REPORT - Barrie Hall/environmental-assessment-studies/Documen… · 6. FUTURE OPERATIONAL ANALYSIS IN SYNCHRO 36 7. ADDITIONAL PRELIMINARY IMPROVEMENTS IN AIMSUN 42 8. WEAVING ANALYSIS

Morrison Hershfield | 235 Yorkland Blvd. , Suite 600, Toronto, ON M2J 1T1 Canada | Tel 416 499 3110 Fax 416 499 9658| morrisonhershfield.com

DRAFT

REPORT

Harvie Road / Big Bay Point Road and Highway 400 Interchange – Future Traffic Operations

Presented to:

Ralph Scheunemann, P.Eng. Senior Infrastructure Planning Engineer

City of Barrie 6th Floor 70 Collier Street Barrie ON L4M 4T5

Report No. 1124182.00 October 31, 2014

TABLE CONTENTS

Page

i

1. INTRODUCTION 1

2. EXISTING CONDITIONS 2

2.1 Study Area 2

2.1 Existing Lane Geometry 4

2.2 Existing Traffic Counts 4

2.3 Existing Operational Analysis Approach 7

2.3.1 Existing Operational Analysis in Synchro 7

2.3.2 Existing Micro-Simulation Analysis in Aimsun 12

3. FUTURE CONDITIONS 17

3.1 Future Traffic Conditions without Improvements- Do Nothing Scenario 19

4. ALTERNATIVE PLANNING SOLUTIONS 21

4.1 Evaluation Criteria 21

4.2 Environmental Assessment of the Alternative Planning Solutions 21

4.3 Modelling Alternative Planning Solutions in Aimsun 23

4.3.1 Alternatives 2: Highway 400 Crossing 23

4.4 Preliminary Preferred Alternative 24

5. FUTURE LANE GEOMETRY 34

5.1 City Road Improvements 34

5.2 Highway 400 Mainline and Interchanges Improvements 34

TABLE CONTENTS

Page

ii

6. FUTURE OPERATIONAL ANALYSIS IN SYNCHRO 36

7. ADDITIONAL PRELIMINARY IMPROVEMENTS IN AIMSUN 42

8. WEAVING ANALYSIS 46

8.1 Construction of Harvie Road / Big Bay Point Road and Highway 400

Interchange with Existing Highway 400 Lane Geometry 46

8.1.1 Weaving Analysis to and from Mapleview Drive Interchange 46

8.1.2 Weaving Analysis from Essa Road Interchange 47

8.2 Construction of Harvie Road / Big Bay Point Road and Highway 400

Interchange with widened Highway 400. 53

8.2.1 Weaving Analysis to and from Mapleview Drive Interchage 53

8.2.2 Weaving Analysis from Essa Road Interchange 53

9. SIMULATED TRAVEL SPEED ANALYSIS 60

9.1 Simulated Travel Speed Analysis to and from Mapleview Road

Interchange 60

9.2 Simulated Travel Speed Analysis from Essa Road Interchange 60

10. CONCLUSIONS 65

TABLE FIGURES

Page

iii

Figure 2-1 Key Plan 3

Figure 2-2 Existing Lane Configuration 5

Figure 2-3 Existing Traffic Volumes 6

Figure 2-4 Existing Operational Analysis–AIMSUN for Traffic Signals 14

Figure 3-1 Future Study Area 18

Figure 3-2 Future Operational Analysis of the Do Nothing Alternative - Aimsun 20

Figure 4-1 Alternative 1: Do Nothing 25

Figure 4-2 Alternative 1: Do Nothing – Average Simulated Flow 26

Figure 4-3 Alternative 3: Full Parclo A4 Interchange 27

Figure 4-4 Alternative 3: Full Parclo A4 Interchange - Average Simulated Flow 28

Figure 4-5 Alternative 4: Modified Parclo Interchange with no NB on ramps 29

Figure 4-6 Alternative 4: Modified Parclo Interchange with no NB on ramps without

Widened Highway 400 - Average Simulated Flow 30

Figure 4-7 Alternative 4: Modified Parclo Interchange with no NB on ramps with Widened

Highway 400 - Average Simulated Flow 31

Figure 4-8 Alternative 5: Modified Buttonhook Interchange with no NB on ramps 32

Figure 4-9 Alternative 5: Modified Buttonhook Interchange with no NB on ramps - Average

Simulated Flow 33

Figure 8-1 Weaving Analysis along Highway 400 Northbound between the Potential New

Harvie Road / Big Bay Point Road Interchange and Mapleview Drive Interchange – New

Interchange without Highway 400 Widening 48

TABLE FIGURES

Page

iv

Figure 8-2 Weaving Analysis along Highway 400 Southbound between the Potential New


Interchange without Highway 400 Widening 49


Harvie Road / Big Bay Point Road Interchange and the Proposed Essa Road W-S

Interchange Ramp – New Interchange without Highway 400 Widening 51

Figure 8-4 Weaving Analysis along Highway 400 Northbound between the Potential New

Harvie Road / Big Bay Point Road Interchange and Mapleview Drive Interchange– New

Interchange with Highway 400 Widening 55



Interchange with Highway 400 Widening 56


Harvie Road / Big Bay Point Road Interchange and the Proposed Essa Road W-S

Interchange Ramp – New Interchange with Highway 400 Widening 58

Figure 9-1 Simulated Travel Speed Analysis along Highway 400 Northbound and

Southbound between the Potential New Harvie Road / Big Bay Point Road Interchange and

Mapleview Drive Interchange 62

Figure 9-2 Simulated Travel Speed Analysis along Highway 400 Southbound between the

Potential New Harvie Road / Big Bay Point Road Interchange and the Proposed Essa Road

W-S Interchange Ramp 63

Figure 9-3 Simulated Travel Speed Analysis along Highway 400 Southbound between the

Potential New Harvie Road / Big Bay Point Road Interchange and the Proposed Essa Road

W-S Interchange Ramp with Continuous Auxiliary Lanes 64

TABLE OF TABLES

Page

v

Table 2-1 Summary of Existing Signalized Intersection Capacity and LOS Analysis – 201110

Table 2-2 Overall Existing Network Performance Summary 12

Table 2-3 Existing Intersection Levels of Service at Signalized Intersections 13

Table 2-4 Highway 400 Mainline; Base Year Performance 15

Table 2-5 Urban Segments; Base Year Performance 15

Table 3-1 Overall Future Network Performance Summary; Do Nothing Scenario 19

Table 3-2 Future Intersection LOS at Signalized Intersections; Do Nothing Scenario 20

Table 4-1 Evaluation & Assessment of Alternatives for Highway 400 Crossing and Potential

Interchange 22

Table 6-1 Summary of Future Signalized Intersection Capacity and LOS Analysis-

Preliminary Preferred Alternative 39

Table 7-1 Overall Future Network Performance Summary 43

Table 7-2 Future Signalized Intersection Capacity and LOS Analysis for the Preliminary

Preferred Alternative (Alternative 4) during the PM Peak Hour 43

Table 8-1 Weaving Analysis of Highway 400 between the Potential New Harvie Road / Big

Bay Point Road Interchange and Mapleview Drive Interchange – New Interchange without

Highway 400 Widening 50

Table 8-2 Weaving Analysis of Highway 400 between the Proposed Essa Road W-S

Interchange Ramp and the Potential New Harvie Road / Big Bay Point Road Interchange –

New Interchange without Highway 400 Widening 52

Table 8-3 Weaving Analysis of Highway 400 between the Potential New Harvie Road / Big

Bay Point Road Interchange and Mapleview Drive Interchange – New Interchange with

Highway 400 Widening 57

Table 8-4 Weaving Analysis of Highway 400 between the Proposed Essa Road W-S

Interchange Ramp and the Potential New Harvie Road / Big Bay Point Road Interchange –

New Interchange with Highway 400 Widening 59

TABLE OF APPENDICES

vi

Appendix A: 2010 and 2013 - Turning Movement Volumes

Existing Signal Timing Plan

2010 Balanced TMCs

Appendix B: Intersection Capacity Analysis-Existing Traffic Conditions

Appendix C: Preliminary Layout of Alternative Planning Solutions

Appendix D: Summary of Highway 400 Mainline Performance

Appendix E: Intersection Capacity Analysis-Future Traffic Conditions

1

1. INTRODUCTION

Morrison Hershfield was retained by the City of Barrie to undertake consulting engineering

services for Phase 3 and 4 of the Harvie Road / Big Bay Point Road / Highway 400 Class

Environmental Assessment (EA).

This report examines three design alternatives for the highway crossing and potential

interchange at Harvie Road/ Big Bay Point Road at Highway 400, and reviews the Traffic

Operations that addresses existing and future deficiencies and the effect of each design

alternative on the operations of Highway 400 mainline lanes, interchange ramps and speed

change lanes as well as other intersections within the study area.

WSP (previously GENIVAR) completed a comprehensive calibration of the prior 2009 Aimsun

Model, enhanced the model development and validated to the adjusted 2011 base year traffic

counts. In addition, the future preferred road networks recommended in the City’s Multimodal

Active Transportation Master Plan (TMP) were fine-tuned and analyzed with the Aimsun micro-

simulation software for the south section of the City of Barrie, including the annexed area, to

identify the potential operational deficiencies on the future networks. The Aimsun micro-

simulation models were developed from the calibrated and validated base year model.

In this study, MH used the future Aimsun micro-simulation model developed by WSP to code

the proposed design alternatives for the highway crossing at Harvie Road/ Big Bay Point Road/

Highway 400. This analysis will serve as justification and assessment for the Harvie Road/ Big

Bay Point Road/ Highway 400 interchange EA and input for a future detailed design

assignment.

2

2. EXISTING CONDITIONS

2.1 Study Area

As defined in the RFP, the study area includes the Essa Road interchange, the proposed Harvie

/ Big Bay / 400 Crossing interchange, and the Mapleview Drive interchange (refer to Figure 2-

1).

For existing operational investigations and modelling purposes, the following intersections within

the study area were included:

1. Essa Road / Fairview Road / Highway 400 E-N Ramp Terminal (Highway 400 on-ramp);

2. Essa Road / Highway 400 S- E/W Ramp Terminal (Highway 400 off-ramp);

3. Essa Road / Highway 400 N-E/W Ramp Terminal (Highway 400 off-ramp);

4. Essa Road / Ardagh Road / Bryne Drive;

5. Fairview Road / Little Avenue;

6. Big Bay Point Road / Bayview Drive;

7. Mapleview Drive / Highway 400 S-E/W Ramp Terminal (Highway 400 off-ramp) /

Highway 400 E/W-N Ramp Terminal (Highway 400 on-ramp); and

8. Mapleview Drive / Highway 400 N-E/W Ramp Terminal (Highway 400 off-ramp) /

Highway 400 E/W-S Ramp Terminal (Highway 400 on-ramp).

Mapleview

Drive

Essa Road

Study Limit Barrie/Collingwood Railw

ay

Proposed Bryne Drive

Proposed HarvieRoad Interchange

Key PlanHighw

ay 400 / Harvie Road

InterchangeN

.T.S.

Service Centre

Highway 400Highway 400

Fairview Road

Little Avenue

Bayview Drive

ProposedHarvie Road

Big Bay Point Road

Bryne DriveBryne Drive

Barrie View Drive

sfadaee

Text Box

Figure 2-1

4

2.1 Existing Lane Geometry

The existing lane configuration is shown in Figures 2-2.

Highway 400 is a north-south 6-lane provincial highway under the jurisdiction of the Ministry of

Transportation, Ontario. It has a posted speed of 100 km/h and includes a diamond interchange

at Mapleview Drive and a Parclo A-4/A-2 interchange at Essa Road.

Harvie Road is an east-west arterial road under the jurisdiction of the City of Barrie. It has a 2-

lane rural cross section and has a posted speed of 50 Km/h. Harvie Road is located on the west

side of Barrie and currently terminates just west of Highway 400.

Big Bay Point Road is an east-west arterial road under the jurisdiction of the City of Barrie. It

has a 2-lane rural cross section and has a posted speed limit of 50 Km/h. As Big Bay Point

Road approaches Highway 400 from the east, it curves northward and continues as Fairview

Road parallel to Highway 400 east of the Barrie Service Centre and terminates at an

intersection with Essa Road.

Fairview Road is a 2-lane north-south arterial road under the jurisdiction of the City of Barrie. It

has a posted speed limit of 50 Km/h and extends from the west limit of Big Bay Point Road to

Essa Road.

Bryne Drive is a north-south major collector under the jurisdiction of the City of Barrie. It has a

5-lane urban cross section between Commerce Park Drive South and Essa Road and currently

terminates north of Caplan Drive and south of Essa Road with a gap in the Harvie Road area.

2.2 Existing Traffic Counts

2010 and 2013 Turning Movement Counts (TMC) and traffic signal timing plans were obtained

from City of Barrie.

The two sets of TMC’s were compared to calculate the annual growth rate to estimate current

base year counts of 2011. Since the growth between 2010 and 2013 counts was negligible and

a negative growth was observed in some sections by 2013, the 2010 TMC were used as the

base year counts. As illustrated in Figure 2-3, the 2010 AM and PM peak traffic volumes were

balanced based on the Essa Rd and Ardagh Rd / Bryne Drive intersection which has the highest

volumes (see Appendix A).

Hig

hw

ay 4

00

N

Parking

Hig

hw

ay 4

00

E-N Ramp

Little Avenue

Essa Road

Big Bay Point Road

Fair

vie

w R

oad

Ardagh Road

Bryne D

rive

N-E/W Ramp

S-E

/W R

am

p

Essa Road

Bayvie

w D

rive

Harvie Road

Existing (2010)Lane Configurations

Figure 2-2

Legend

Signalized IntersectionStop ControlDistance

Mapleview Dr

Park P

I B

lvd

N-E

/W R

am

p

S-E

/W R

am

p

E/W

-N R

am

p

E/W

-S R

amp

Barri

e V

iew

Dri

ve

Bryne D

rive

1.8

km

1.4

km

300 m 250 m 100 m

600 m

1.4

1 k

m

1.4

8 k

m

165 m250 m200 m145 m200 m

October, 2014

Service

Center

Hig

hw

ay 4

00

N

Parking

Hig

hw

ay 4

00

E-N Ramp

Little Avenue

Essa Road

120(109)413(669)114(147)

()

428

380

(633)5

48

(231)1

24

(819) 533900 771( )

8(2

7)

3(2

5)

11 (2)782(1095)

()

157

96

(31)

2(1

98)1

50

(18) 17(1498)1152

433 565( )

Big Bay Point Road

Fair

vie

w R

oad

Ardagh Road65

(87)

158(1

21)

420(2

46)

370(577)492(1028)100(253)

()

180

40

(180)

29

(293)1

02

(96) 113(947) 942113 41( )

Bryne D

rive

N-E/W Ramp

S-E

/W R

am

p

Essa Road

511(5

50)

374

(47)

603(520)3 (4)

()

772

449

(19)

6

302

(722)

9(5

2)

447

(615)

226(143)660(1136)

(150) 175(1332) 1287

4 2( )

Bayvie

w D

rive

25

(23)

203

(171)

112

(140)

173 (110)380 (506)72 (75)

()

262

50

(286)1

96

(89)

28

(8) 72(497) 354

49 88( )

Harvie Road

Existing (2010)Traffic VolumesAM and PM Peak Hours

Figure 2-3

Mapleview Dr

197(1

37)

69

(82)

32

(20)

39 (28)889(936)21 (8)

()

361

231

(166)

69

(9)

7

(405) 361(1640) 841(157) 253

0(0

)0

(0)

0(0

)

0 (0)1276(1380)41 (54)

()

485

191

(0)

0(1

13)

37

(0) 0(2089)1418(144) 63

Park P

I B

lvd

669(6

67)

0(0

)514(6

01)

0 (0)1103(1481)283 (260)

(0) 0(1800)1177(216) 270

N-E

/W R

am

p

S-E

/W R

am

p

E/W

-N R

am

p

E/W-S R

amp

41

(7)

31

(85)

215(3

96)

442 (339)1150(1356)180 (453)

()

145

16

(129)

27

(297)1

03

(64) 54(1323)1129

(64) 18

Barri

e V

iew

Dri

ve

76

(98)

34

(143)

268

(321)

385 (138)611 (906)211 (464)

()

152

24

(164)

26

(266)1

04

(74) 22(864) 829(140) 32

Bryne D

rive

340 (528)1127(1337)0 (0)

()

404

259

(0)

0(5

89)

240

(757) 450(1644)1241

(0) 0

October, 2014

2730

(4406)

3256

(3254)

Service

Center

Legend

Signalized IntersectionStop Control

xx(xx) AM(PM)

2816

(4430)

3256

(3254)

()

9310

6

7

2.3 Existing Operational Analysis Approach

Existing intersection operations were analyzed in order to identify any operational deficiencies

using the Synchro/Sim-traffic software (version 8), which is based on the Highway Capacity

Manual (2010 edition).

The Synchro/Sim-traffic models for the Essa (existing and 2018) and Harvie/Big Bay Point

Roads (2021 & 2031) were provided by the City staff. These models were combined by MH into

one Synchro/Sim-traffic model and missing links on Bryne and Fairview between the two

models were added to the network.

In addition, the existing roadway network was analyzed at a micro-simulation level using the

Aimsun software. Particular attention was given to traffic operations at a corridor level and the

potential interaction between adjacent intersections (such as queue spill-back) with a purpose to

enhance the efficiency of corridor traffic flow. The Aimsun files used in this analysis were based

on the files developed by WSP as part of the Technical Memorandum for the Micro Model of the

Multi-Modal Active Transportation Master Plan (TMP).

2.3.1 Existing Operational Analysis in Synchro

The Synchro Version 8.0 traffic analysis performed by MH conformed to the City of Barrie

Synchro Guideline (see Appendix B).

Key outputs from Synchro include the Level of Service (LOS), volume-to-capacity (v/c) ratio,

and 95th percentile queue length for each intersection movement. To the extent possible,

intersection operations and progression were optimized to reduce queuing and delay.

According to MTO guidelines, movements with a v/c ratio of 0.75 or higher from off-terminals

and a v/c ratio of 0.85 or higher for all other movements are considered critical movements.

The results of the operational analyses for the signalized intersections are summarized in Table

2-1.

Detailed analysis sheets are presented in Appendix B.

8

As shown in Table 2-1, all existing signalized intersections are currently operating at overall

LOS of D or better during the AM and PM peak hours.

AM Peak Hour:

Essa Road / Fairview Road / Highway 400 E-N Ramp Terminal (Highway 400 on-ramp)

intersection is operating at an overall LOS of C during the AM peak hour. However, the WBTH

approach on Fairview Road has the v/c ratio of 0.89 during the AM peak periods with 95%

queue length of 173 meter.

Fairview Road and Little Avenue intersection is currently operating at an overall LOS of C during

the weekday morning peak hour. The WBRT movement on Little Avenue and the SBTH-LT

movement on Fairview Road have the v/c ratio of higher than 0.85 during the AM peak periods

with 95% queue length of 111m and 92m, respectively.

Big Bay Point Road and Bayview Drive intersection is operating at an overall LOS of D during

the AM peak hour. The WBTH-RT approach on Big Bay Point Road has the v/c ratio of 0.89

during the AM peak periods with 95% queue length of 180 meter.

PM Peak Hour:

The intersection of Essa Road / Fairview Road / Highway 400 E-N Ramp Terminal (Highway

400 on-ramp) is currently operating at an overall LOS of D during the weekday afternoon peak

hours. The movements with the highest v/c ratio at this intersection are the WBTH on Fairview

Road and the SBLT and NBTH-RT approaches on Essa Road during weekday PM peak hour.

Essa Road / Highway 400 S- E/W Ramp Terminal (Highway 400 off-ramp) intersection is

currently operating at an overall LOS of B during the weekday afternoon peak hour. According

to MTO guidelines, movements with a v/c ratio of 0.75 or higher from off-terminals are

considered critical movements. The critical movement at this intersection is the WBTH-RT on

Highway 400 S-E/W Ramp during the PM peak periods with 95% queue length of 77m.

The intersection of Essa Road / Highway 400 N-E/W Ramp Terminal (Highway 400 off-ramp) is

currently operating at an overall LOS of C during the weekday afternoon peak hour. The critical

9

movements at this intersection are the EBLT and EBTH-RT on Highway 400 N-E/W Ramp

during the PM peak periods with 95% queue length of 173m and 164m, respectively. The

NBTH-RT movement on Essa Road has the v/c ratio of 0.87 during the PM peak periods with

95% queue length of 125 meter.

