 | 552 534 96.7 |

1632-1633| 58 56 96.6 | 56 43 76.8 |

In Out Both







4829 | 2400 | 4831 | 2399 |

-----+-----------+-----------+-----------+------------


4831 | 216 165| 0 0| 68 76|White St



% RMS : 2.615

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2400-4829| 749 686 91.6 | 854 802 93.9 |

4831-4829| 284 241 84.9 | 200 223 111.5 |

2399-4829| 688 682 99.1 | 667 584 87.6 |

In Out Both







4855 | 1285 | 1264 | 4859 |

-----+-----------+-----------+-----------+------------


1264 | 183 153| 0 0| 18 23|Lackey Rd



% RMS : 1.309

Node In Out


----------+------------------------+------------------------+

1285-4855| 738 712 96.5 | 758 714 94.2 |

1264-4855| 201 176 87.6 | 168 209 124.4 |

4859-4855| 602 637 105.8 | 615 602 97.9 |

In Out Both







4859 | 4870 | 4855 | 1265 |

-----+-----------+-----------+-----------+------------

4870 | 0 0| 20 23| 10 7|Railway St




% RMS : .973

Node In Out


----------+------------------------+------------------------+

4870-4859| 30 30 100.0 | 40 55 137.5 |

4855-4859| 623 603 96.8 | 602 636 105.6 |

1265-4859| 592 621 104.9 | 603 563 93.4 |

In Out Both







4864 | 1265 | 1261 | 1124 |

-----+-----------+-----------+-----------+------------

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1261 | 140 136| 0 0| 71 92|Waite St



% RMS : .844

Node In Out


----------+------------------------+------------------------+

1265-4864| 604 565 93.5 | 582 611 105.0 |

1261-4864| 211 228 108.1 | 198 189 95.5 |

1124-4864| 486 529 108.8 | 521 522 100.2 |

In Out Both

Correlation Coefficient : 1.000 .997 1.000






4916 | 4931 | 1286 | 1700 | 1283 |

-----+-----------+-----------+-----------+-----------+------------

4931 | 0 0| 12 12| 3 3| 4 2|Yarrawa Rd Sth


1700 | 4 3| 54 70| 0 0| 6 10|Yarrawa Rd Nth



% RMS : .546

Node In Out


----------+------------------------+------------------------+

4931-4916| 19 17 89.5 | 33 28 84.8 |

1286-4916| 519 535 103.1 | 487 509 104.5 |

1700-4916| 64 83 129.7 | 66 86 130.3 |

1283-4916| 430 439 102.1 | 446 451 101.1 |

In Out Both







4675 | 1205 | 4632 | 1179 |

-----+-----------+-----------+-----------+------------

1205 | 0 0| 31 41| 43 28|Lackey Rd Sth

4632 | 47 41| 0 0| 3 3|Lackey Rd Nth

1179 | 32 14| 2 1| 0 0|Parkes Rd


% RMS : .416

Node In Out


----------+------------------------+------------------------+

1205-4675| 74 69 93.2 | 79 55 69.6 |

4632-4675| 50 44 88.0 | 33 42 127.3 |

1179-4675| 34 15 44.1 | 46 31 67.4 |

In Out Both


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4380 | 4415 | 1571 | 4379 |

-----+-----------+-----------+-----------+------------

4415 | 0 0| 1 1| 110 133|Berrima Rd Sth

1571 | 2 1| 0 0| 18 17|Douglas Rd

4379 | 101 102| 8 14| 0 0|Berrima Rd Nth


% RMS : .372

Node In Out


----------+------------------------+------------------------+

4415-4380| 111 134 120.7 | 103 103 100.0 |

1571-4380| 20 18 90.0 | 9 15 166.7 |

4379-4380| 109 116 106.4 | 128 150 117.2 |

In Out Both



wingecarribee shire council transportation model · 9 model validation 58 9.1 general 58 9.2...

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