Fairview Road and Little Avenue intersection is currently operating at an overall LOS of D during

the PM peak hour. The WBRT movement on Little Avenue and the SBTH-LT movement on

Fairview Road have the v/c ratio of higher than 0.85 during the AM peak periods with 95%

queue length of 153m and 163m, respectively.

Big Bay Point Road and Bayview Drive intersection is operating at an overall LOS of D during

the PM peak hour. The EBTH-RT approach on Big Bay Point Road has the v/c ratio of 0.88

during the PM peak periods with 95% queue length of 176 meter.

Mapleview Drive / Highway 400 S-E/W Ramp Terminal (Highway 400 off-ramp) / Highway 400

E/W-N Ramp Terminal (Highway 400 on-ramp) intersection is currently operating at an overall

LOS of C during the PM peak hour. The critical movement at this intersection is the NBRT on

Highway 400 S-E/W Ramp during the PM peak periods with 95% queue length of 102m. The

EBLT movement on Mapleview Drive has the v/c ratio of 0.87 during the PM peak periods with

95% queue length of 44 meter.

Mapleview Drive / Highway 400 N-E/W Ramp Terminal (Highway 400 off-ramp) / Highway 400

E/W-S Ramp Terminal (Highway 400 on-ramp) is currently operating at an overall LOS of C

during the PM peak hour. The critical movement at this intersection is the SBRT on Highway

400 N-E/W Ramp during the PM peak periods with 95% queue length of 94m.

10

Table 2-1 Summary of Existing Signalized Intersection Capacity and LOS Analysis – 2011

Intersections Movements

AM Peak PM Peak

Overall LOS

LOS Delay (sec)

v/c Ratio

95th Queue

(m)

Overall LOS

Delay (sec)

LOS v/c

Ratio

95th Queue

(m)

Essa Road / Fairview Road / Highway 400

E-N Ramp Terminal

(Highway 400 on-ramp)

(Signalized)

WBL

C

D 38.3 0.65 104.1

D

44.4 D 0.71 132.4

WBT D 54.9 0.89 173.3 79.1 E 1.00 239.7

WBR A 5.7 0.20 12.8 10.8 B 0.36 30.6

NBTR C 22.8 0.83 54.6 63.0 E 1.05 116.4

SBL D 39.6 0.68 38.2 76.3 E 0.90 62.9

SBT B 14.8 0.22 36.0 16.2 B 0.34 59.3

SBR A 2.9 0.14 8.8 3.8 A 0.12 9.8

Essa Road / Highway 400 S- E/W Ramp

Terminal (Highway 400

off-ramp) (Signalized)

EBL

A

D 42.3 0.03 3.4

B

52.2 D 0.27 14.4

EBR A 2.4 0.04 1.0 13.9 B 0.10 7.9

WBL E 61.3 0.46 39.7 54.8 D 0.53 58.8

WBTR D 54.2 0.67 48.0 62.8 E 0.76 76.9

NBL A 2.2 0.04 0.9 3.2 A 0.07 1.4

NBT A 2.3 0.47 21.5 6.8 A 0.63 102.6

NBR A 0.4 0.35 0.0 0.2 A 0.27 0.0

SBT A 7.1 0.32 46.6 9.9 A 0.46 128.3

SBR A 1.9 0.01 0.7 0.0 A 0.00 0.0

Essa Road / Highway 400 N-E/W Ramp



EBL

B

D 54.6 0.73 89.7

C

54.2 D 0.85 172.6

EBLTR D 53.8 0.74 89.8 48.3 D 0.84 163.8

EBR A 7.2 0.47 20.0 29.7 C 0.71 112.5

NBL A 7.6 0.38 16.2 53.4 D 0.81 52.2

NBTR B 14.4 0.68 86.5 27.5 C 0.87 124.8

SBT B 13.2 0.35 93.0 23.2 C 0.73 90.3

SBR A 1.9 0.21 2.6 2.3 A 0.18 4.9

Essa Road / Ardagh Road /

Bryne Drive (Signalized)

EBL

C

D 44.2 0.82 132.6

C

51.0 D 0.75 75.7

EBTR C 26.1 0.24 28.9 29.6 C 0.39 26.0

WBL C 28.0 0.19 13.7 43.2 D 0.59 54.3

WBT D 51.9 0.11 8.8 57.4 E 0.49 34.6

WBR B 10.7 0.44 11.1 22.4 C 0.76 39.6

NBL C 28.0 0.34 37.1 33.6 C 0.45 41.3

NBT C 31.5 0.67 130.0 28.9 C 0.62 144.3

NBR A 0.1 0.06 0.0 4.3 A 0.15 11.5

SBL E 67.2 0.42 22.6 64.5 E 0.70 48.4

SBT B 13.0 0.30 40.6 13.6 B 0.54 103.7

SBR A 3.8 0.41 28.4 3.4 A 0.55 32.7

11

Table 2-1 Summary of Existing Signalized Intersection Capacity and LOS Analysis – 2011 (Cont’d)

Notes: 1) v/c – Volume-to-capacity ratio 2) LOS – Level of Service 3) Southbound (SB), Northbound (NB), Eastbound (EB), and Westbound (WB) 4) Left (L), Right (R), and Through (TH) 5) Red for v/c of higher than 0.75 from Highway 400 off-terminals and v/c of higher than 0.85 for other places


AM Peak PM Peak

Overall LOS

LOS Delay (sec)

v/c Ratio

95th Queue

(m)

Overall LOS

LOS Delay (sec)

v/c Ratio

95th Queue

(m)

Fairview Road / Little Avenue (Signalized)

WBL

C

B 16.7 0.01 1.9

D

27.5 C 0.01 3.2

WBR D 38.5 0.95 110.6 70.5 E 1.02 152.5

NBTR B 10.1 0.30 26.9 10.2 B 0.40 52.2

SBLT C 22.8 0.89 92.4 52.0 D 1.62 163.2

Big Bay Point Road / Bayview

Drive (Signalized)

EBL

D

B 16.5 0.33 15.2

D

B 13.5 0.05 3.4

EBTR C 31.4 0.68 117.1 D 45.5 0.88 175.8

WBL B 14.4 0.23 15.1 B 16.0 0.30 15.7

WBTR D 46.1 0.89 180.0 D 35.4 0.84 209.5

NBL C 22.1 0.14 15.4 C 25.8 0.60 56.0

NBTR D 37.4 0.52 69.0 D 48.1 0.84 115.2

SBL C 24.7 0.34 29.9 C 24.3 0.53 30.5

SBTR D 37.2 0.51 71.8 C 30.9 0.43 52.3

Mapleview Drive / Highway 400 S-

E/W Ramp Terminal

(Highway 400 off-ramp) / Highway

400 E/W-N Ramp Terminal


(Signalized)

EBL

B

D 40.6 0.74 67.8

C

C 26.0 0.87 43.9

EBT A 8.5 0.34 74.4 A 8.0 0.52 15.5

WBT C 20.3 0.44 91.1 D 40.4 0.79 126.2

WBR A 3.5 0.37 18.2 A 8.2 0.65 40.6

NBL D 49.5 0.51 39.9 D 41.4 0.51 59.7

NBR C 24.1 0.47 25.5 D 52.3 0.86 101.8

Mapleview Drive / Highway 400 N-

E/W Ramp Terminal

(Highway 400 off-ramp) / Highway 400 E/W-S Ramp

Terminal (Highway 400 on-

ramp) (Signalized)

EBT

B

C 22.1 0.35 68.2

C

C 26.7 0.56 108.6

EBR A 4.2 0.31 18.0 A 8.6 0.28 27.0

WBL B 11.4 0.69 11.5 C 22.9 0.81 66.8

WBT A 2.3 0.33 2.9 A 9.7 0.44 106.8

SBL D 43.6 0.65 67.5 D 45.7 0.73 83.5

SBR D 35.8 0.73 79.6 D 41.5 0.75 93.6

12

2.3.2 Existing Micro-Simulation Analysis in Aimsun

In the Technical Memorandum for the Micro Model of the Multi-Modal Active Transportation

Master Plan (TMP), WSP developed the base year (2011) and future (2021 and 2031) Aimsun

Micro Models for the mid-week AM and PM peak hour traffic conditions for the south section of

the City of Barrie, bounded by Lockhart Road in the south, Tiffin Street in the north, Huronia

Road / Lakeshore Boulevard in the east, and Ferndale Drive / Essa Road in the west.

The Aimsun models submitted to MH by WSP includes the revision to address the City’s

comments dated November 15 and 26, 2012, but the models were not rerun and respectively

the Technical Memorandum for the Micro Model of the Multi-Modal Active Transportation Master

Plan (TMP) wasn’t updated. Therefore, MH reran the models to update the overall existing and

future network performances based on these comments.

The base year Aimsun model developed by WSP has been sufficiently re-calibrated and the

base year model has a good fit between the simulated volumes and the observed counts for the

base year 2011.

The existing network performance (including delay, travel time, and travel speed) is summarized

in Table 2-2.

Table 2-2 Overall Existing Network Performance Summary

Network Statistics Unit

Base (2011)

AM Peak Hour

PM Peak Hour

Average Delay (sec/km) 26 41 Average Travel Time (sec/km) 79 95 Average Speed (km/h) 55 46

The estimated intersection levels of service (LOS) at all signalized intersections from the

Aimsun micro-simulation are shown in Table 2-3.

Table 2-3 indicates that existing network with the 8 signalized intersections in the Study Area

are operating at LOS C or better in the AM peak hour.

As shown in Figure 2-4, that existing network with the 8 signalized intersections in the Study

Area are operating at LOS D or better in the PM peak hour, with the exception of Essa Road /

13

Highway 400 N-E/W Ramp Terminal (Highway 400 off-ramp) intersection operating at LOS E in

the PM peak hour.

It should be noted that Aimsun LOS calculation does not follow the HCM methodology. HCM

evaluates LOS by the control delay while the Aimsun delay output includes the total delay,

which is the difference between the time each vehicle would take driving at its desired speed

and the experienced travel time. In addition, the intersection delay in HCM accounts for the

whole approach, while the intersection delay from Aimsun considers only the incoming sections.

Unlike HCM, Aimsun doesn’t produce LOS & V/C ratio of all movements and only calculates a

LOS for the whole intersection.

Table 2-3 Existing Intersection Levels of Service at Signalized Intersections

Intersections Future (2031)

AM Peak Hour PM Peak Hour


C C

Essa Road / Highway 400 S- E/W Ramp Terminal (Highway 400 off-ramp)

B C

Essa Road / Highway 400 N-E/W Ramp Terminal (Highway 400 off-ramp) B E

Essa Road / Ardagh Road / Bryne Drive C D

Fairview Road / Little Avenue B B

Big Bay Point Road / Bayview Drive B C

Mapleview Drive / Highway 400 S-E/W Ramp Terminal (Highway 400 off-ramp) / Highway 400 E/W-N Ramp Terminal (Highway 400 on-ramp)

C D

Mapleview Drive / Highway 400 N-E/W Ramp Terminal (Highway 400 off-ramp) / Highway 400 E/W-S Ramp Terminal (Highway 400 on-ramp)

B D

14

Figure 2-4 Existing Operational Analysis–AIMSUN for Traffic Signals

Tables 2-4 and 2-5 summarize the Highway 400 mainline and urban street performances for the

base year (2011) during the AM and PM peak hours.

As shown in Table 2-4, Highway 400 mainline between Essa Road and Mapleview Drive is

currently operating at satisfactory Level of Service C or better in both the southbound and

northbound directions in the AM and PM peak hours.

Table 2-5 indicates that the urban segments within the Study Area are operating at satisfactory

Level of Service C or better in both AM and PM peak hours.

15

Table 2-4 Highway 400 Mainline; Base Year Performance

Base (2011)


Freeway Segments

Lane

Average Simulated

Flow1

Average Simulated

Travel Speed

Average Simulated Density

2 LOS

3 Average

Simulated Flow

1

Average Simulated

Travel Speed

Average Simulated Density

2

LOS3

Veh/h Km/h Pc/mile/ln Pc/km/ln

Veh/h Km/h Pc/mile/ln Pc/km/ln

Highway 400 Southbound Highway 400 SB Essa to Big Bay Point 3 3254 96 16 (10 B 3254 96 16 (10 B Highway 400 SB Big Bay Point to Mapleview 3 3254 93 18 (11) B 3254 91 18 (11) B Highway 400 Northbound Highway 400 NB Mapleview to Big Bay Point 3 2816 94 11 (7) A 4430 78 21 (13) C Highway 400 NB Big Bay Point to Essa 3 2730 98 13 (8) B 4406 89 24 (15) C Note: 1) Flow output from Aimsun, averaged by sections and measured in vehicles (veh/h) 2) Density measured in passenger cars per mile per lane (pc/mil/ln) 3) Level of service, categorized based on Exhibit 11-5 of 2010 HCM

Table 2-5 Urban Segments; Base Year Performance

Base (2011)


Urban Segments

Lane

Average Simulated

Flow1

Average Simulated

Travel Speed

Travel Speed as % of Base Free Flow

Speed

LOS2

Average Simulated

Flow1

Average Simulated

Travel Speed


Speed

LOS2

Veh/h Km/h % Veh/h Km/h % Bryne Drive Southbound Bryne Dr. SB Essa to Big Bay Point 2 250 44 88 A 320 43 86 A Bryne Drive Northbound Bryne Dr. NB Big Bay Point to Essa 2 62 48 96 A 573 47 94 A Fairview Road Southbound Fairview Road SB Essa to Little Avenue 2 995 39 65 C 918 36 60 C Fairview Road SB Little Avenue to Big Bay Point 2 451 55 92 A 382 55 92 A

Note: 1) Flow output from Aimsun, averaged by sections and measured in vehicles (veh/h) 2) Level of service, categorized based on Exhibit 17-2 of 2010 HCM

16

Table 2-5 Urban Segments; Base Year Performance (Cont’d)

Urban Segments

Lane

Average Simulated

Flow1

Average Simulated

Travel Speed


Speed

LOS2

Average Simulated Flow

1

Average Simulated

Travel Speed


Speed

LOS2

Veh/h Km/h % Veh/h Km/h % Fairview Road Northbound Fairview Road NB Big Bay Point to Little Avenue 2 180 55 92 A 492 53 88 A Fairview Road NB Little Avenue to Essa 2 837 53 88 A 1140 49 82 B Big bay Point / Harvie Road Westbound Big Bay Point / Harvie Road Westbound 1 217 56 93 A 448 54 90 A Big Bay Point / Harvie Road WB Bryne Dr. to Thrushwood Dr.

1 22 39 65 C 2 39 65 C

Big Bay Point / Harvie Road WB Thrushwood Dr. to Veterans Dr.

1 55 34 57 C 37 33 55 C

Big bay Point / Harvie Road Eastbound Big Bay Point / Harvie Road EB Veterans Dr. to Thrushwood Dr.

1 24 39 65 C 84 39 65 C

Big Bay Point / Harvie Road EB Thrushwood Dr. to Bryne Dr.

1 3 39 65 C 40 39 65 C

Big Bay Point / Harvie Road EB Fairview Road to Bayview Dr.

1 410 43 72 B 428 40 67 C

Note: 1) Flow output from Aimsun, averaged by sections and measured in vehicles (veh/h) 2) Level of service, categorized based on Exhibit 17-2 of 2010 HCM

17

3. FUTURE CONDITIONS

Based on direction from City of Barrie staff, a 2031 horizon year was selected for this study.

As shown in Figure 3-1, for future operational investigations and modelling purposes, the

following intersections within the study area were included:

1. Big Bay Point Road / Bayview Drive;

2. Big Bay Point Road / Potential Future Fairview Road / Potential Future Highway 400 S-

E/W Ramp Terminal (Highway 400 off-ramp);

3. Fairview Road / Little Avenue;

4. Essa Road / Fairview Road / Highway 400 E-N Ramp Terminal (Highway 400 on-ramp);

5. Essa Road / Highway 400 S- E/W Ramp Terminal (Highway 400 off-ramp);

6. Essa Road / Highway 400 N-E/W Ramp Terminal (Highway 400 off-ramp);

7. Essa Road / Ardagh Road / Bryne Drive;

8. Potential Future Harvie Road / Potential Future Bryne Drive;

9. Potential Future Harvie Road / Potential Future Highway 400 N-E/W Ramp Terminal

(Highway 400 off-ramp);

10. Mapleview Drive / Highway 400 S-E/W Ramp Terminal (Highway 400 off-ramp) /

Highway 400 E/W-N Ramp Terminal (Highway 400 on-ramp); and

11. Mapleview Drive / Highway 400 N-E/W Ramp Terminal (Highway 400 off-ramp) /

Highway 400 E/W-S Ramp Terminal (Highway 400 on-ramp).

18

Figure 3-1 Future Study Area

1.72 km

1.47 km

19

3.1 Future Traffic Conditions without Improvements- Do Nothing Scenario

Capacity analysis was conducted for the 2031 Do Nothing scenario. The Do Nothing scenario

analyzes future operations with the projected traffic and existing roadway geometry. The future

total travel demand was extracted from 2031 Aimsun micro-simulation model which includes

auto traffic and commercial vehicle traffic (refer to Figure 4-2). The auto traffic forecasts for

horizon years were obtained from the subarea traversal OD trip matrices of the City’s travel

demand forecasting Emme model, which was developed based on the population and

employment forecasts for the City and the Region. The commercial vehicle traffic was estimated

by applying the calibrated truck percentage to the future auto traffic.

Table 3-1 includes the future network performance for the Do Nothing Scenario. The future

ultimate network demonstrates that the average delay experienced by drivers would be

increased from 26 seconds per kilometer in the base year from Table 2-2 to 93 seconds per

kilometer in the future during the AM peak period.

In the PM peak hour, the average delay experienced by drivers would be increased from 41

seconds per kilometer in the base year to 141 seconds per kilometer in the future.

Table 3-1 Overall Future Network Performance Summary; Do Nothing Scenario

The summary of the year 2031 AM and PM Peak hours traffic operations for the Do Nothing

Scenario is shown in Table 3-2. As shown in Figure 3-2, the Do Nothing option (2031 with no

Hwy 400 widening) would not address the future congestion and facilitate any future growth in

the area, and most signalized intersections in the Study Area are expected to operate at LOS E

or F during the PM peak hour.

Network Statistics Unit

Future (2031)

AM Peak Hour

PM Peak Hour

Average Delay (sec/km) 93 141 Average Travel Time (sec/km) 146 198 Average Speed (km/h) 42 32

20

The summary of Highway 400 mainline performances for the future Do Nothing Scenario during

the AM and PM peak hours are shown in Appendix D. In summary, the existing network cannot

accommodate the planned growth.

Table 3-2 Future Intersection LOS at Signalized Intersections; Do Nothing Scenario

Intersections Future (2031)



E F

Essa Road / Highway 400 S- E/W Ramp Terminal (Highway 400 off-ramp)

B F

Essa Road / Highway 400 N-E/W Ramp Terminal (Highway 400 off-ramp) D E

Essa Road / Ardagh Road / Bryne Drive F F

Fairview Road / Little Avenue C C

Big Bay Point Road / Bayview Drive B D

Mapleview Drive / Highway 400 S-E/W Ramp Terminal (Highway 400 off-ramp) / Highway 400 E/W-N Ramp Terminal (Highway 400 on-ramp)

F F

Mapleview Drive / Highway 400 N-E/W Ramp Terminal (Highway 400 off-ramp) / Highway 400 E/W-S Ramp Terminal (Highway 400 on-ramp)

F F

Figure 3-2 Future Operational Analysis of the Do Nothing Alternative - Aimsun

21

4. ALTERNATIVE PLANNING SOLUTIONS

The following alternative planning solutions have been assessed from a traffic perspective and

been identified as possible alternative planning solutions:

• Alternatives 1: Do nothing;

• Alternatives 2: Highway 400 Crossing: A 7-lane crossing of Highway 400 connecting

Harvie Road to Big Bay Point Road;

• Alternatives 3: Full Parclo A4 Interchange per Harvie Road / Big Bay Point Road Phase

1 and 2 EA;

• Alternatives 4: Modified Parclo Interchange with no northbound on ramps; and

• Alternatives 5: Modified Buttonhook Interchange with no northbound on ramps.

Appendix C presents the preliminary layout of each alternative planning solution.

4.1 Evaluation Criteria

The planning solutions were evaluated based on a set of evaluation criteria based on technical

and traffic impact, social and cultural, natural, and economical perspectives. Table 4-1

illustrates the complete evaluation of the alternative design solutions.

4.2 Environmental Assessment of the Alternative Planning Solutions

The planning solutions were evaluated qualitatively based on the set of evaluation criteria. The

solutions were assessed under each criterion individually and the overall effectiveness of the

solution was determined.

As mentioned in Section 3.1, the Do Nothing option would not address the future congestion

and facilitate any future growth in the area, although there would be no natural environmental

impacts as in Table 4-1, the social impact related to congestion, including time loss and

commuter frustration would increase as delays grow. Therefore, the Do Nothing option was

deemed ineffective. The evaluation reveals that construction of a Modified Parclo Interchange is

the preliminary preferred alternative solution.

22

Table 4-1 Evaluation & Assessment of Alternatives for Highway 400 Crossing and Potential Interchange

ALTERNATIVE 1 Do Nothing

ALTERNATIVE 2 Highway 400 Crossing: A 7 lane crossing of Highway 400 connecting Harvie Road to

Big Bay Point Road

In addition to a Hwy 400 crossing an interchange provides access to and from the Highway

ALTERNATIVE 3 Full Parclo A4 Interchange per Phase 1

and 2 EA

ALTERNATIVE 4 Modified Parclo Interchange, no

northbound on ramps

ALTERNATIVE 5 Modified Buttonhook Interchange, no

northbound on ramps

Technical/ Traffic Impact

○ ◔ ◕ ◕ ◐

Does not address traffic demand problems on some Barrie roads and allows for some future development potential. Other routes cannot be improved to address the traffic from development of lands.

Addresses traffic demand problems on some Barrie roads and allows for some future development potential. Alignment of Highway 400 crossing would be per Alternative Solution #3 for a potential future interchange.

Full MTO Parclo Interchange, but Service Centre ramp added and reduced weaving distance to Mapleview. Best alternative to address the traffic demand problems on more Barrie roads, some of constraints at adjacent interchanges (Mapleview Drive and Essa Road), and allows for future development potential. Typical Parclo ramps.

MTO Parclo Interchange but northbound Highway 400 access using Fairview Road capacity to Essa interchange. Addresses the traffic demand problems on many Barrie roads, some of constraints at adjacent interchanges (Mapleview Drive and Essa Road), and allows for future development potential.

A typical buttonhook interchange that addresses the traffic demand problems on more Barrie roads, some of constraints at adjacent interchanges (Mapleview Drive and Essa Road), and allows for future development potential. May result in some constraints on land development between onramp and Harvie Road.

Social / Cultural

◐ ◐ ○ ◕ ◕

Does not address negative impacts of congestion nor provide for additional future development. Archaeological findings are not impacted.

Addresses negative impacts of congestion and provides for additional future development. Archaeological findings impacted west of Highway 400 at Harvie Road.

Most significantly addressing of negative impacts of congestion and provides for significant future development. Major Archaeological findings including significant village impacted especially for ramp to Service Centre

Significantly addresses negative impacts of congestion and provides for significant future development. Significant Archaeological findings impacted west of Highway 400 at Harvie Road.

Significantly addresses negative impacts of congestion and provides for significant future development. Significant Archaeological findings impacted west of Highway 400 at Harvie Road.

Natural

● ◕ ◔ ◐ ◐

No impact on the natural environment. Some impact on the natural environment. Mitigation to be considered in design.

Greater impacts on the natural environment. Mitigation to be considered in design.



Economics (Cost & Stimulus)

○ ◐ ◐ ● ◐

$0, but lost economic impact from development of lands.

$15 to $20 Million. Costs do not include land and utilities relocation. Some economic stimulus due to additional lands being developed.

$35 to $40 Million due to additional costs for northbound onramps and new Service Centre access. Costs do not include land and utilities relocation. More than Highway 400 crossing economic stimulus due to additional land being developed.

$30 to $35 Million. Costs do not include land and utilities relocation. More than Highway 400 crossing economic stimulus due to additional land being developed.

$30 to $35 Million. Costs do not include land and utilities relocation. Economic stimulus due to additional land potentially being developed than Highway 400 crossing but may result in some constraints on land development between onramp and Harvie Road.

Overall Ranking for Do Nothing,

400 Crossing and Potential 400 Interchange

Options

◐ ◐ ○ ● ◕

A Highway 400 crossing connecting Harvie Road to Big Bay Point Road is the Preferred Alternative with a potential new interchange. (Alternative 4 Interchange is preferred)

Major Archaeological findings including significant village impacted especially for ramp to Service Centre

Preferred Highway 400 interchange at Harvie Road/ Big Bay Point Road to address development, traffic and mitigate environmental impacts including drainage and archaeological findings.

A typical buttonhook interchange is a less preferred interchange but does address development, traffic and mitigate environmental impacts including drainage and archaeological findings.

LEGEND: ◔ Least Desirable ◕ Neutral ● Most

23

4.3 Modelling Alternative Planning Solutions in Aimsun

City’s Multimodal Active Transportation Master Plan (TMP) recommends a new Highway 400

interchange at Big Bay Point Road. The design alternative include a partial four-ramp parclo A4

interchange without the northbound on-ramps at Big Bay Point Road and an additional lane on

the E-N on-ramp at the Essa Road Interchange. Although the provision of an additional lane on

the E-N on-ramp at the Essa Road Interchange is not feasible due to an existing short left side

merge from the Commuter Parking Lot.

WSP coded the recommended preferred road networks in the Aimsun micro-simulation

software including Alternative 4. The Aimsun micro-simulation models were developed from the

calibrated and validated base year model. MH used this model to code Alternatives 1, 3, and 5

to review the impact of each design alternative on the operations of Highway 400 mainline

lanes, interchange ramps and speed change lanes as well as other intersections within the

study area. Figures 4-1 to 4-9 illustrate the alternative planning solutions modeled in Aimsun

along with the Average Simulated Flow extracted from the Aimsun model.

The network performance of each alternative is summarized in Appendix D.

4.3.1 Alternatives 2: Highway 400 Crossing

Highway 400 crossing (Alternative 2) was studied in Phase 1 and 2 EA. Phase 1 and 2 EA

Findings and Conclusions from Approved ESR:

• The Aimsun micro-simulation model shows small changes for time savings in the

existing conditions model that are not necessarily conclusive between the Do Nothing,

Crossing, and Interchange Alternatives. With the 8-lane scenario there is a 0.3 minute,

18 seconds or 1.6% time savings with the crossing over the do-nothing and with the

interchange there is a 0.6 minute, 36 second or 3.2% percent savings over the do-

nothing. There is a 0.3 minute, 18 seconds or 1.6% time savings with the interchange

over the crossing.

• The Aimsun model results show that queue lengths are significantly decreased at the

existing Essa Road interchange with the introduction of an interchange rather than a

24

Highway 400 crossing. Analysis for the existing Mapleview Drive interchange show little

difference between the crossing and the interchange.

• The current recommendation will be to proceed with Alternative 2, the connection of

Harvie Road to Big Bay Point Road across Highway 400, as well as at the location

identified in Alternative 3, which at this stage of the assessment would be the best

location for an interchange to balance impacts. Given the numerous issues that may

affect the placement of a Highway 400 interchange at Harvie Road/Big Bay Point Road,

the decision to recommend an interchange will be deferred to future studies, however,

the current recommendation includes protecting for a future interchange.

MH assessed alternatives 3, 4, and 5 including Highway 400 crossing.

4.4 Preliminary Preferred Alternative

The analysis reveals that the signalized intersections within the Study Area are expected to

operate with better LOS in Alternative Planning Solutions #4 compared to other alternatives. In

addition, the average delay experienced by drivers would be less in future with construction of

Modified Parclo Interchange over Highway 400.

25

Figure 4-1 Alternative 1: Do Nothing

Hig

hw

ay 4

00

N

Parking

Hig

hw

ay 4

00

E-N Ramp

Little Avenue

Essa Road

255(382)881(907)145(260)

()

372

463

(463)4

20

(196)

55

(598) 585841 851( )

0(0

)0

(0)

0 (0)1343(1283)

()

145

82

(0)

0(4

14)1

95

(0) 0(1034)1241

161 454( )

Big Bay Point Road

Fair

vie

w R

oad

Ardagh Road42

(68)

144(1

29)

382(2

18)

389(526)824(958)197(269)

()

372

50

(281)

23

(314)

76

(52) 42(346) 880

41 165( )

Bryne D

rive

N-E/W Ramp

S-E

/W R

am

p

Essa Road

571(6

07)

368

(487)

590(399)27 (19)

()

668

447

(150)

5

374

(419)

0(0

)593

(414)

394 (115)1034(1314)

(102) 200(773) 1111

0 0( )

Bayvie

w D

rive

19

(15)

194

(174)

45

(123)

134 (299)476 (397)212 (77)

()

135

137

(220)

111

(210)

90

(41) 5(540) 285138 65( )

Harvie Road

Figure 4-2

Legend


xx(xx) AM(PM)

Mapleview Dr

580(5

45)

31

(85)

15

(42)

24 (18)993(1360)39 (12)

()

123

216

(89)

106

(4)

5

(413) 478(746) 927(776) 112

45

(235)

0(1

)7

(142)

30 (73)1714(1922)18 (18)

()

381

237

(2)

0(1

24)

8

(32) 5(1660)1500

(76) 140

Park P

I B

lvd

677(5

21)

0(0

)739(5

61)

0 (0)1475(2144)457 (373)

(0) 0(1063)1144(189) 376

N-E

/W R

am

p

S-E

/W R

am

p

E/W

-N R

am

p

E/W-S R

amp

10

(44)

10

(78)

168(1

21)

352 (373)1581(1966)217 (327)

()

35

28

(12)

3(3

31)1

81

(1) 2(818)1189

(7) 39

Barri

e V

iew

Dri

ve

5(5

6)

9(1

26)

35

(80)

36 (326)1443(1522)140 (196)

()

50

25

(8)

4(2

59)2

04

(10) 36(499)1024

(8) 12

Bryne D

rive

574 (720)1393(1836)0 (0)

()

686

544

(0)

0(6

16)

258

(406) 421(1190)1436

(0) 0

October, 2014

Future (2031)Traffic VolumesAM and PM Peak HoursDo Nothing

3231

(3754)

3879

(2805)

Service

Center

3324

(3959)

3865

(2414)

()

6212

0

27

Figure 4-3 Alternative 3: Full Parclo A4

Interchange

Hig

hw

ay 4

00

N

Parking

E-N Ramp

Little Avenue

Essa Road

268(100)631(852)68 (80)

()

327

166

(441)

392

(55)

42(1289) 685

706 452( )

0(0

)0

(0)

0 (0)790(1179)

()

379

177

(0)

0(6

74)

458

(0) 0(1337) 660

Big Bay Point Road

Fair

vie

w R

oad

Ardagh Road

22

(17)

78

(20)

526

(594)

468 (829)497 (1002)164 (361)

()

173

8(3

38)

18

(302)

80

(47) 41(607) 614

24 79( )

Bryne D

rive

N-E/W Ramp

S-E

/W R

am

p

Essa Road

136

(141)

221

(566)

484 (624)208 (118)

()

154

22

(193)

30

435

(894)

0(0

)245

(673)

694(1353)

(1029)7880 0( )

Bayvie

w D

rive

Bayvie

w D

rive

Harvie Road

39 (54)1496(1382)

()

253

150

(122)

61

(596)3

73

Figure 4-4

(374) 362283(196)

W-N

Ram

p

E-S Ramp

W-S

Ram

p

(487) 431

17

(131)

33

(45)

81

(182)

108(216)592(952)242(172)

()

102

13

(117)

45

(659)

243

(33) 84(1078) 1001

23 59( )

715(884)

(1490) 1041

668(390)

E-S Ramp

New W-S Ram

p

(409) 305

236

(453)

1027

(965)

New S-E/W Ramp

212

(250)

55

(83)

(100) 74(1761) 1645

109 (141)1234 (908)91 (54)

()

119

122

(133)

30

(76)

9

233

(201)

65

(37)

55

(200)

(280) 354(1903) 1237(159) 220

Mapleview Dr

110

430

20

15

14

161

()

()

()

113 26606 12222 13

( )1 ( )1 ( )

(3)

15

163

(44)

61

(31)

7

( )( )102( )

106 2121861 9420 158

22(1

47)

0(0

)3

(18)

20 (30)1775(1891)72 (14)

()

419

200

(1)

0(1

50)

10

(49) 5(2233)1379(216) 197

Park P

I B

lvd

869 (855)1103 (1571)

()

501

406

(364)

198(548) 415

(2218)1353

791

(618)

729

(1002)

1138(1660)402 (406)

(1790)1032(206) 267

N-E

/W R

am

p

S-E

/W R

am

p

E/W

-N R

am

p

E/W-S R

amp

0(1

3)

7(2

1)

85

(286)

216 (201)1438(1752)246 (370)

()

39

17

(18)

4(2

71)

164

(8) 6(1495) 1013

(6) 67

Barri

e V

iew

Dri

ve

26

(65)

9(5

2)

29

(69)

64 (94)1110(1215)292 (453)

()

108

9(1

82)

22

(326)

232

(108) 63(1032) 834

(63) 38

Bry

ne D

rive

October, 2014

Future (2031)Traffic VolumesAM and PM Peak Hours(Alternative 3)

E-N Ramp

Service

Center

Legend


xx(xx) AM(PM)New LaneNew Ramp

(595) 349

()

47

66

4779

(5728)

4832

(5015)

470 (602)

4940

(5967)

5158

(5631)

29

Figure 4-5 Alternative 4: Modified Parclo

Interchange with no NB on ramps

Hig

hw

ay 4

00

N

Parking

E-N Ramp

Little Avenue

Essa Road

390(133)639(841)80 (50)

()

226

120

(855)5

37

(117)

69(1116) 663

(578 263)

0(0

)0

(0)

0 (0)772(1062)

()

222

76

(0)

0(5

29)

256

(0) 0(1173) 654

Big Bay Point Road

Fair

vie

w R

oad

Ardagh Road

30

(27)

67

(30)

812

(445)

262(592)401(879)118(286)

()

142

8(4

40)

71

(441)

171

(48) 43(823) 770

17 85( )

Bryne D

rive

N-E/W Ramp

S-E

/W R

am

p

Essa Road

157(1

06)

128

(484)

445 (528)192 (61)

()

670

304

(148)

28

201

(636)

0(0

)141

(506)

575 (1121)

(1401)11130 0( )

Bayvie

w D

rive

Bayvie

w D

rive

Harvie Road

308 (487)1231(1359)

()

101

87

(47)

67

(542)

309

(700) 600266 (171)

W-N Ramp

E-S Ramp

W-S

Ram

p

(306) 646

16

(169)

39

(50)

58

(207)

154 (303)494 (993)207 (146)

()

103

23

(305)

120

(562)

145

(43) 108(955) 781

26 56( )

771 (1161)

(1132) 676

726(484)

E-S Ramp

New W-S Ram

p

(576) 305

81

(261)

568

(773)

New S-E/W Ramp

184

(170)

94

(65)

(160) 81(1709) 1140

122 (183)1263(1176)79 (31)

()

215

108

(127)

42

(83)

12

244

(306)

63

(33)

54

(185)

(214) 240(1912) 974(173) 163

Mapleview Dr

87

353

23

46

17

166

()

()

()

67 340 1174

2 15

( )151 ( )1 ( )

(32

)52

141

(3)

69

(30)

8

( )( )( )

88 2061682 844389 118

22(1

30)

0(0

)4

(19)

33 (20)1617(1792)64 (16)

()

427

191

(1)

0(1

62)

15

(44) 5(1997)1166(176) 168

Park P

I B

lvd

811 (815)977 (1539)

()

498

474

(311)

194(599) 356

(1967)1133

561

(466)

449

(756)

1126(1619)340 (412)

(1838)1033(175) 272

N-E

/W R

am

p

S-E

/W R

am

p

E/W

-N R

am

p

E/W-S R

amp

1(1

5)

6(2

6)

99

(269)

201 (179)1243(1604)227 (329)

()

36

21

(23)

4(3

19)

159

(6) 8(1424) 1024

(5) 70

Barri

e V

iew

Dri

ve

24

(71)

8(5

5)

29

(65)

74 (86)969 (1142)251 (422)

()

120

14

(192)

23

(254)

222

(147) 64(1069) 859

(62) 37

Bry

ne D

rive

October, 2014

Future (2031)Traffic VolumesAM and PM Peak HoursPreliminary Preferred Alternative(Alternative 4)Widened Hwy 400 (6 Lanes)

without

Legend



NEW N-E/W Ramp Service

Center

()

60

58

3532

(4496)

2755

(4251)

4029

(5153)

3131

(3798)

Figure 4-6

Hig

hw

ay 4

00

N

Parking

E-N Ramp

Little Avenue

Essa Road

234 (145)615 (843)98 (83)

()

206

158

(905)5

95

(77)

54(1252) 687

699 354( )

0(0

)0

(0)

0 (0)781(1055)

()

323

99

(0)

0(5

96)

261

(0) 0(1348) 776

Big Bay Point Road

Fair

vie

w R

oad

Ardagh Road

23

(17)

60

(19)

768

(558)

433 (728)452 (971)137 (355)

()

180

8(3

86)

62

(578)

175

(45) 44(753) 764

27 89( )

Bryne D

rive

N-E/W Ramp

S-E

/W R

am

p

Essa Road

164(1

31)

203

(600)

518 (560)195 (68)

()

612

308

(122)

26

418

(893)

0(0

)252

(655)

607(1197)

(1480)11420 0( )

Bayvie

w D

rive

Bayvie

w D

rive

Harvie Road

287 (500)1195(1259)

()

221

153

(62)

72

(587)3

33

Figure 4-7

(759) 612280(182)

W-N Ramp

E-S Ramp

W-S

Ram

p

(415) 569

14

(132)

26

(65)

54

(204)

166 (285)653 (1140)253 (178)

()

109

16

(398)

121

(401)

143

(58) 97(917) 734

24 59( )

NEW N

-E/W

Ram

p

818(1167)

(977) 647

728(527)

E-S Ramp

New W-S Ram

p

(524) 282

251

(444)

1084

(988)

New S-E/W Ramp

196

(196)

80

(76)

(105) 109(1839) 1628

125 (209)1237(1117)82 (29)

()

216

82

(111)

45

(70)

8

245

(280)

59

(29)

53

(191)

(313) 336(2007) 1235(180) 227

Mapleview Dr

102

349

22

45

13

171

()

()

()

48 ( )1 ( )1 ( )

30477 11151 13

(320)

57

29

149

()

59

()

8

( )( )10( )

118 2251852 07428 155

23(1

49)

0(0

)3

(18)

31 (27)1616(1760)70 (15)

()

405

191

(1)

0(1

64)

14

(49) 5(2252)1370(221) 193

Park P

I B

lvd

868 (848)946 (1472)

()

503

408

(355)

192(606) 413

(2210)1360

836

(650)

735

(1032)

1022(1581)361 (386)

(1782)1048(195) 270

N-E

/W R

am

p

S-E

/W R

am

p

E/W

-N R

am

p

E/W-S R

amp

1(1

1)

5(3

2)

95

(260)

216 (203)1388(1704)241 (373)

()

40

16

(17)

3(2

69)

164

(3) 6(1510) 995

(6) 70

Barri

e V

iew

Dri

ve

25

(71)

10

(59)

27

(52)

66 (94)1082(1173)289 (462)

()

111

9(1

91)

18

(314)

230

(133) 60(1076) 827

(60) 38

Bry

ne D

rive

October, 2014

Future (2031)Traffic VolumesAM and PM Peak HoursPreliminary Preferred Alternative(Alternative 4) WidenedHwy 400 (10 Lanes)

with

Legend



Service

Center

4150

(4979)

5271

(5554)

4776

(5801)

4917

(5162)

()

47

63

32

Figure 4-8 Alternative 5: Modified Buttonhook

Interchange with no NB on ramps

Hig

hw

ay 4

00

N

Parking

E-N Ramp

Little Avenue

Essa Road

240 (132)667 (848)105 (83)

()

180

224

(947)

628

(89)

62(1199) 616

992 550( )

0(0

)0

(0)

0 (0)896(1024)

()

296

88

(0)

0(5

72)

262

(0) 0(1622) 890

Big Bay Point Road

Fair

vie

w R

oad

Ardagh Road

24

(25)

163

(29)

305

(548)

416 (677)422 (970)168 (233)

()

203

9(3

94)

69

(539)

152

(49) 45(754) 764

38 117( )

Bryne D

rive

N-E/W Ramp

S-E

/W R

am

p

Essa Road

257

(357)

292

(653)

590 (514)123 (53)

()

656

340

(126)

37

456

(848)

0(0

)474

(920)

548 (1067)

(1452) 9530) 0(

Bayvie

w D

rive

Bayvie

w D

rive

Harvie Road

311 (528)1003(1183)

()

256

178

(59)

62

(609)3

75

Figure 4-9

(726) 541449(251)

W-N Ramp

E-S Ramp

W-S

Ram

p

(376) 266

94

(209)

113

(95)

550

(477)

345 (362)689 (1153)248 (127)

()

119

15

(376)

129

(384)

120

(95) 121(830) 809

27 62( )

87

(177)

173

(160)

New S-E/W Ramp

122

(187)

144

(256)

(110) 121(1546) 1370

120 (194)1135(1075)131 (32)

()

219

82

(108)

42

(78)

9

172

(283)

87

(42)

53

(201)

(232) 254(1966) 1206(155) 192

Mapleview Dr

227

399

27

55

18

172

()

()

()

4 ( )1 ( )

( )

3 29470 1124

8 13

()

29

299

135

(63)

61

()

6

( )( )10( )

139 2731856 74406 157

21(1

42)

0(0

)4

(19)

32 (30)1713(1803)73 (15)

()

407

195

(1)

0(1

61)

11

(47) 4(2242)1486(213) 197

Park P

I B

lvd

874 (847)1022 (1527)

()

499

395

(349)

188(591) 451

(2211)1502

638

(582)

910

(1111)

1032(1534)417 (471)

(1721)1041(183) 297

N-E

/W R

am

p

S-E

/W R

am

p

E/W

-N R

am

p

E/W-S R

amp

3(1

5)

11

(34)

113

(215)

199 (186)1228(1610)228 (371)

()

44

18

(20)

4(2

58)

163

(3) 9(1445) 992

(8) 70

Barri

e V

iew

Dri

ve

56

(68)

30

(64)

51

(70)

62 (92)952 (1098)263 (442)

()

118

11

(174)

20

(293)

232

(111) 68(1046) 808

(59) 42

Bry

ne D

rive

October, 2014

Future (2031)Traffic VolumesAM and PM Peak Hours(Alternative 5)

Legend



Service

Center

4152

(4924)

4898

(5245)

4831

(5792)

4631

(4920)

30 (196)635 (577)

()

561

344

(253)

255

()

47

60

34

5. FUTURE LANE GEOMETRY

Future improvements to the existing road network include planned improvements by the City

and the MTO, and those recommended from the Emme macro level analyses and the

development of the City’s Multimodal Active Transportation Master Plan (TMP). The

improvements include:

5.1 City Road Improvements

• Little Avenue widening to three lanes from Fairview Road to Hurst Drive.

• Essa Road widening to:

� five lanes from Ferndale Drive to Mapleton Avenue

� three lanes from Mapleton Avenue to past Salem Road

� seven lanes from Fairview Road to Ardagh Road

• Bryne Drive extension to fill the gap at Harvie Road between the two segments, having five

lanes from 680m south of Essa Road to 530m north of Caplan Drive.

The results of this traffic impact study for the Phase 3 and 4 EA will reassess the followings:

• Harvie Road / Big Bay Point Road widening and new Highway 400 crossing are expected to

be:

� three lanes from Essa Road to Veterans Drive

� five lanes from Veterans Drive to future Bryne Drive

� seven lanes from future Bryne Drive to Huronia Road including across Highway 400

• A new Highway 400 interchange at Harvie Road / Big Bay Point Road was recommended in

the City TMP as a partial four-ramp parclo A4 interchange without the two northbound on-

ramps at Big Bay Point Road.

5.2 Highway 400 Mainline and Interchanges Improvements

Planned improvements/expansions on Highway 400 in this area were identified in the Highway

400 Planning and Design Study Report. The timing for Highway 400 widening is uncertain and

35

is not identified in the PDR and is being reviewed by MTO. It is assumed that the Highway 400

widening and interchange improvements will be implemented by the 2031 horizon year.

• The mainline Highway 400 will be widened from the current six lanes to 10 lanes from the

Bayfield Interchange to the Essa Interchange.

• The Essa Road Interchange geometric configurations include:

� additional lane on the N-E/W off-ramp

� realigned E-S on-ramp loop

� realigned W-N on-ramp loop

� a new W-S on-ramp in the southwest quadrant

� additional lane on the S-E/W off-ramp

36

6. FUTURE OPERATIONAL ANALYSIS IN SYNCHRO

Future (2031) intersection operations were analyzed with the preliminary preferred alternative

design in order to identify any operational deficiencies and explore the potential merit of

changes in proposed lane configuration and/or signal timing to address such deficiencies.

Network signal timings were optimized to reduce queuing and delay for critical movements,

where possible. The following outlines the key assumptions used in the Synchro analysis:

• Saturation flow rate: 1900 vehicle per hour per lane (vphpl).

• Saturation flow rate for freeway links: 2200 vphpl.

• The turning data and % Heavy vehicles were extracted from the simulated flow in

Aimsun.

• Pedestrian & cyclist volumes: based on 2010 traffic count data.

The results of the operational analyses for the signalized intersections are summarized in Table

6-1. Detailed analysis sheets are presented in Appendix E.

AM Peak Hour:


intersection is expected to operate at an overall LOS of B during the AM peak hour. However,

the WBTH movement on Fairview Road onto the Highway 400 E-N Ramp has the v/c ratio of

0.85 with 95% queue length of 142m during weekday AM peak hour. The provision of an

additional lane on the E-N on-ramp at the Essa Road Interchange is not feasible due to an

existing short left side merge from the Commuter Parking Lot.

The Essa Rd and Ardagh Rd / Bryne Drive intersection is expected to operate at overall LOS of

D during the AM peak hour. The movement with the highest v/c ratio is the SBLT approach on

Ardagh Rd. The provision of a dual SBLT lane on Ardagh Rd onto Essa Road is not feasible

due to concerns with dual lefts conflicting with start of taper for future Ramp W-S.

Big Bay Point Road and Bayview Drive intersection is expected to operate at overall LOS of C

during the AM peak hour. The WBTH-RT approach on Big Bay Point Road has the v/c ratio of

0.85 during the AM peak periods with 95% queue length of 130 meter.

37

Big Bay Point Road / Potential Future Fairview Road / Potential Future Highway 400 S-E/W

Ramp Terminal (Highway 400 off-ramp) intersection is expected to operate at an overall LOS of

D during the AM peak hour. The WBTH approach on Big Bay Point Road has the v/c ratio of

0.87 during the AM peak period with 95% queue length of 147 meter. The SBLT approach on

Potential Future Fairview Road has the v/c ratio of 1.29 during the AM peak period with 95%

queue length of 54 meter.

Potential Future Harvie Road / Potential Future Highway 400 N-E/W Ramp Terminal (Highway

400 off-ramp) intersection is expected to operate at an overall LOS of B during the AM peak

hour. However, the SBLT approach on Potential Future Highway 400 N-E/W Ramp Termina has

the v/c ratio of 0.79 during the AM peak period with 95% queue length of 77 meter.


E/W-N Ramp Terminal (Highway 400 on-ramp) intersection is expected to operate at an overall

LOS of C during the AM peak hour. The critical movement at this intersection is the WBRT on

Mapleview Drive with the v/c ratio of 0.90 during the AM peak period with 95% queue length of

139m.


E/W-S Ramp Terminal (Highway 400 on-ramp) intersection is expected to operate at an overall

LOS of C during the AM peak hour. The critical movement at this intersection is WBLT on

Mapleview Drive with the v/c ratio of 0.91 during the AM peak period with 95% queue length of

83m.

PM Peak Hour:

The intersection of Essa Road / Fairview Road / Highway 400 E-N Ramp (Highway 400 on-

ramp) Terminal is expected to operate at an overall LOS of C during the PM peak hour. The

NBTH movement has the v/c ratio of 0.96 with 95% queue length of 118m. The WBTH

movement on Fairview Road onto the Highway 400 E-N Ramp has the v/c ratio of 0.98 with

95% queue length of 242m during weekday PM peak hour.

The intersection of Essa Road / Highway 400 N-E/W Ramp (Highway 400 off-ramp) Terminal is

expected to operate at an overall LOS of C during the weekday afternoon peak hour. The EBRT

movement on Highway 400 N-E/W off Ramp has the v/c ratio of higher than 0.78 during the PM

peak periods with 95% queue length of 107m.

38

The Essa Rd and Ardagh Rd / Bryne Drive intersection is expected to operate at overall LOS of

D during the PM peak hour. The movements with the v/c ratio of higher than 0.85 are the NBRT

and SBLT approaches during the PM peak period with 95% queue length of 150m and 155m,

respectively.

Fairview Road and Little Avenue intersection is expected to operate at an overall LOS of C

during the weekday afternoon peak hour. The WBRT and SBLT movements have the v/c ratio

of higher than 0.85 during the PM peak periods.

Big Bay Point Road / Bayview Drive intersection is expected to operate at an overall LOS of C

during the weekday afternoon peak hour. The WBTH-RT movement on Big Bay Point Road has

the v/c ratio of 0.89 during the PM peak periods with 95% queue length of 146m.

Big Bay Point Road / Potential Future Fairview Road / Potential Future Highway 400 S-E/W

Ramp Terminal (Highway 400 off-ramp) intersection is expected to operate at an overall LOS of

C during the PM peak hour. The EBTH approache on Big Bay Point Road has the v/c ratio of

0.86 during the PM peak period with 95% queue length of 200m. The SBLT movement on

Potential Future Fairview Road has the v/c ratio of 1.08 during the PM peak period with 95%

queue length of 46m.


E/W-N Ramp Terminal (Highway 400 on-ramp) intersection is expected to operate at an overall

LOS of C during the PM peak hour. The critical movements at this intersection are the EBLT

and WBRT on Mapleview Drive with the v/c ratio higher than 0.85 during the AM peak period

with 95% queue length of 23m and 190m, respectively.


E/W-S Ramp Terminal (Highway 400 on-ramp) intersection is expected to operate at an overall

LOS of D during the PM peak hour. The critical movement at this intersection is SBLT on

Highway 400 N-E/W Ramp Terminal with the v/c ratio higher than 0.75 during the PM peak

period with 95% queue length of 157m. The EBLT and WBLT on Mapleview Drive have the v/c

ratio higher than 0.85 during the PM peak period with 95% queue length of 121m and 129m,

respectively.

In summary, the future signalized intersections within the Study Area are expected to operate at

overall LOS of D or better during the AM and PM peak hours that is deemed acceptable.

39

Table 6-1 Summary of Future Signalized Intersection Capacity and LOS Analysis- Preliminary Preferred Alternative

Intersections

Movements

AM Peak PM Peak

Overall LOS

LOS Delay (sec)

v/c Ratio

95th Queue

(m)

Overall LOS

LOS Delay (sec)

v/c Ratio

95th Queue

(m)

Essa Road / Fairview Road / Highway 400 E-

N Ramp Terminal


(Signalized)

WBL

B

B 16.9 0.22 29.8

C

B 14.0 0.23 33.3

WBT D 36.1 0.85 141.5 D 50.3 0.98 241.5

WBR A 3.9 0.08 6.1 A 3.1 0.09 6.3

NBT B 14.3 0.34 26.8 D 39.3 0.96 118.4

NBR A 0.6 0.24 3.8 A 3.1 0.46 130.4

SBL C 29.0 0.43 33.3 C 23.9 0.38 19.2

SBT B 20.0 0.33 44.2 C 23.8 0.46 54.1

SBR A 6.8 0.34 23.4 A 8.7 0.23 17.7

Essa Road / Highway 400 S-

E/W Ramp Terminal

(Highway 400 off-ramp)

(Signalized)

EBL

A

D 40.3 0.02 3.2

B

D 37.6 0.25 11.0

EBR A 0.2 0.04 0.0 A 0.5 0.08 0.0

WBL D 47.2 0.44 33.6 D 41.6 0.70 82.0

WBLTR B 13.8 0.47 20.3 A 8.7 0.55 29.3

WBR B 11.3 0.45 17.1 A 6.3 0.51 20.7

NBL A 0.0 0.00 0.0 A 0.0 0.00 0.0

NBT A 4.1 0.23 23.8 C 24.1 0.62 134.9

SBT A 1.2 0.24 6.4 B 12.2 0.47 34.8

SBR A 0.0 0.00 0.0 A 0.0 0.00 0.0

Essa Road / Highway 400 N-

E/W Ramp Terminal


(Signalized)

EBL

A

D 42.2 0.53 35.4

C

C 21.6 0.51 58.8

EBTR A 9.9 0.54 19.3 C 31.5 0.78 107.0

EBR A 9.9 0.54 19.3 C 31.4 0.78 106.7

NBTR A 5.7 0.35 41.7 C 23.7 0.70 109.8

SBT A 2.8 0.19 7.0 B 11.9 0.57 44.8

Essa Road / Ardagh Road /

Bryne Drive (Signalized)

EBL

D

D 36.8 0.16 19.3

D

D 52.2 0.39 21.6

EBTR D 38.8 0.56 84.5 D 46.9 0.70 76.9

WBL E 60.5 0.50 26.5 E 79.7 0.91 70.6

WBT C 24.1 0.22 35.8 C 31.3 0.55 83.2

WBR A 4.4 0.49 20.3 B 10.9 0.77 66.8

NBL D 50.0 0.06 6.6 D 47.0 0.55 60.4

NBT E 58.8 0.55 36.3 D 40.5 0.43 52.7

NBR B 14.6 0.56 20.4 D 54.6 0.97 150.3

SBL E 74.9 1.05 235.9 D 55.0 0.98 155.1

SBTR B 11.9 0.05 7.7 A 8.4 0.02 3.6


WBL

B

B 17.6 0.07 7.9

C

C 23.9 0.20 17.9

WBR B 18.7 0.83 50.3 C 23.6 0.89 77.2

NBTR B 15.8 0.41 39.0 C 23.5 0.68 69.2

SBL A 9.5 0.41 25.7 D 43.5 0.88 76.9

SBT A 7.6 0.14 15.3 A 7.0 0.19 23.1

40

Table 6-1 Summary of Future Signalized Intersection Capacity and LOS Analysis- Preliminary Preferred Alternative (Cont’d)

Intersections

Movements

AM Peak PM Peak

Overall LOS

LOS Delay (sec)

v/c Ratio

95th Queue

(m)

Overall LOS

LOS Delay (sec)

v/c Ratio

95th Queue

(m)

Big Bay Point Road / Bayview

Drive (Signalized)

EBL

C

C 34.5 0.78 109.2

C

C 29.6 0.72 68.8

EBTR C 24.5 0.76 166.8 B 16.9 0.77 140.4

WBL B 17.7 0.40 16.1 D 44.1 0.38 17.1

WBTR D 37.2 0.85 129.6 D 37.6 0.89 146.3

NBL C 33.0 0.49 20.7 D 49.6 0.80 53.8

NBT C 22.6 0.10 12.7 D 43.9 0.46 33.2

NBR A 0.0 0.02 0.0 A 2.5 0.22 2.1

SBL D 36.4 0.28 18.6 C 31.4 0.51 42.1

SBTR C 26.4 0.78 45.4 B 15.1 0.69 28.1

Big Bay Point Road / Potential Future Fairview Road / Potential Future Highway

400 S-E/W Ramp Terminal (Highway 400


EBL

D

C 31.5 0.55 31.3

C

C 29.0 0.53 26.3

EBT C 33.2 0.83 170.4 C 33.1 0.86 200.4

WBT D 46.3 0.87 146.5 D 38.6 0.79 140.2

WBR A 6.2 0.45 21.9 A 6.1 0.65 29.0

NBL E 58.1 0.62 54.9 E 56.2 0.68 69.0

NBLTR B 18.5 0.48 23.8 B 14.9 0.52 26.4

NBR B 11.1 0.50 20.4 B 12.4 0.61 31.4

SBL F 247.7 1.29 53.7 F 180.7 1.08 46.3

SBR A 6.4 0.35 17.1 A 7.7 0.39 18.3

Potential Future Harvie Road /

Potential Future Highway 400 N-

E/W Ramp Terminal


(Signalized)

EBT

B

B 13.3 0.36 26.8

B

B 14.9 0.53 42.8

WBT B 14.0 0.44 33.6 B 16.2 0.63 51.7

SBL C 20.5 0.79 77.7 B 18.5 0.72 68.4

SBR B 11.4 0.36 30.5 C 23.4 0.74 84.0

Potential Future Harvie Road /

Potential Future Bryne Drive (Signalized)

EBL

B

B 15.5 0.31 21.0

C

D 48.7 0.57 27.9

EBTR B 12.1 0.36 36.8 C 24.4 0.58 63.9

WBL A 7.2 0.49 18.3 C 26.2 0.67 38.7

WBT A 5.2 0.30 26.0 C 21.9 0.76 115.2

WBR A 1.2 0.17 5.4 A 3.7 0.34 15.8

NBL C 26.2 0.10 6.8 B 17.7 0.25 21.8

NBT C 27.1 0.25 14.7 C 34.6 0.68 56.6

NBR A 8.7 0.42 13.7 C 29.4 0.83 75.9

SBL C 30.9 0.32 16.5 C 34.6 0.74 44.4

SBT C 29.3 0.43 24.0 C 24.1 0.08 9.4

SBR A 0.3 0.05 0.0 A 6.3 0.28 13.1

41

Table 6-1 Summary of Future Signalized Intersection Capacity and LOS Analysis- Preliminary Preferred Alternative (Cont’d)

Notes: 1) v/c – Volume-to-capacity ratio 2) LOS – Level of Service 3) Southbound (SB), Northbound (NB), Eastbound (EB), and Westbound (WB) 4) Left (L), Right (R), and Through (TH) 5) Red for v/c of higher than 0.75 from Highway 400 off-terminals and v/c of higher than 0.85 for other places

Intersections

Movements

AM Peak PM Peak

Overall LOS

LOS Delay (sec)

v/c Ratio

95th Queue

(m)

Overall LOS

LOS Delay (sec)

v/c Ratio

95th Queue

(m) Mapleview Drive / Highway 400 S-E/W Ramp


off-ramp) / Highway 400 E/W-N Ramp


on-ramp) (Signalized)

EBL

C

D 50.8 0.83 59.9

C

C 20.1 0.90 23.0

EBT B 10.7 0.47 54.3 A 4.1 0.66 35.0

WBT C 21.8 0.50 57.9 C 29.6 0.68 120.7

WBR B 20.0 0.90 138.7 C 24.9 0.90 189.5

NBL C 29.6 0.46 45.4 D 50.1 0.72 76.5

NBR A 3.1 0.17 6.9 D 38.8 0.59 53.2

Mapleview Drive / Highway 400 N-E/W Ramp


off-ramp) / Highway 400 E/W-S Ramp


on-ramp) (Signalized)

EBT

C

C 23.6 0.48 42.8

D

D 45.9 0.86 121.0

EBR A 5.1 0.41 15.8 B 14.6 0.37 31.6

WBL D 44.9 0.91 82.9 D 50.4 0.93 129.0

WBT B 12.5 0.38 40.8 B 15.8 0.56 105.7

SBL C 27.3 0.71 66.7 D 49.6 0.91 156.8

SBR C 24.1 0.73 74.3 C 29.0 0.55 80.9

42

7. ADDITIONAL PRELIMINARY IMPROVEMENTS IN AIMSUN

The Synchro analysis identified operational deficiencies on the ultimate future networks, such as

left- and right-turn lanes due to high turning volumes, queuing backup at the closely spaced

intersections, excessive delays, etc. Additional improvements were made in the Aimsun model

to ensure that the overall future road network operates optimally. These improvements include

adding the optimized signal timing plan in Synchro to all signalized intersections within the

Study Area. In addition, the queue lengths for right-turn and left-turn movements were evaluated

to establish the storage lengths required for those movements in Aimsun model. The 95th

percentile queues from Synchro were used to determine the storage length requirements.

Additional improvements are summarized below:

• Fairview Road / Big Bay Point Road intersection: Channelized WB right-turn onto

Fairview Road was removed in the future Aimsun Model due to an acceptable LOS A on

this approach during the AM and PM Peak hours.

• Bryne Drive / Big Bay Point Road intersection: Dual WB left-turn lanes were removed

due to low forecast WB left-turning volumes onto Bryne Drive in the AM (252 vph) and

PM (178 vph) peak periods. An exclusive NBRT lane was added on Bryne Drive to

accommodate the high right turn volume (400 vph) during the PM Peak hour.

• Essa Road / Fairview Road / Highway 400 E-N Ramp Terminal (Highway 400 on-ramp):

an additional lane added on the E-N on-ramp at the Essa Road Interchange was

removed due to an existing short left side merge from the Commuter Parking Lot.

It should be noted that the changes to the future network were only applied to the preliminary

preferred alternative in the Aimsun micro-simulation model during the PM Peak hour given that

traffic during the afternoon peak period is considered more critical than the morning peak.

The future network performance with additional preliminary improvements (including delay,

travel time, and travel speed) is summarized in Table 7-1.

43

Table 7-1 Overall Future Network Performance Summary

Network Statistics Unit PM Peak Hour

Average Delay (sec/km) 48 Average Travel Time (sec/km) 101

Average Speed (km/h) 44

The estimated intersection levels of service (LOS) at all signalized intersections from the

Aimsun micro-simulation are shown in Table 7-2.

Table 7-2 indicates that future network with the 11 signalized intersections in the Study Area are

operating at LOS D or better in the PM peak hour.

Table 7-2 Future Signalized Intersection Capacity and LOS Analysis for the Preliminary Preferred Alternative (Alternative 4) during the PM Peak Hour


Results from Aimsun

LOS Delay (sec)

MAX Queue

(m)

Essa Road / Fairview Road / Highway 400 E-N Ramp

Terminal (Highway 400 on-ramp)

(Signalized)

WBL

C

0 42

WBT 1 78 WBR 0 22 NBT 1 33 NBR 0 13 SBL 2 22 SBT 1 39 SBR 1 15

Essa Road / Highway 400 S- E/W Ramp Terminal

(Highway 400 off-ramp) (Signalized)

EBL

B

0 0 EBR 0 0

WBL 0 23

WBLTR 0 0 WBR 0 39 NBL 0 0 NBT 1 32 SBT 0 22 SBR 0 0

Essa Road / Highway 400 N-E/W Ramp Terminal

(Highway 400 off-ramp) (Signalized)

EBL

B

0 53 EBTR 0 0 EBR 0 79

NBTR 1 34 SBT 1 48

44

Table 7-2 Future Signalized Intersection Capacity and LOS Analysis for the Preliminary Preferred Alternative (Alternative 4) during the PM Peak Hour Cont’dF


Results from Aimsun

LOS Delay (sec)

MAX Queue

(m)

Essa Road / Ardagh Road / Bryne Drive (Signalized)

EBL

D

4 17

EBT 1 39

EBR 0 3

WBL 1 33

WBT 1 46

WBR 0 151

NBL 1 34

NBT 1 38

NBR 0 210

SBL 1 178

SBT 1 2

SBR 1 6


WBR

C

1 138

WBL 1 14

NBR 0 20 NBT 1 51 SBL 1 50 SBT 0 14

Potential Future Harvie Road / Potential Future Bryne Drive

(Signalized)

EBL

C

1 51 EBT 1 69 EBR 0 50 WBL 4 21 WBT 1 38 WBR 0 3 NBL 1 28 NBT 1 40 NBR 0 67 SBL 1 55 SBT 1 6 SBR 1 39

Potential Future Harvie Road / Potential Future Highway 400

N-E/W Ramp Terminal (Highway 400 off-ramp)

(Signalized)

EBT

C

1 49 WBT 1 66 SBL 0 43

SBR 0 36

Big Bay Point Road / Potential Future Fairview Road /

Potential Future Highway 400 S-E/W Ramp Terminal (Highway 400 off-ramp)

(Signalized)

EBL

C

2 22 EBT 1 76 WBT 1 70 WBR 0 116 NBL 0 22 NBT 1 9 NBR 0 54 SBL 1 19 SBR 0 57

45

Table 7-2 Future Signalized Intersection Capacity and LOS Analysis for the Preliminary Preferred Alternative (Alternative 4) during the PM Peak Hour Cont’dF


Results from Aimsun

LOS Delay (sec)

MAX Queue

(m)

Big Bay Point Road / Bayview Drive (Signalized)

EBL

D

1 53 EBT 1 76 EBR 0 17 WBL 9 11 WBT 1 78 WBR 0 37 NBL 1 36 NBT 1 21 NBR 0 22 SBL 1 52 SBT 1 8 SBR 1 65

Mapleview Drive / Highway 400 S-E/W Ramp Terminal

(Highway 400 off-ramp) / Highway 400 E/W-N Ramp


(Signalized)

EBL

D

1 94 EBT 1 41 WBT 1 70 WBR 1 190 NBL 1 68

NBR 2 45

Mapleview Drive / Highway 400 N-E/W Ramp Terminal



(Signalized)

EBR

D

0 58 EBT 2 105 WBT 1 47 WBL 4 111 SBL 0 75

SBR 1 71

46

8. WEAVING ANALYSIS

As mentioned in Section 5.2, the timing for Highway 400 widening is uncertain and is not

identified in the PDR and is being reviewed by MTO. MH conducted a weaving analysis along

Highway 400 under two scenarios:

1. Construction of the Harvie Road / Big Bay Point Road and Highway 400 Interchange

with existing Highway 400 lane geometry (refer to Figure 4-6); and

2. Construction of Harvie Road / Big Bay Point Road and Highway 400 Interchange with

widened Highway 400 (refer to Figure 4-7).

The weaving sections are:

• Highway 400 northbound and southbound between the potential New Harvie Road / Big

Bay Point Road interchange and Mapleview Drive interchange; and

• Highway 400 southbound between the proposed Essa Road W-S interchange ramp and

the potential new Harvie Road / Big Bay Point Road interchange.

8.1 Construction of Harvie Road / Big Bay Point Road and Highway 400 Interchange with Existing Highway 400 Lane Geometry

In this scenario, it is assumed that the Highway 400 widening will not be implemented by the

2031 horizon year when the interchange will be fully functional and the mainline Highway 400

will remain six lanes from the Bayfield Interchange to the Essa Interchange.

8.1.1 Weaving Analysis to and from Mapleview Drive Interchange

As shown in Figures 8-1 and 8-2, the lengths of the northbound and southbound weaving

sections are 513m and 606m, respectively. The weaving distance was measured according to

the MTO Geometric Design Manual methodology.

Table 8-1 illustrates that the weaving volume ratios on the northbound and southbound weaving

segments are 0.37 and 0.28, respectively. The average densities (pc/mile/ln) from the Aimsun

47

micro-simulation output and the HCM estimated densities (pc/mile/ln) reveals that the

northbound and southbound weaving segments are expected to operate at LOS D and E/F

during PM peak hour, respectively.

To conclude, the Level of Service in the weaving segment between the recommended

interchange at Harvie Road / Big Bay Point Road and the interchange at Essa Road is not

satisfactory and there would be weaving issues based on the existing Highway 400

configurations and geometry and the projected weaving volumes. Therefore, Highway 400

needs to be widened between the potential New Harvie Road / Big Bay Point Road interchange

and Mapleview Drive interchange by the 2031 horizon year when the interchange will become

functional.

8.1.2 Weaving Analysis from Essa Road Interchange

As shown in Figure 8-3, the length of the southbound weaving section is 685m. The weaving

distance was measured according to the MTO Geometric Design Manual methodology.

Table 8-2 illustrates that the weaving volume ratio on the southbound weaving segment is 0.38.

The average density (pc/mil/ln) from the Aimsun micro-simulation output and the HCM

estimated density (pc/mil/ln) reveal that the southbound weaving segment is expected to

operate at LOS E during the PM peak hour.

To conclude, the weaving segment between the recommended interchange at Harvie Road /

Big Bay Point Road and the existing interchange at Mapleview Drive is expected to fail

operating and there would be weaving issues with the existing Highway 400 configurations and

geometry and the forecast weaving volumes. Therefore, Highway 400 needs to be widened

between the proposed Essa Road W-S interchange ramp and the potential new Harvie Road /

Big Bay Point Road interchange by the 2031 horizon year when the interchange will become

functional.

48

1,253

4,908 1,025

951

5,933

Weaving Length = 513m

Figure 8-1 Weaving Analysis along Highway 400 Northbound between the Potential New Harvie Road / Big Bay Point Road

Interchange and Mapleview Drive Interchange – New Interchange without Highway 400 Widening

38

3,637

Legend

From Freeway

From Ramp

36

18

49

573

195

378

926

3,100

3,497

4,599


Figure 8-2 Weaving Analysis along Highway 400 Southbound between the Potential New Harvie Road / Big Bay Point Road

Interchange and Mapleview Drive Interchange – New Interchange without Highway 400 Widening

Legend

From Freeway

From Ramp

529

50

Table 8-1 Weaving Analysis of Highway 400 between the Potential New Harvie Road / Big Bay Point Road Interchange and

Mapleview Drive Interchange – New Interchange without Highway 400 Widening

Location Name

Aimsun Micro-simulation

Output HCM 2010 Methodology based on Aimsun Measured Speed

Converted Density

(Aimsun) LOS

Demand Flow Rate

1

(ν)

Demand Flow Rate Sub-Total

(ν)

Weaving Volume Ratio (VR)

Average Speed of All Vehicles (Derived from

Aimsun Output )

Width (N)

Density LOS

pc/mile/ln (pc/km/ln)

pc/h pc/h km/h Lanes pc/mile/ln (pc/km/ln)

Highway 400 NB

Non-Weaving NB (Freeway to Freeway) - Mapleview IC to Big Bay Point IC

30.4 (19)

D

3,637 3,711

0.37 67 4 35.4

(22.1) D/E

Non-Weaving NB (Ramp to Ramp) - Mapleview IC to Big Bay Point IC

74

Weaving NB (Ramp to Freeway) - Mapleview IC to Big Bay Point IC

951 2,222

Weaving NB (Freeway to Ramp) - Mapleview IC to Big Bay Point IC

1,271

Highway 400 SB

Non-Weaving SB (Freeway to Freeway) - Big Bay Point IC to Mapleview IC

59.2 (37)

F

3,100 3,295

0.28 57.7 3 42.5

(26.6) E

Non-Weaving SB (Ramp to Ramp) - Big Bay Point IC to Mapleview IC

195

Weaving SB (Freeway to Ramp) - Big Bay Point IC to Mapleview IC

926 1,304

Weaving NB (Ramp to Freeway) - Big Bay Point IC to Mapleview IC

378

Note: 1. Demand Flow Rates were extracted from Aimsun (Replication 264095) by Conducting the Link Analysis 2. IC – interchange, NB – northbound, and SB – southbound. 3. The following parameters are defined as: 1) Converted density – the density in pc/mil/ln (passenger cars per mile per lane) converted from Aimsun output in veh/km/ln (vehicles per kilometer per lane) 2) Demand flow rate – flow rate in the peak 15min of the analysis hour under prevailing conditions, measured in equivalent passenger car units (in pc/h) 3) Weaving volume ratio – the weaving demand flow rate divided by the total demand flow rate in the weaving segment 4) Width – the number of lanes in the weaving segment 5) LOS – level of service, categorized based on Exhibit 12-10 of 2010 HCM

51

716

395

321

1,774

3,089

4,863

5,683


Interchange and the Proposed Essa Road W-S Interchange Ramp – New Interchange without Highway 400 Widening


Legend

From Freeway

From Ramp Essa Road

104

52

Table 8-2 Weaving Analysis of Highway 400 between the Proposed Essa Road W-S Interchange Ramp and the Potential New

Harvie Road / Big Bay Point Road Interchange – New Interchange without Highway 400 Widening

Location Name



Converted Density

(Aimsun) LOS

Demand Flow Rate

1

(ν)


(ν)



Aimsun Output )

Width (N)

Density LOS



Highway 400 SB

Non-Weaving SB (Freeway to Freeway) - Essa IC to Big Bay Point IC

33.6 (21)

E

3,089 3,484

0.38 82 3 36.3

(22.7) E

Non-Weaving SB (Ramp to Ramp) - Essa IC to Big Bay Point IC

395

Weaving SB (Freeway to Ramp) - Essa IC to Big Bay Point IC

1,774 2,095

Weaving NB (Ramp to Freeway) - Essa IC to Big Bay Point IC

321

Note: 1. Demand Flow Rates were extracted from Aimsun (Replication 264095) by Conducting the Link Analysis 2. IC – interchange, SB – southbound. 3. The following parameters are defined as: 1) Converted density – the density in pc/mil/ln (passenger cars per mile per lane) converted from Aimsun output in veh/km/ln (vehicles per kilometer per lane) 2) Demand flow rate – flow rate in the peak 15min of the analysis hour under prevailing conditions, measured in equivalent passenger car units (in pc/h) 3) Weaving volume ratio – the weaving demand flow rate divided by the total demand flow rate in the weaving segment 4) Width – the number of lanes in the weaving segment 5) LOS – Level of Service, categorized based on Exhibit 12-10 of 2010 HCM

53

8.2 Construction of Harvie Road / Big Bay Point Road and Highway 400 Interchange with widened Highway 400.

In this scenario, it is assumed that the Highway 400 widening and interchange improvements

will be implemented by the 2031 horizon year and the mainline Highway 400 will be widened

from the current six lanes to 10 lanes from the Bayfield Interchange to the Essa Interchange.

8.2.1 Weaving Analysis to and from Mapleview Drive Interchange

As shown in Figures 8-4 and 8-5, the lengths of the northbound and southbound weaving

sections are 513m and 606m, respectively. The weaving distance was measured according to

the MTO Geometric Design Manual methodology.

Table 8-3 illustrates that the weaving volume ratios on the northbound and southbound weaving

segments are 0.37 and 0.34, respectively. The average densities (pc/mile/ln) from the Aimsun

micro-simulation output and the HCM estimated densities (pc/mile/ln) reveals that the

northbound and southbound weaving segments are expected to operate at LOS C during PM

peak hour.


interchange at Harvie Road / Big Bay Point Road and the existing interchange at Mapleview

Drive is satisfactory and there would be no weaving issues based on the recommended

configurations and geometry and the forecast weaving volumes within the 2031 time horizon.

8.2.2 Weaving Analysis from Essa Road Interchange

As shown in Figure 8-6, the length of the southbound weaving section is 685m. The weaving

distance was measured according to the MTO Geometric Design Manual methodology.

Table 8-4 illustrates that the weaving volume ratio on the southbound weaving segment is 0.33.

The average density (pc/mil/ln) from the Aimsun micro-simulation output and the HCM


operate at LOS C during the PM peak hour.

54


interchange at Harvie Road / Big Bay Point Road and the interchange at Essa Road would be

LOS C, which is satisfactory. There would be no weaving issues based on the recommended


55

1086

4,991 1,170

3,873

6,161


Figure 8-4 Weaving Analysis along Highway 400 Northbound between the Potential New Harvie Road / Big Bay Point Road

Interchange and Mapleview Drive Interchange– New Interchange with Highway 400 Widening

16

1,132

Legend

From Freeway

From Ramp

22

32

56

776

343

433

1,451

3,337

4,040

5,564



Interchange and Mapleview Drive Interchange – New Interchange with Highway 400 Widening

Legend

From Freeway

From Ramp

748

57

Table 8-3 Weaving Analysis of Highway 400 between the Potential New Harvie Road / Big Bay Point Road Interchange and

Mapleview Drive Interchange – New Interchange with Highway 400 Widening

Location Name



Converted Density

(Aimsun) LOS

Demand Flow Rate

1

(ν)


(ν)



Aimsun Output )

Width (N)

Density LOS



Highway 400 NB

Non-Weaving NB (Freeway to Freeway) - Mapleview IC to Big Bay Point IC

20.8 (13)

C

3,873 3,911

0.37 84 6 19.6

(12.2) C

Non-Weaving NB (Ramp to Ramp) - Mapleview IC to Big Bay Point IC

38

Weaving NB (Ramp to Freeway) - Mapleview IC to Big Bay Point IC

1,132 2,250

Weaving NB (Freeway to Ramp) - Mapleview IC to Big Bay Point IC

1,118

Highway 400 SB

Non-Weaving SB (Freeway to Freeway) - Big Bay Point IC to Mapleview IC

21.3 (13.3)

C

3,337 3,680

0.34 83 5 21.5

(13.4) C

Non-Weaving SB (Ramp to Ramp) - Big Bay Point IC to Mapleview IC

343

Weaving SB (Freeway to Ramp) - Big Bay Point IC to Mapleview IC

1,451 1,884

Weaving NB (Ramp to Freeway) - Big Bay Point IC to Mapleview IC

433

Note: 1. Demand Flow Rates were extracted from Aimsun (Replication 264095) by Conducting the Link Analysis 2. IC – interchange, NB – northbound, and SB – southbound. 3. The following parameters are defined as: 1) Converted density – the density in pc/mil/ln (passenger cars per mile per lane) converted from Aimsun output in veh/km/ln (vehicles per kilometer per lane) 2) Demand flow rate – flow rate in the peak 15min of the analysis hour under prevailing conditions, measured in equivalent passenger car units (in pc/h) 3) Weaving volume ratio – the weaving demand flow rate divided by the total demand flow rate in the weaving segment 4) Width – the number of lanes in the weaving segment 5) LOS – level of service, categorized based on Exhibit 12-10 of 2010 HCM

58

154

197

401

1,492

3,639

5,131

5,728



Interchange and the Proposed Essa Road W-S Interchange Ramp – New Interchange with Highway 400 Widening

Legend

From Freeway

From Ramp Essa Road

443

59

Table 8-4 Weaving Analysis of Highway 400 between the Proposed Essa Road W-S Interchange Ramp and the Potential New

Harvie Road / Big Bay Point Road Interchange – New Interchange with Highway 400 Widening

Location Name



Converted Density

(Aimsun) LOS

Demand Flow Rate

1

(ν)


(ν)



Aimsun Output )

Width (N)

Density LOS



Highway 400 SB

Non-Weaving SB (Freeway to Freeway) - Essa IC to Big Bay Point IC

21.9 (13.7)

C

3,639 3,836

0.33 81.3 5 22.5

(14.1) C

Non-Weaving SB (Ramp to Ramp) - Essa IC to Big Bay Point IC

197

Weaving SB (Freeway to Ramp) - Essa IC to Big Bay Point IC

1,492 1,893

Weaving NB (Ramp to Freeway) - Essa IC to Big Bay Point IC

401

Note: 1. Demand Flow Rates were extracted from Aimsun (Replication 264095) by Conducting the Link Analysis 2. IC – interchange, SB – southbound. 3. The following parameters are defined as: 1) Converted density – the density in pc/mil/ln (passenger cars per mile per lane) converted from Aimsun output in veh/km/ln (vehicles per kilometer per lane) 2) Demand flow rate – flow rate in the peak 15min of the analysis hour under prevailing conditions, measured in equivalent passenger car units (in pc/h) 3) Weaving volume ratio – the weaving demand flow rate divided by the total demand flow rate in the weaving segment 4) Width – the number of lanes in the weaving segment 5) LOS – Level of Service, categorized based on Exhibit 12-10 of 2010 HCM

60

9. SIMULATED TRAVEL SPEED ANALYSIS

MH conducted a lane by lane simulated travel speed analysis along Highway 400 for the

construction of Harvie Road / Big Bay Point Road and Highway 400 Interchange with widened

Highway 400 scenario for the following sections:





9.1 Simulated Travel Speed Analysis to and from Mapleview Road Interchange

As shown in Figure 9-1, the simulated travel speeds along Highway 400 northbound and

southbound between the potential New Harvie Road / Big Bay Point Road interchange and

Mapleview Drive interchange are expected to be between 73 to 99 km/h.

To conclude, the simulated travel speeds in the weaving segment between the recommended


Drive would be satisfactory. There would be no speeding issues based on the recommended


9.2 Simulated Travel Speed Analysis from Essa Road Interchange

As shown in Figure 9-2, the lane by lane simulated travel speeds on Highway 400 southbound

before the Potential Future Highway 400 N-E/W Ramp Terminal are expected to be between 79

to 91 km/h.

There is a proposed right lane drop for the Essa Road W-S ramp in the southbound direction

that causes the low speed on the proposed Essa Road W-S interchange speed change lane.

MH modeled another scenario to remove the proposed right lane drop in the southbound

direction and to provide continuous movement of auxiliary lanes to the potential New Harvie

Road / Big Bay Point Road interchange.

61

As shown in Figure 9-3, in this scenario the lane by lane simulated travel speeds on Highway

400 southbound before the Potential Future Highway 400 N-E/W Ramp Terminal were improved

to 73 to 92 km/h.



satisfactory. There would be no speed reduction issues based on the recommended

configurations and geometry and the forecast weaving volumes. MH recommends

implementation of a continuous southbound auxiliary lane from Essa Road to Mapleview Drive.

62

Figure 9-1 Simulated Travel Speed Analysis along Highway 400 Northbound and Southbound between the Potential New

Harvie Road / Big Bay Point Road Interchange and Mapleview Drive Interchange

Note: 1. Simulated Travel Speeds were extracted from Aimsun (Replication 264095)

Legend

63

Figure 9-2 Simulated Travel Speed Analysis along Highway 400 Southbound between the Potential New Harvie Road / Big

Bay Point Road Interchange and the Proposed Essa Road W-S Interchange Ramp


Right lane drop in the southbound direction

Essa Road

Harv

ie R

oad

Legend

64

Continuous movement of auxiliary lanes


Figure 9-3 Simulated Travel Speed Analysis along Highway 400 Southbound between the Potential New Harvie Road / Big Bay

Point Road Interchange and the Proposed Essa Road W-S Interchange Ramp with Continuous Auxiliary Lanes

Harv

ie R

oad

Legend

Essa Road

65

10. CONCLUSIONS

Synchro/Sim-traffic and Aimsun software were used in this study to investigate the impact of

each design alternative on the operations of Highway 400 mainline lanes, interchange ramps

and speed change lanes as well as other intersections within the study area.

Aimsun

Traffic analysis in Aimsun reveals that existing network with the 8 signalized intersections within

the Study Area are operating at LOS D or better in the AM and PM peak hours, with the

exception of Essa Road / Highway 400 N-E/W Ramp Terminal (Highway 400 off-ramp)

intersection operating at LOS E in the PM peak hour.

In addition, Highway 400 mainline between Essa Road and Mapleview Drive and all urban

segments within the Study Area are currently operating at satisfactory Level of Service C or

better in all directions in the AM and PM peak hours.

The comparison of design alternatives in Aimsun and the Evaluation of the Alternatives

Planning Solutions in the Environmental Assessment demonstrates that construction of

Alternative 4 a Modified Parclo Interchange with no northbound on ramp is the preliminary

preferred alternative solution.

Synchro

Future (2031) intersection operations were analyzed with the preliminary preferred alternative

design in order to identify any operational deficiencies and explore the potential merit of

changes in proposed lane configuration and/or signal timing to address such deficiencies.

The result of the analysis indicates that the future signalized intersections within the Study Area

are expected to operate at overall LOS of D or better during the AM and PM peak hour that is

deemed acceptable.

Additional preliminary improvements were implemented in Aimsun model based on Synchro

outputs to ensure that the overall future road network operates optimally. These improvements

include adding the optimized signal timing plan in Synchro to all signalized intersections within

66

the Study Area. In addition, the queue lengths for right-turn and left-turn movements were

evaluated to establish the storage lengths required for those movements in Aimsun model. The

95th percentile queues from Synchro were used to determine the storage length requirements.

It should be noted that the changes to the future network were only applied to the preliminary

preferred alternative in the Aimsun micro-simulation model during the PM Peak hour given that

traffic during the afternoon peak period is considered more critical than the morning peak.

The result of the analysis indicates that by applying additional preliminary improvements in the

Aimsun Model, the 9 signalized intersections in the Study Area are operating at LOS D or better

in the PM peak hour.

Weaving Analysis

The timing for Highway 400 widening is uncertain and is not identified in the PDR and is being

reviewed by MTO. MH conducted a weaving analysis along Highway 400 under two scenarios:

1. Construction of the Harvie Road / Big Bay Point Road and Highway 400 Interchange

with existing Highway 400 lane geometry; and

2. Construction of Harvie Road / Big Bay Point Road and Highway 400 Interchange with

widened Highway 400.

The weaving sections are:





1) Construction of Harvie Road / Big Bay Point Road and Highway 400 Interchange with

Existing Highway 400 Lane Geometry

In this scenario, it is assumed that the Highway 400 widening will not be implemented by the

2031 horizon year when the interchange will be fully functional and the mainline Highway 400

will remain six lanes from the Bayfield Interchange to the Essa Interchange.

67

The results illustrate that between the potential New Harvie Road / Big Bay Point Road

interchange and Mapleview Drive interchange, the weaving volume ratios on the northbound

and southbound weaving segments are 0.37 and 0.28, respectively. The average densities

(pc/mile/ln) from the Aimsun micro-simulation output and the HCM estimated densities

(pc/mile/ln) reveals that the northbound and southbound weaving segments are expected to

operate at LOS D and E/F during PM peak hour, respectively.


interchange at Harvie Road / Big Bay Point Road and the interchange at Essa Road is not

satisfactory and there would be weaving issues based on the existing Highway 400


Therefore, Highway 400 needs to be widened between the potential New Harvie Road / Big Bay

Point Road interchange and Mapleview Drive interchange by the 2031 horizon year when the

interchange will become functional.

Between the proposed Essa Road W-S interchange ramp and the potential new Harvie Road /

Big Bay Point Road interchange, the weaving volume ratio on the southbound weaving segment

is 0.38. The average density (pc/mil/ln) from the Aimsun micro-simulation output and the HCM


operate at LOS E during the PM peak hour.

To conclude, the weaving segment between the recommended interchange at Harvie Road /

Big Bay Point Road and the existing interchange at Mapleview Drive is expected to fail

operating and there would be weaving issues with the existing Highway 400 configurations and

geometry and the forecast weaving volumes. Therefore, Highway 400 needs to be widened

between the proposed Essa Road W-S interchange ramp and the potential new Harvie Road /

Big Bay Point Road interchange by the 2031 horizon year when the interchange will become

functional.

2) Construction of Harvie Road / Big Bay Point Road and Highway 400 Interchange with

widened Highway 400.

In this scenario, it is assumed that the Highway 400 widening and interchange improvements

will be implemented by the 2031 horizon year and the mainline Highway 400 will be widened

from the current six lanes to 10 lanes from the Bayfield Interchange to the Essa Interchange.

68

The results illustrate that between the potential New Harvie Road / Big Bay Point Road

interchange and Mapleview Drive interchange, the weaving volume ratios on the northbound

and southbound weaving segments are 0.37 and 0.34, respectively. The average densities

(pc/mile/ln) from the Aimsun micro-simulation output and the HCM estimated densities

(pc/mile/ln) reveals that the northbound and southbound weaving segments are expected to

operate at LOS C during PM peak hour.



Drive is satisfactory and there would be no weaving issues based on the recommended


Between the proposed Essa Road W-S interchange ramp and the potential new Harvie Road /

Big Bay Point Road interchange, the weaving volume ratio on the southbound weaving segment

is 0.33. The average density (pc/mil/ln) from the Aimsun micro-simulation output and the HCM


operate at LOS C during the PM peak hour. As shown in Figure 8-6, the length of the

southbound weaving section is 685m. The weaving distance was measured according to the

MTO Geometric Design Manual methodology.



LOS C, which is satisfactory. There would be no weaving issues based on the recommended

configurations and geometry and the forecast weaving volumes.

Simulated Travel Speed Analysis

MH conducted a lane by lane simulated travel speed analysis along Highway 400 for the

construction of Harvie Road / Big Bay Point Road and Highway 400 Interchange with widened

Highway 400 scenario for the following sections:



69



The results indicate that the simulated travel speeds along Highway 400 northbound and

southbound between the potential New Harvie Road / Big Bay Point Road interchange and

Mapleview Drive interchange are expected to be between 73 to 99 km/h.



Drive would be satisfactory. There would be no speeding issues based on the recommended

configurations and geometry and the forecast weaving volumes.

As shown in Figure 9-2, the lane by lane simulated travel speeds on Highway 400 southbound

before the Potential Future Highway 400 N-E/W Ramp Terminal are expected to be between 79

to 91 km/h.

There is a proposed right lane drop for the Essa Road W-S ramp in the southbound direction

that causes the low speed on the proposed Essa Road W-S interchange speed change lane.

MH modeled another scenario to remove the proposed right lane drop in the southbound

direction and to provide continuous movement of auxiliary lanes to the potential New Harvie

Road / Big Bay Point Road interchange.

As shown in Figure 9-3, in this scenario the lane by lane simulated travel speeds on Highway

400 southbound before the Potential Future Highway 400 N-E/W Ramp Terminal were improved

to 73 to 92 km/h.



satisfactory. There would be no speed reduction issues based on the recommended

configurations and geometry and the forecast weaving volumes. MH recommends

implementation of a continuous southbound auxiliary lane from Essa Road to Mapleview Drive.

APPENDIX “A”

2010 and 2013 - Turning Movement Volumes

Existing Signal Timing Plan

2010 Balanced TMCs

Ontario Traffic Inc.

Morning Peak Diagram Specified PeriodFrom:To:

7:00:00

9:00:00

One Hour PeakFrom:To:

7:45:00

8:45:00

Municipality:Site #:Intersection:TFR File #:Count date:

Barrie

1013900010

Essa Rd & Fairview Rd

3

29-Sep-10

Weather conditions:

Person(s) who counted:

** Signalized Intersection ** Major Road: Essa Rd runs W/E

North Leg Total:

North Entering:

North Peds:

Peds Cross:

669

0

0

Heavys

Trucks

Cars

Totals

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Heavys

Trucks

Cars

Totals

0

46

623

669

Heavys Trucks Cars Totals

0 40 671 711


0 0 1 1

0 18 515 533

0 33 738 771

0 51 1254

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

1305

2016

Hwy 400 NB On Ramp

Essa RdW

N

E

S

Essa Rd

Fairview Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1261

604

0

Cars Trucks Heavys Totals

112 8 0 120

354 16 0 370

107 7 0 114

573 31 0


634 23 0 657

Cars

Trucks

Heavys

Totals

845

40

0

885

Cars

Trucks

Heavys

Totals

317

24

0

341

510

38

0

548

119

5

0

124

946

67

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

7

1013

1898

Comments


Mid-day Peak Diagram Specified PeriodFrom:To:

11:00:00

14:00:00


12:30:00

13:30:00


Barrie

1013900010


3

29-Sep-10

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

406

0

0

Heavys

Trucks

Cars

Totals

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Heavys

Trucks

Cars

Totals

0

25

381

406


0 33 759 792


0 1 0 1

1 26 613 640

0 21 550 571

1 48 1163

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

1212

2004

Hwy 400 NB On Ramp

Essa RdW

N

E

S

Essa Rd

Fairview Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1530

753

0


93 11 0 104

497 21 0 518

119 10 2 131

709 42 2


739 37 1 777

Cars

Trucks

Heavys

Totals

669

31

2

702

Cars

Trucks

Heavys

Totals

262

12

0

274

288

13

0

301

126

11

0

137

676

36

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

5

712

1414

Comments


Afternoon Peak Diagram Specified PeriodFrom:To:

15:00:00

18:00:00


16:30:00

17:30:00


Barrie

1013900010


3

29-Sep-10

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

744

0

0

Heavys

Trucks

Cars

Totals

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Heavys

Trucks

Cars

Totals

0

18

726

744


0 23 1074 1097


0 0 2 2

0 13 804 817

0 28 872 900

0 41 1678

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

1719

2816

Hwy 400 NB On Ramp

Essa RdW

N

E

S

Essa Rd

Fairview Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1973

925

4


108 1 0 109

656 13 0 669

132 15 0 147

896 29 0


1027 21 0 1048

Cars

Trucks

Heavys

Totals

1004

43

0

1047

Cars

Trucks

Heavys

Totals

418

10

0

428

616

17

0

633

223

8

0

231

1257

35

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

7

1292

2339

Comments


Total Count Diagram


Barrie

1013900010


3

29-Sep-10

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

4393

0

0

Heavys

Trucks

Cars

Totals

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Heavys

Trucks

Cars

Totals

9

209

4175

4393


0 255 6189 6444


9 13 8 30

1 169 4900 5070

1 230 5385 5616

11 412 10293

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

10716

17160

Hwy 400 NB On Ramp

Essa RdW

N

E

S

Essa Rd

Fairview Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

11856

5650

7


792 38 0 830

3711 140 0 3851

900 67 2 969

5403 245 2


5978 227 1 6206

Cars

Trucks

Heavys

Totals

6285

297

3

6585

Cars

Trucks

Heavys

Totals

2478

115

0

2593

3375

158

0

3533

1078

58

0

1136

6931

331

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

38

7262

13847

Comments

Ontario Traffic Inc.Traffic Count Summary

Intersection: Essa Rd & Fairview Rd Count Date: 29-Sep-10 Municipality: Barrie

North Approach Totals South Approach Totals

East Approach Totals West Approach Totals

Includes Cars, Trucks, & Heavys Includes Cars, Trucks, & Heavys


Hour Hour

Hour Hour

Ending Ending

Ending Ending

Left Left

Left Left

Thru Thru

Thru Thru

Right Right

Right Right

Grand Grand

Grand Grand

Total Total

Total Total

Total Total

Total Total

Peds Peds

Peds Peds

North/South

East/West

Total

Total

Approaches

Approaches

Calculated Values for Traffic Crossing Major StreetHours Ending:Crossing Values:

Totals:

Totals:

7:00:00 0 0 0 0 0 0 7:00:00 0 0 0 0 08:00:00 0 0 0 0 0 858 8:00:00 316 460 82 858 19:00:00 0 0 0 0 0 968 9:00:00 329 514 125 968 7

11:00:00 0 0 0 0 0 10 11:00:00 0 8 2 10 012:00:00 0 0 0 0 0 626 12:00:00 194 315 117 626 313:00:00 0 0 0 0 0 753 13:00:00 281 320 152 753 114:00:00 0 0 0 0 0 744 14:00:00 300 326 118 744 615:00:00 0 0 0 0 0 2 15:00:00 0 0 2 2 016:00:00 0 0 0 0 0 912 16:00:00 370 419 123 912 717:00:00 0 0 0 0 0 1127 17:00:00 374 551 202 1127 818:00:00 0 0 0 0 0 1262 18:00:00 429 620 213 1262 5

7:00:00 0 0 0 0 0 2 7:00:00 0 2 0 2 08:00:00 119 245 99 463 0 1557 8:00:00 21 349 724 1094 09:00:00 114 377 117 608 0 1897 9:00:00 1 591 697 1289 0

11:00:00 0 6 0 6 0 7 11:00:00 0 0 1 1 012:00:00 109 480 95 684 0 1764 12:00:00 1 541 538 1080 013:00:00 149 498 102 749 0 1892 13:00:00 4 568 571 1143 014:00:00 112 491 119 722 0 1923 14:00:00 1 683 517 1201 015:00:00 0 0 0 0 0 15 15:00:00 0 14 1 15 016:00:00 110 530 88 728 0 2205 16:00:00 0 731 746 1477 017:00:00 136 616 97 849 4 2483 17:00:00 0 771 863 1634 018:00:00 120 600 113 833 3 2613 18:00:00 2 820 958 1780 0

8:00 9:00 12:00 13:00 14:00 16:00 17:00 18:00776 843 509 601 626 789 929 1052

0 0 0 0 0 7262 2593 3533 1136 7262 38

969 3843 830 5642 7 16358 30 5070 5616 10716 0

Ontario Traffic Inc.Count Date: 29-Sep-10 Site #: 1013900010

IntervalTime

Passenger Cars - North Approach Trucks - North Approach Heavys - North Approach Pedestrians

Left Left LeftThru Thru ThruRight Right Right North Cross

Cum Cum Cum Cum Cum Cum Cum Cum Cum CumIncr Incr Incr Incr Incr Incr Incr Incr Incr Incr

7:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:00:40 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

11:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 013:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 013:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 013:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 013:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 014:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 014:00:30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 015:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 015:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 015:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 015:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 016:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 016:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 016:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 016:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 017:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 017:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 017:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 017:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 018:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 018:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 018:15:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0


IntervalTime

Passenger Cars - East Approach Trucks - East Approach Heavys - East Approach Pedestrians

Left Left LeftThru Thru ThruRight Right Right East Cross


7:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15:00 23 23 44 44 22 22 4 4 3 3 1 1 0 0 0 0 0 0 0 07:30:00 50 27 86 42 39 17 6 2 5 2 2 1 0 0 0 0 0 0 0 07:45:00 81 31 157 71 63 24 7 1 9 4 3 1 0 0 0 0 0 0 0 08:00:00 111 30 234 77 93 30 8 1 11 2 6 3 0 0 0 0 0 0 0 08:15:00 136 25 327 93 118 25 11 3 16 5 8 2 0 0 0 0 0 0 0 08:30:00 159 23 406 79 146 28 12 1 21 5 10 2 0 0 0 0 0 0 0 08:45:00 188 29 511 105 175 29 14 2 25 4 11 1 0 0 0 0 0 0 0 09:00:00 218 30 590 79 204 29 15 1 32 7 12 1 0 0 0 0 0 0 0 09:00:40 218 0 596 6 204 0 15 0 32 0 12 0 0 0 0 0 0 0 0 0

11:00:00 218 0 596 0 204 0 15 0 32 0 12 0 0 0 0 0 0 0 0 011:15:00 241 23 704 108 231 27 16 1 38 6 14 2 0 0 0 0 0 0 0 011:30:00 271 30 828 124 248 17 19 3 43 5 14 0 0 0 0 0 0 0 0 011:45:00 293 22 935 107 272 24 21 2 48 5 15 1 0 0 0 0 0 0 0 012:00:00 318 25 1056 121 296 24 24 3 52 4 15 0 0 0 0 0 0 0 0 012:15:00 364 46 1175 119 321 25 24 0 55 3 16 1 0 0 0 0 0 0 0 012:30:00 393 29 1298 123 342 21 25 1 63 8 18 2 0 0 0 0 0 0 0 012:45:00 431 38 1421 123 366 24 29 4 65 2 23 5 1 1 0 0 0 0 0 013:00:00 460 29 1534 113 388 22 30 1 72 7 25 2 1 0 0 0 0 0 0 013:15:00 485 25 1659 125 415 27 34 4 80 8 27 2 1 0 0 0 0 0 0 013:30:00 512 27 1795 136 435 20 35 1 84 4 29 2 2 1 0 0 0 0 0 013:45:00 532 20 1898 103 474 39 35 0 89 5 30 1 2 0 0 0 0 0 0 014:00:00 564 32 2004 106 501 27 37 2 93 4 31 1 2 0 0 0 0 0 0 014:00:30 564 0 2004 0 501 0 37 0 93 0 31 0 2 0 0 0 0 0 0 015:00:00 564 0 2004 0 501 0 37 0 93 0 31 0 2 0 0 0 0 0 0 015:15:00 601 37 2111 107 525 24 41 4 97 4 32 1 2 0 0 0 0 0 0 015:30:00 620 19 2251 140 547 22 44 3 106 9 33 1 2 0 0 0 0 0 0 015:45:00 642 22 2386 135 565 18 47 3 110 4 34 1 2 0 0 0 0 0 0 016:00:00 664 22 2516 130 586 21 47 0 111 1 34 0 2 0 0 0 0 0 0 016:15:00 695 31 2652 136 610 24 47 0 116 5 35 1 2 0 0 0 0 0 0 016:30:00 719 24 2794 142 640 30 49 2 120 4 36 1 2 0 0 0 0 0 2 216:45:00 756 37 2958 164 661 21 52 3 122 2 36 0 2 0 0 0 0 0 2 017:00:00 791 35 3116 158 681 20 56 4 127 5 36 0 2 0 0 0 0 0 4 217:15:00 821 30 3300 184 715 34 60 4 127 0 37 1 2 0 0 0 0 0 6 217:30:00 851 30 3450 150 748 33 64 4 133 6 37 0 2 0 0 0 0 0 6 017:45:00 874 23 3586 136 775 27 66 2 138 5 38 1 2 0 0 0 0 0 7 118:00:00 900 26 3703 117 792 17 67 1 140 2 38 0 2 0 0 0 0 0 7 018:15:00 900 0 3711 8 792 0 67 0 140 0 38 0 2 0 0 0 0 0 7 018:15:15 900 0 3711 0 792 0 67 0 140 0 38 0 2 0 0 0 0 0 7 0


IntervalTime

Passenger Cars - South Approach Trucks - South Approach Heavys - South Approach Pedestrians

Left Left LeftThru Thru ThruRight Right Right South Cross


7:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15:00 77 77 73 73 5 5 4 4 5 5 1 1 0 0 0 0 0 0 0 07:30:00 150 73 165 92 19 14 7 3 15 10 6 5 0 0 0 0 0 0 0 07:45:00 207 57 287 122 37 18 8 1 18 3 9 3 0 0 0 0 0 0 1 18:00:00 300 93 431 144 70 33 16 8 29 11 12 3 0 0 0 0 0 0 1 08:15:00 380 80 563 132 92 22 20 4 33 4 14 2 0 0 0 0 0 0 4 38:30:00 459 79 693 130 116 24 28 8 45 12 14 0 0 0 0 0 0 0 8 48:45:00 524 65 797 104 156 40 32 4 56 11 14 0 0 0 0 0 0 0 8 09:00:00 609 85 907 110 190 34 36 4 67 11 17 3 0 0 0 0 0 0 8 09:00:40 609 0 907 0 190 0 36 0 67 0 17 0 0 0 0 0 0 0 8 0

11:00:00 609 0 914 7 192 2 36 0 68 1 17 0 0 0 0 0 0 0 8 011:15:00 650 41 992 78 213 21 39 3 70 2 18 1 0 0 0 0 0 0 9 111:30:00 700 50 1075 83 239 26 40 1 74 4 19 1 0 0 0 0 0 0 9 011:45:00 736 36 1142 67 279 40 46 6 78 4 21 2 0 0 0 0 0 0 10 112:00:00 789 53 1218 76 303 24 50 4 79 1 23 2 0 0 0 0 0 0 11 112:15:00 865 76 1289 71 342 39 51 1 79 0 25 2 0 0 0 0 0 0 11 012:30:00 928 63 1371 82 375 33 55 4 85 6 27 2 0 0 0 0 0 0 11 012:45:00 1001 73 1453 82 405 30 57 2 88 3 32 5 0 0 0 0 0 0 11 013:00:00 1061 60 1524 71 445 40 59 2 93 5 33 1 0 0 0 0 0 0 12 113:15:00 1124 63 1589 65 467 22 62 3 96 3 35 2 0 0 0 0 0 0 16 413:30:00 1190 66 1659 70 501 34 67 5 98 2 38 3 0 0 0 0 0 0 16 013:45:00 1260 70 1746 87 531 30 69 2 106 8 39 1 0 0 0 0 0 0 18 214:00:00 1344 84 1836 90 555 24 76 7 107 1 41 2 0 0 0 0 0 0 18 014:00:30 1344 0 1836 0 557 2 76 0 107 0 41 0 0 0 0 0 0 0 18 015:00:00 1344 0 1836 0 557 0 76 0 107 0 41 0 0 0 0 0 0 0 18 015:15:00 1406 62 1913 77 579 22 80 4 111 4 41 0 0 0 0 0 0 0 20 215:30:00 1511 105 2007 94 607 28 88 8 115 4 43 2 0 0 0 0 0 0 20 015:45:00 1601 90 2134 127 644 37 92 4 118 3 44 1 0 0 0 0 0 0 23 316:00:00 1693 92 2238 104 676 32 97 5 124 6 45 1 0 0 0 0 0 0 25 216:15:00 1774 81 2375 137 727 51 98 1 129 5 46 1 0 0 0 0 0 0 26 116:30:00 1870 96 2495 120 780 53 100 2 136 7 48 2 0 0 0 0 0 0 30 416:45:00 1984 114 2628 133 825 45 102 2 140 4 50 2 0 0 0 0 0 0 32 217:00:00 2058 74 2768 140 870 45 106 4 145 5 53 3 0 0 0 0 0 0 33 117:15:00 2167 109 2915 147 925 55 106 0 149 4 53 0 0 0 0 0 0 0 36 317:30:00 2288 121 3111 196 1003 78 110 4 153 4 56 3 0 0 0 0 0 0 37 117:45:00 2383 95 3243 132 1044 41 112 2 156 3 57 1 0 0 0 0 0 0 38 118:00:00 2478 95 3375 132 1078 34 115 3 158 2 58 1 0 0 0 0 0 0 38 018:15:00 2478 0 3375 0 1078 0 115 0 158 0 58 0 0 0 0 0 0 0 38 018:15:15 2478 0 3375 0 1078 0 115 0 158 0 58 0 0 0 0 0 0 0 38 0


IntervalTime

Passenger Cars - West Approach Trucks - West Approach Heavys - West Approach Pedestrians

Left Left LeftThru Thru ThruRight Right Right West Cross


7:00:00 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15:00 0 0 52 50 109 109 0 0 6 6 5 5 0 0 0 0 0 0 0 07:30:00 0 0 107 55 269 160 12 12 8 2 8 3 9 9 0 0 0 0 0 07:45:00 0 0 203 96 468 199 12 0 13 5 13 5 9 0 0 0 0 0 0 08:00:00 0 0 337 134 708 240 12 0 14 1 16 3 9 0 0 0 0 0 0 08:15:00 0 0 451 114 886 178 12 0 18 4 21 5 9 0 0 0 0 0 0 08:30:00 1 1 560 109 1051 165 12 0 24 6 31 10 9 0 0 0 0 0 0 08:45:00 1 0 718 158 1206 155 12 0 31 7 46 15 9 0 0 0 0 0 0 09:00:00 1 0 901 183 1365 159 12 0 41 10 56 10 9 0 0 0 0 0 0 09:00:40 1 0 901 0 1365 0 12 0 41 0 56 0 9 0 0 0 0 0 0 0

11:00:00 1 0 901 0 1366 1 12 0 41 0 56 0 9 0 0 0 0 0 0 011:15:00 1 0 1027 126 1482 116 12 0 46 5 63 7 9 0 0 0 0 0 0 011:30:00 2 1 1165 138 1615 133 12 0 53 7 69 6 9 0 0 0 0 0 0 011:45:00 2 0 1306 141 1735 120 12 0 58 5 76 7 9 0 0 0 1 1 0 012:00:00 2 0 1420 114 1878 143 12 0 63 5 81 5 9 0 0 0 1 0 0 012:15:00 3 1 1552 132 2031 153 12 0 66 3 88 7 9 0 0 0 1 0 0 012:30:00 5 2 1675 123 2135 104 12 0 73 7 97 9 9 0 0 0 1 0 0 012:45:00 5 0 1830 155 2291 156 13 1 84 11 103 6 9 0 0 0 1 0 0 013:00:00 5 0 1962 132 2422 131 13 0 89 5 108 5 9 0 0 0 1 0 0 013:15:00 5 0 2118 156 2562 140 13 0 92 3 116 8 9 0 0 0 1 0 0 013:30:00 5 0 2288 170 2685 123 13 0 99 7 118 2 9 0 1 1 1 0 0 013:45:00 5 0 2461 173 2816 131 13 0 103 4 126 8 9 0 1 0 1 0 0 014:00:00 6 1 2629 168 2916 100 13 0 104 1 131 5 9 0 1 0 1 0 0 014:00:30 6 0 2641 12 2917 1 13 0 104 0 131 0 9 0 1 0 1 0 0 015:00:00 6 0 2643 2 2917 0 13 0 104 0 131 0 9 0 1 0 1 0 0 015:15:00 6 0 2787 144 3084 167 13 0 114 10 146 15 9 0 1 0 1 0 0 015:30:00 6 0 2961 174 3221 137 13 0 124 10 154 8 9 0 1 0 1 0 0 015:45:00 6 0 3138 177 3431 210 13 0 130 6 161 7 9 0 1 0 1 0 0 016:00:00 6 0 3340 202 3616 185 13 0 138 8 178 17 9 0 1 0 1 0 0 016:15:00 6 0 3532 192 3828 212 13 0 144 6 185 7 9 0 1 0 1 0 0 016:30:00 6 0 3727 195 4036 208 13 0 145 1 194 9 9 0 1 0 1 0 0 016:45:00 6 0 3910 183 4229 193 13 0 149 4 206 12 9 0 1 0 1 0 0 017:00:00 6 0 4097 187 4448 219 13 0 152 3 209 3 9 0 1 0 1 0 0 017:15:00 8 2 4310 213 4660 212 13 0 156 4 216 7 9 0 1 0 1 0 0 017:30:00 8 0 4531 221 4908 248 13 0 158 2 222 6 9 0 1 0 1 0 0 017:45:00 8 0 4722 191 5147 239 13 0 164 6 227 5 9 0 1 0 1 0 0 018:00:00 8 0 4900 178 5385 238 13 0 169 5 230 3 9 0 1 0 1 0 0 018:15:00 8 0 4900 0 5385 0 13 0 169 0 230 0 9 0 1 0 1 0 0 018:15:15 8 0 4900 0 5385 0 13 0 169 0 230 0 9 0 1 0 1 0 0 0

Accu-Traffic Inc


7:00:00

9:00:00


7:45:00

8:45:00


Barrie

1308600111


4

29-Oct-13

Weather conditions:


** Signalized Intersection ** Major Road: Essa Rd runs N/S

North Leg Total:

North Entering:

North Peds:

Peds Cross:

1268

614

0

Cyclists

Trucks

Cars

Totals

0

11

95

106

1

25

348

374

1

16

117

134

2

52

560

Cyclists

Trucks

Cars

Totals

4

41

609

654

Cyclists Trucks Cars Totals

0 41 467 508


0 0 0 0

0 0 0 0

0 0 0 0

0 0 0

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

0

508

Essa Rd

Hwy 400 On RampW

N

E

S

Fairview Rd

Essa Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1550

763

1

Cars Trucks Cyclists Totals

96 8 1 105

372 30 0 402

246 10 0 256

714 48 1


751 35 1 787

Cars

Trucks

Cyclists

Totals

594

35

1

630

Cars

Trucks

Cyclists

Totals

0

0

0

0

513

33

3

549

634

19

0

653

1147

52

3

Peds Cross:

South Peds:

South Entering:

South Leg Total:

0

1202

1832

Comments

Accu-Traffic Inc


11:00:00

14:00:00


12:15:00

13:15:00


Barrie

1308600111


4

29-Oct-13

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

1481

785

0

Cyclists

Trucks

Cars

Totals

0

11

91

102

0

17

529

546

0

6

131

137

0

34

751

Cyclists

Trucks

Cars

Totals

2

26

668

696


0 26 370 396


0 0 0 0

0 0 0 0

0 0 0 0

0 0 0

Peds Cross:

West Peds:

West Entering:

West Leg Total:

1

0

396

Essa Rd

Hwy 400 On RampW

N

E

S

Fairview Rd

Essa Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1289

650

2


92 3 1 96

277 15 0 292

253 9 0 262

622 27 1


608 30 1 639

Cars

Trucks

Cyclists

Totals

782

26

0

808

Cars

Trucks

Cyclists

Totals

2

0

0

2

576

23

1

600

477

24

1

502

1055

47

2

Peds Cross:

South Peds:

South Entering:

South Leg Total:

0

1104

1912

Comments

Accu-Traffic Inc


15:00:00

18:00:00


16:30:00

17:30:00


Barrie

1308600111


4

29-Oct-13

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

1763

874

0

Cyclists

Trucks

Cars

Totals

0

2

111

113

3

18

594

615

0

15

131

146

3

35

836

Cyclists

Trucks

Cars

Totals

0

24

865

889


0 16 647 663


0 0 0 0

0 0 0 0

0 0 0 0

0 0 0

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

0

663

Essa Rd

Hwy 400 On RampW

N

E

S

Fairview Rd

Essa Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1954

1058

9


118 8 0 126

535 14 0 549

381 2 0 383

1034 24 0


843 50 3 896

Cars

Trucks

Cyclists

Totals

975

20

3

998

Cars

Trucks

Cyclists

Totals

1

0

0

1

747

16

0

763

712

35

3

750

1460

51

3

Peds Cross:

South Peds:

South Entering:

South Leg Total:

0

1514

2512

Comments

Accu-Traffic Inc

Total Count Diagram


Barrie

1308600111


4

29-Oct-13

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

11445

5766

0

Cyclists

Trucks

Cars

Totals

0

55

766

821

15

135

3730

3880

3

83

979

1065

18

273

5475

Cyclists

Trucks

Cars

Totals

16

265

5398

5679


1 217 3638 3856


0 0 0 0

0 0 0 0

0 0 0 0

0 0 0

Peds Cross:

West Peds:

West Entering:

West Leg Total:

1

0

3856

Essa Rd

Hwy 400 On RampW

N

E

S

Fairview Rd

Essa Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

11996

6176

40


762 65 2 829

2867 162 1 3030

2255 62 0 2317

5884 289 3


5513 299 8 5820

Cars

Trucks

Cyclists

Totals

5985

197

15

6197

Cars

Trucks

Cyclists

Totals

5

0

0

5

4636

200

14

4850

4534

216

5

4755

9175

416

19

Peds Cross:

South Peds:

South Entering:

South Leg Total:

1

9610

15807

Comments

Accu-Traffic IncTraffic Count Summary

Intersection Essa Rd & Fairview Rd Count Date 29-Oct-13 Municipality Barrie



Includes Cars, Trucks, & Cyclists Includes Cars, Trucks, & Cyclists


Hour Hour

Hour Hour

Ending Ending

Ending Ending

Left Left

Left Left

Thru Thru

Thru Thru

Right Right

Right Right

Grand Grand

Grand Grand

Total Total

Total Total

Total Total

Total Total

Peds Peds

Peds Peds

North/South

East/West

Total

Total

Approaches

Approaches


Totals:

Totals:

7:00:00 1 0 1 2 0 4 7:00:00 0 2 0 2 08:00:00 125 334 78 537 0 1513 8:00:00 0 358 618 976 09:00:00 122 367 112 601 0 1779 9:00:00 0 574 604 1178 0

11:00:00 0 9 1 10 0 45 11:00:00 0 19 16 35 012:00:00 128 444 110 682 0 1688 12:00:00 0 543 463 1006 013:00:00 138 519 107 764 0 1889 13:00:00 2 592 531 1125 014:00:00 142 512 88 742 0 1811 14:00:00 1 613 455 1069 015:00:00 4 12 3 19 0 48 15:00:00 0 19 10 29 016:00:00 136 551 102 789 0 2041 16:00:00 1 666 585 1252 117:00:00 136 590 106 832 0 2354 17:00:00 1 785 736 1522 018:00:00 133 542 113 788 0 2204 18:00:00 0 679 737 1416 0

7:00:00 0 0 0 0 0 0 7:00:00 0 0 0 0 08:00:00 236 366 88 690 1 690 8:00:00 0 0 0 0 09:00:00 248 389 116 753 2 753 9:00:00 0 0 0 0 0

11:00:00 13 14 4 31 0 31 11:00:00 0 0 0 0 012:00:00 222 251 88 561 3 561 12:00:00 0 0 0 0 013:00:00 263 285 98 646 3 646 13:00:00 0 0 0 0 014:00:00 255 290 86 631 9 631 14:00:00 0 0 0 0 115:00:00 7 17 2 26 0 26 15:00:00 0 0 0 0 016:00:00 320 437 129 886 5 886 16:00:00 0 0 0 0 017:00:00 389 507 122 1018 5 1018 17:00:00 0 0 0 0 018:00:00 364 474 96 934 12 934 18:00:00 0 0 0 0 0

8:00 9:00 12:00 13:00 14:00 16:00 17:00 18:00602 637 473 548 545 758 896 838

1065 3880 821 5766 0 15376 5 4850 4755 9610 1

2317 3030 829 6176 40 6176 0 0 0 0 1

Accu-Traffic IncCount Date: 29-Oct-13 Site #: 1308600111

IntervalTime

Passenger Cars - North Approach Trucks - North Approach Cyclists - North Approach Pedestrians



7:00:00 1 1 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15:00 23 22 62 62 15 14 2 2 1 1 3 3 0 0 0 0 0 0 0 07:30:00 47 24 141 79 29 14 3 1 2 1 4 1 0 0 0 0 0 0 0 07:45:00 75 28 222 81 50 21 6 3 6 4 5 1 0 0 0 0 0 0 0 08:00:00 116 41 321 99 72 22 10 4 13 7 7 2 0 0 0 0 0 0 0 08:15:00 145 29 400 79 97 25 17 7 17 4 9 2 0 0 0 0 0 0 0 08:30:00 162 17 488 88 125 28 20 3 21 4 10 1 0 0 0 0 0 0 0 08:45:00 192 30 570 82 145 20 22 2 31 10 16 6 1 1 1 1 0 0 0 09:00:00 225 33 664 94 171 26 22 0 35 4 20 4 1 0 2 1 0 0 0 09:01:29 225 0 672 8 172 1 22 0 35 0 20 0 1 0 2 0 0 0 0 0

11:00:00 225 0 673 1 172 0 22 0 35 0 20 0 1 0 2 0 0 0 0 011:15:00 252 27 781 108 195 23 24 2 44 9 21 1 1 0 2 0 0 0 0 011:30:00 282 30 873 92 226 31 29 5 51 7 23 2 1 0 2 0 0 0 0 011:45:00 310 28 984 111 250 24 30 1 57 6 25 2 2 1 2 0 0 0 0 012:00:00 342 32 1094 110 274 24 32 2 58 1 28 3 2 0 2 0 0 0 0 012:15:00 366 24 1195 101 300 26 34 2 65 7 30 2 2 0 2 0 0 0 0 012:30:00 404 38 1316 121 320 20 35 1 70 5 35 5 2 0 2 0 0 0 0 012:45:00 436 32 1448 132 349 29 37 2 74 4 37 2 2 0 2 0 0 0 0 013:00:00 473 37 1593 145 370 21 39 2 78 4 39 2 2 0 2 0 0 0 0 013:15:00 497 24 1724 131 391 21 40 1 82 4 41 2 2 0 2 0 0 0 0 013:30:00 535 38 1842 118 411 20 44 4 91 9 41 0 2 0 3 1 0 0 0 013:45:00 576 41 1960 118 427 16 49 5 93 2 41 0 2 0 5 2 0 0 0 014:00:00 603 27 2082 122 455 28 51 2 97 4 42 1 2 0 6 1 0 0 0 014:01:17 605 2 2093 11 458 3 51 0 97 0 42 0 2 0 6 0 0 0 0 015:00:00 607 2 2094 1 458 0 51 0 97 0 42 0 2 0 6 0 0 0 0 015:15:00 651 44 2237 143 485 27 53 2 99 2 45 3 2 0 8 2 0 0 0 015:30:00 676 25 2362 125 507 22 55 2 105 6 47 2 2 0 9 1 0 0 0 015:45:00 705 29 2489 127 529 22 57 2 105 0 47 0 2 0 10 1 0 0 0 016:00:00 733 28 2632 143 552 23 60 3 106 1 50 3 3 1 10 0 0 0 0 016:15:00 762 29 2759 127 582 30 64 4 109 3 51 1 3 0 11 1 0 0 0 016:30:00 798 36 2909 150 607 25 66 2 113 4 51 0 3 0 12 1 0 0 0 016:45:00 834 36 3047 138 637 30 68 2 116 3 51 0 3 0 13 1 0 0 0 017:00:00 855 21 3201 154 656 19 74 6 123 7 52 1 3 0 14 1 0 0 0 017:15:00 897 42 3345 144 688 32 78 4 125 2 53 1 3 0 14 0 0 0 0 017:30:00 929 32 3503 158 718 30 81 3 131 6 53 0 3 0 15 1 0 0 0 017:45:00 951 22 3607 104 738 20 83 2 133 2 54 1 3 0 15 0 0 0 0 018:00:00 979 28 3730 123 766 28 83 0 135 2 55 1 3 0 15 0 0 0 0 018:15:00 979 0 3730 0 766 0 83 0 135 0 55 0 3 0 15 0 0 0 0 018:15:15 979 0 3730 0 766 0 83 0 135 0 55 0 3 0 15 0 0 0 0 0


IntervalTime

Passenger Cars - East Approach Trucks - East Approach Cyclists - East Approach Pedestrians



7:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15:00 42 42 76 76 19 19 4 4 8 8 2 2 0 0 0 0 0 0 1 17:30:00 106 64 154 78 45 26 7 3 17 9 2 0 0 0 0 0 0 0 1 07:45:00 153 47 246 92 61 16 9 2 21 4 4 2 0 0 0 0 0 0 1 08:00:00 224 71 342 96 83 22 12 3 24 3 4 0 0 0 0 0 1 1 1 08:15:00 290 66 425 83 105 22 14 2 29 5 5 1 0 0 0 0 1 0 1 08:30:00 340 50 510 85 130 25 17 3 37 8 8 3 0 0 0 0 1 0 1 08:45:00 399 59 618 108 157 27 19 2 51 14 12 4 0 0 0 0 1 0 2 19:00:00 462 63 697 79 190 33 22 3 58 7 13 1 0 0 0 0 1 0 3 19:01:29 475 13 710 13 193 3 22 0 59 1 13 0 0 0 0 0 1 0 3 0

11:00:00 475 0 710 0 194 1 22 0 59 0 13 0 0 0 0 0 1 0 3 011:15:00 531 56 763 53 211 17 28 6 64 5 14 1 0 0 0 0 1 0 4 111:30:00 574 43 814 51 234 23 28 0 71 7 16 2 0 0 0 0 1 0 5 111:45:00 633 59 883 69 248 14 31 3 75 4 18 2 0 0 0 0 1 0 5 012:00:00 687 54 942 59 273 25 32 1 78 3 22 4 0 0 0 0 1 0 6 112:15:00 753 66 1005 63 295 22 35 3 83 5 24 2 0 0 0 0 1 0 8 212:30:00 814 61 1068 63 318 23 39 4 87 4 25 1 0 0 0 0 1 0 8 012:45:00 881 67 1144 76 337 19 40 1 91 4 25 0 0 0 0 0 1 0 8 013:00:00 939 58 1211 67 368 31 43 3 94 3 25 0 0 0 0 0 1 0 9 113:15:00 1006 67 1282 71 387 19 44 1 98 4 27 2 0 0 0 0 2 1 10 113:30:00 1071 65 1340 58 406 19 47 3 100 2 30 3 0 0 0 0 2 0 11 113:45:00 1139 68 1420 80 426 20 51 4 102 2 31 1 0 0 0 0 2 0 15 414:00:00 1185 46 1489 69 440 14 52 1 106 4 38 7 0 0 0 0 2 0 18 314:01:17 1191 6 1502 13 440 0 52 0 108 2 39 1 0 0 0 0 2 0 18 015:00:00 1192 1 1504 2 441 1 52 0 108 0 39 0 0 0 0 0 2 0 18 015:15:00 1282 90 1604 100 462 21 55 3 112 4 44 5 0 0 0 0 2 0 19 115:30:00 1353 71 1681 77 484 22 55 0 117 5 49 5 0 0 0 0 2 0 21 215:45:00 1427 74 1798 117 522 38 57 2 122 5 52 3 0 0 0 0 2 0 22 116:00:00 1507 80 1918 120 556 34 57 0 130 8 53 1 0 0 1 1 2 0 23 116:15:00 1615 108 2035 117 581 25 57 0 139 9 53 0 0 0 1 0 2 0 25 216:30:00 1696 81 2132 97 620 39 58 1 143 4 55 2 0 0 1 0 2 0 26 116:45:00 1808 112 2275 143 641 21 59 1 146 3 59 4 0 0 1 0 2 0 28 217:00:00 1894 86 2405 130 672 31 59 0 150 4 59 0 0 0 1 0 2 0 28 017:15:00 1982 88 2527 122 701 29 59 0 153 3 61 2 0 0 1 0 2 0 31 317:30:00 2077 95 2667 140 738 37 60 1 157 4 63 2 0 0 1 0 2 0 35 417:45:00 2176 99 2780 113 754 16 61 1 159 2 64 1 0 0 1 0 2 0 38 318:00:00 2255 79 2867 87 762 8 62 1 162 3 65 1 0 0 1 0 2 0 40 218:15:00 2255 0 2867 0 762 0 62 0 162 0 65 0 0 0 1 0 2 0 40 018:15:15 2255 0 2867 0 762 0 62 0 162 0 65 0 0 0 1 0 2 0 40 0


IntervalTime

Passenger Cars - South Approach Trucks - South Approach Cyclists - South Approach Pedestrians



7:00:00 0 0 1 1 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 07:15:00 0 0 67 66 95 95 0 0 6 5 3 3 0 0 1 1 0 0 0 07:30:00 0 0 132 65 255 160 0 0 9 3 5 2 0 0 1 0 0 0 0 07:45:00 0 0 205 73 403 148 0 0 12 3 13 8 0 0 1 0 0 0 0 08:00:00 0 0 339 134 600 197 0 0 18 6 18 5 0 0 3 2 0 0 0 08:15:00 0 0 455 116 747 147 0 0 27 9 24 6 0 0 3 0 0 0 0 08:30:00 0 0 591 136 904 157 0 0 35 8 28 4 0 0 3 0 0 0 0 08:45:00 0 0 718 127 1037 133 0 0 45 10 32 4 0 0 4 1 0 0 0 09:00:00 0 0 878 160 1188 151 0 0 50 5 34 2 0 0 6 2 0 0 0 09:01:29 0 0 893 15 1203 15 0 0 51 1 35 1 0 0 6 0 0 0 0 0

11:00:00 0 0 896 3 1203 0 0 0 51 0 35 0 0 0 6 0 0 0 0 011:15:00 0 0 1024 128 1291 88 0 0 60 9 42 7 0 0 7 1 0 0 0 011:30:00 0 0 1143 119 1404 113 0 0 70 10 49 7 0 0 7 0 0 0 0 011:45:00 0 0 1285 142 1506 102 0 0 77 7 54 5 0 0 7 0 0 0 0 012:00:00 0 0 1406 121 1637 131 0 0 83 6 64 10 0 0 7 0 0 0 0 012:15:00 0 0 1538 132 1768 131 0 0 95 12 72 8 0 0 8 1 0 0 0 012:30:00 1 1 1670 132 1892 124 0 0 101 6 82 10 0 0 8 0 0 0 0 012:45:00 2 1 1822 152 1993 101 0 0 103 2 85 3 0 0 8 0 0 0 0 013:00:00 2 0 1972 150 2143 150 0 0 108 5 88 3 0 0 8 0 1 1 0 013:15:00 2 0 2114 142 2245 102 0 0 118 10 96 8 0 0 9 1 1 0 0 013:30:00 2 0 2263 149 2347 102 0 0 124 6 106 10 0 0 9 0 1 0 0 013:45:00 2 0 2398 135 2447 100 0 0 130 6 113 7 0 0 11 2 1 0 0 014:00:00 3 1 2555 157 2566 119 0 0 135 5 120 7 0 0 11 0 1 0 0 014:01:17 3 0 2569 14 2575 9 0 0 137 2 120 0 0 0 11 0 1 0 0 015:00:00 3 0 2571 2 2576 1 0 0 138 1 120 0 0 0 11 0 1 0 0 015:15:00 3 0 2733 162 2713 137 0 0 141 3 132 12 0 0 11 0 1 0 1 115:30:00 3 0 2894 161 2854 141 0 0 150 9 137 5 0 0 12 1 2 1 1 015:45:00 3 0 3048 154 2983 129 0 0 159 9 143 6 0 0 12 0 2 0 1 016:00:00 4 1 3210 162 3124 141 0 0 162 3 156 13 0 0 14 2 2 0 1 016:15:00 4 0 3427 217 3296 172 0 0 170 8 159 3 0 0 14 0 2 0 1 016:30:00 4 0 3574 147 3461 165 0 0 174 4 173 14 0 0 14 0 2 0 1 016:45:00 5 1 3784 210 3648 187 0 0 179 5 181 8 0 0 14 0 2 0 1 017:00:00 5 0 3972 188 3825 177 0 0 185 6 190 9 0 0 14 0 3 1 1 017:15:00 5 0 4140 168 4002 177 0 0 189 4 197 7 0 0 14 0 3 0 1 017:30:00 5 0 4321 181 4173 171 0 0 190 1 208 11 0 0 14 0 5 2 1 017:45:00 5 0 4482 161 4352 179 0 0 193 3 215 7 0 0 14 0 5 0 1 018:00:00 5 0 4636 154 4534 182 0 0 200 7 216 1 0 0 14 0 5 0 1 018:15:00 5 0 4636 0 4534 0 0 0 200 0 216 0 0 0 14 0 5 0 1 018:15:15 5 0 4636 0 4534 0 0 0 200 0 216 0 0 0 14 0 5 0 1 0


IntervalTime

Passenger Cars - West Approach Trucks - West Approach Cyclists - West Approach Pedestrians



7:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:01:29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

11:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 013:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 013:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 113:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 013:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 014:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 014:01:17 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 015:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 015:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 015:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 015:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 016:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 016:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 016:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 016:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 017:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 017:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 017:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 017:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 018:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 018:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 018:15:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0

Accu-Traffic Inc


7:00:00

9:00:00


7:45:00

8:45:00


Barrie

1308600113

Essa Rd & HWY 400 SB Ramp

1

14-Nov-13

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

1289

899

0

Cyclists

Trucks

Cars

Totals

0

7

385

392

0

4

22

26

0

28

453

481

0

39

860

Cyclists

Trucks

Cars

Totals

0

26

364

390


0 31 871 902


0 20 211 231

0 30 919 949

0 0 1 1

0 50 1131

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

1181

2083

HWY 400 SB Ramp

Essa RdW

N

E

S

Essa Rd

Driveway

East Leg Total:

East Entering:

East Peds:

Peds Cross:

2099

669

0


153 6 0 159

486 24 0 510

0 0 0 0

639 30 0


1372 58 0 1430

Cars

Trucks

Cyclists

Totals

23

4

0

27

Cars

Trucks

Cyclists

Totals

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

4

0

27

Comments

Accu-Traffic Inc


11:00:00

14:00:00


11:45:00

12:45:00


Barrie

1308600113


1

14-Nov-13

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

964

657

1

Cyclists

Trucks

Cars

Totals

0

6

338

344

0

1

34

35

0

27

251

278

0

34

623

Cyclists

Trucks

Cars

Totals

0

18

289

307


0 31 883 914


0 11 132 143

0 33 722 755

0 0 2 2

0 44 856

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

900

1814

HWY 400 SB Ramp

Essa RdW

N

E

S

Essa Rd

Driveway

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1767

734

0


157 7 0 164

545 25 0 570

0 0 0 0

702 32 0


973 60 0 1033

Cars

Trucks

Cyclists

Totals

36

1

0

37

Cars

Trucks

Cyclists

Totals

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

4

0

37

Comments

Accu-Traffic Inc


15:00:00

18:00:00


16:30:00

17:30:00


Barrie

1308600113


1

14-Nov-13

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

1226

948

1

Cyclists

Trucks

Cars

Totals

0

7

488

495

0

1

47

48

0

28

377

405

0

36

912

Cyclists

Trucks

Cars

Totals

0

11

267

278


0 16 1253 1269


0 5 95 100

1 21 591 613

0 0 4 4

1 26 690

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

717

1986

HWY 400 SB Ramp

Essa RdW

N

E

S

Essa Rd

Driveway

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1970

952

0


172 6 0 178

765 9 0 774

0 0 0 0

937 15 0


968 49 1 1018

Cars

Trucks

Cyclists

Totals

51

1

0

52

Cars

Trucks

Cyclists

Totals

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

5

0

52

Comments

Accu-Traffic Inc

Total Count Diagram


Barrie

1308600113


1

14-Nov-13

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

8542

6125

11

Cyclists

Trucks

Cars

Totals

0

66

2942

3008

0

10

242

252

0

228

2637

2865

0

304

5821

Cyclists

Trucks

Cars

Totals

0

119

2298

2417


5 221 7681 7907


0 58 1084 1142

4 203 5537 5744

0 0 22 22

4 261 6643

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

6908

14815

HWY 400 SB Ramp

Essa RdW

N

E

S

Essa Rd

Driveway

East Leg Total:

East Entering:

East Peds:

Peds Cross:

14783

6174

0


1214 61 0 1275

4739 155 5 4899

0 0 0 0

5953 216 5


8174 431 4 8609

Cars

Trucks

Cyclists

Totals

264

10

0

274

Cars

Trucks

Cyclists

Totals

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

32

0

274

Comments


Intersection Essa Rd & HWY 400 SB Ramp Count Date 14-Nov-13 Municipality Barrie





Hour Hour

Hour Hour

Ending Ending

Ending Ending

Left Left

Left Left

Thru Thru

Thru Thru

Right Right

Right Right

Grand Grand

Grand Grand

Total Total

Total Total

Total Total

Total Total

Peds Peds

Peds Peds

North/South

East/West

Total

Total

Approaches

Approaches


Totals:

Totals:

7:00:00 13 0 4 17 0 17 7:00:00 0 0 0 0 08:00:00 429 26 317 772 7 772 8:00:00 0 0 0 0 49:00:00 418 14 383 815 0 815 9:00:00 0 0 0 0 3

11:00:00 5 0 6 11 0 11 11:00:00 0 0 0 0 012:00:00 269 31 299 599 2 599 12:00:00 0 0 0 0 213:00:00 283 40 331 654 1 654 13:00:00 0 0 0 0 414:00:00 293 25 304 622 0 622 14:00:00 0 0 0 0 315:00:00 0 0 4 4 0 4 15:00:00 0 0 0 0 116:00:00 367 30 397 794 0 794 16:00:00 0 0 0 0 717:00:00 416 46 471 933 1 933 17:00:00 0 0 0 0 418:00:00 364 39 480 883 0 883 18:00:00 0 0 0 0 4

7:00:00 0 8 3 11 0 34 7:00:00 8 15 0 23 08:00:00 0 392 165 557 0 1540 8:00:00 238 745 0 983 09:00:00 0 533 164 697 0 1868 9:00:00 200 969 2 1171 0

11:00:00 0 24 5 29 0 44 11:00:00 1 13 1 15 012:00:00 0 561 135 696 0 1514 12:00:00 110 707 1 818 013:00:00 0 580 152 732 0 1622 13:00:00 145 743 2 890 014:00:00 0 575 153 728 0 1519 14:00:00 113 673 5 791 015:00:00 0 23 7 30 0 57 15:00:00 6 21 0 27 016:00:00 0 651 160 811 0 1539 16:00:00 113 610 5 728 017:00:00 0 737 165 902 0 1665 17:00:00 100 659 4 763 018:00:00 0 815 166 981 0 1671 18:00:00 106 582 2 690 0

8:00 9:00 12:00 13:00 14:00 16:00 17:00 18:00455 432 300 323 318 397 462 403

2857 251 2996 6104 11 6104 0 0 0 0 32

0 4899 1275 6174 0 13073 1140 5737 22 6899 0

Accu-Traffic IncCount Date: 14-Nov-13 Site #: 1308600113

IntervalTime




7:00:00 12 12 0 0 4 4 1 1 0 0 0 0 0 0 0 0 0 0 0 07:15:00 72 60 2 2 57 53 7 6 0 0 1 1 0 0 0 0 0 0 7 77:30:00 172 100 3 1 126 69 12 5 0 0 1 0 0 0 0 0 0 0 7 07:45:00 274 102 8 5 210 84 15 3 0 0 4 3 0 0 0 0 0 0 7 08:00:00 417 143 25 17 314 104 25 10 1 1 7 3 0 0 0 0 0 0 7 08:15:00 545 128 26 1 417 103 28 3 1 0 9 2 0 0 0 0 0 0 7 08:30:00 642 97 28 2 510 93 35 7 2 1 11 2 0 0 0 0 0 0 7 08:45:00 727 85 30 2 595 85 43 8 4 2 11 0 0 0 0 0 0 0 7 09:00:00 811 84 36 6 692 97 49 6 4 0 12 1 0 0 0 0 0 0 7 09:15:00 815 4 36 0 697 5 50 1 4 0 12 0 0 0 0 0 0 0 7 0

11:00:00 815 0 36 0 698 1 50 0 4 0 12 0 0 0 0 0 0 0 7 011:15:00 870 55 42 6 768 70 56 6 4 0 13 1 0 0 0 0 0 0 9 211:30:00 936 66 49 7 827 59 61 5 4 0 15 2 0 0 0 0 0 0 9 011:45:00 1002 66 56 7 904 77 63 2 5 1 17 2 0 0 0 0 0 0 9 012:00:00 1067 65 65 9 989 85 67 4 6 1 20 3 0 0 0 0 0 0 9 012:15:00 1120 53 72 7 1076 87 78 11 6 0 22 2 0 0 0 0 0 0 9 012:30:00 1188 68 80 8 1164 88 87 9 6 0 22 0 0 0 0 0 0 0 10 112:45:00 1253 65 90 10 1242 78 90 3 6 0 23 1 0 0 0 0 0 0 10 013:00:00 1315 62 104 14 1316 74 102 12 7 1 24 1 0 0 0 0 0 0 10 013:15:00 1384 69 107 3 1395 79 113 11 7 0 26 2 0 0 0 0 0 0 10 013:30:00 1434 50 113 6 1467 72 122 9 7 0 28 2 0 0 0 0 0 0 10 013:45:00 1497 63 117 4 1539 72 127 5 7 0 32 4 0 0 0 0 0 0 10 014:00:00 1572 75 128 11 1609 70 138 11 8 1 35 3 0 0 0 0 0 0 10 014:15:00 1572 0 128 0 1611 2 138 0 8 0 35 0 0 0 0 0 0 0 10 015:00:00 1572 0 128 0 1613 2 138 0 8 0 35 0 0 0 0 0 0 0 10 015:15:00 1646 74 133 5 1705 92 147 9 8 0 39 4 0 0 0 0 0 0 10 015:30:00 1715 69 141 8 1788 83 160 13 8 0 39 0 0 0 0 0 0 0 10 015:45:00 1806 91 149 8 1879 91 171 11 8 0 44 5 0 0 0 0 0 0 10 016:00:00 1900 94 158 9 1994 115 177 6 8 0 51 7 0 0 0 0 0 0 10 016:15:00 2004 104 165 7 2095 101 186 9 9 1 54 3 0 0 0 0 0 0 10 016:30:00 2090 86 177 12 2220 125 194 8 9 0 55 1 0 0 0 0 0 0 10 016:45:00 2194 104 193 16 2337 117 202 8 9 0 56 1 0 0 0 0 0 0 11 117:00:00 2283 89 203 10 2458 121 210 8 9 0 58 2 0 0 0 0 0 0 11 017:15:00 2369 86 212 9 2597 139 216 6 9 0 60 2 0 0 0 0 0 0 11 017:30:00 2467 98 224 12 2708 111 222 6 10 1 62 2 0 0 0 0 0 0 11 017:45:00 2553 86 233 9 2840 132 227 5 10 0 65 3 0 0 0 0 0 0 11 018:00:00 2629 76 241 8 2930 90 228 1 10 0 66 1 0 0 0 0 0 0 11 018:15:00 2637 8 242 1 2942 12 228 0 10 0 66 0 0 0 0 0 0 0 11 018:15:15 2637 0 242 0 2942 0 228 0 10 0 66 0 0 0 0 0 0 0 11 0


IntervalTime




7:00:00 0 0 7 7 3 3 0 0 1 1 0 0 0 0 0 0 0 0 0 07:15:00 0 0 79 72 50 47 0 0 2 1 3 3 0 0 0 0 0 0 0 07:30:00 0 0 170 91 81 31 0 0 8 6 3 0 0 0 0 0 0 0 0 07:45:00 0 0 264 94 122 41 0 0 12 4 6 3 0 0 0 0 0 0 0 08:00:00 0 0 380 116 159 37 0 0 20 8 9 3 0 0 0 0 0 0 0 08:15:00 0 0 501 121 202 43 0 0 24 4 10 1 0 0 0 0 0 0 0 08:30:00 0 0 631 130 242 40 0 0 31 7 11 1 0 0 0 0 0 0 0 08:45:00 0 0 750 119 275 33 0 0 36 5 12 1 0 0 0 0 0 0 0 09:00:00 0 0 892 142 317 42 0 0 41 5 15 3 0 0 0 0 0 0 0 09:15:00 0 0 908 16 321 4 0 0 42 1 15 0 0 0 0 0 0 0 0 0

11:00:00 0 0 915 7 322 1 0 0 42 0 15 0 0 0 0 0 0 0 0 011:15:00 0 0 1032 117 353 31 0 0 44 2 18 3 0 0 0 0 0 0 0 011:30:00 0 0 1168 136 380 27 0 0 48 4 21 3 0 0 0 0 0 0 0 011:45:00 0 0 1320 152 411 31 0 0 58 10 23 2 0 0 0 0 0 0 0 012:00:00 0 0 1452 132 447 36 0 0 66 8 25 2 0 0 0 0 0 0 0 012:15:00 0 0 1590 138 489 42 0 0 70 4 27 2 0 0 0 0 0 0 0 012:30:00 0 0 1719 129 517 28 0 0 80 10 29 2 0 0 0 0 0 0 0 012:45:00 0 0 1865 146 568 51 0 0 83 3 30 1 0 0 0 0 0 0 0 013:00:00 0 0 2004 139 592 24 0 0 93 10 32 2 0 0 1 1 0 0 0 013:15:00 0 0 2141 137 633 41 0 0 99 6 36 4 0 0 1 0 0 0 0 013:30:00 0 0 2286 145 666 33 0 0 101 2 42 6 0 0 1 0 0 0 0 013:45:00 0 0 2440 154 702 36 0 0 107 6 44 2 0 0 1 0 0 0 0 014:00:00 0 0 2557 117 731 29 0 0 115 8 46 2 0 0 1 0 0 0 0 014:15:00 0 0 2566 9 733 2 0 0 115 0 46 0 0 0 1 0 0 0 0 015:00:00 0 0 2580 14 738 5 0 0 115 0 46 0 0 0 1 0 0 0 0 015:15:00 0 0 2727 147 769 31 0 0 120 5 47 1 0 0 1 0 0 0 0 015:30:00 0 0 2890 163 811 42 0 0 123 3 50 3 0 0 1 0 0 0 0 015:45:00 0 0 3049 159 855 44 0 0 125 2 52 2 0 0 2 1 0 0 0 016:00:00 0 0 3213 164 891 36 0 0 132 7 53 1 0 0 2 0 0 0 0 016:15:00 0 0 3404 191 931 40 0 0 137 5 53 0 0 0 2 0 0 0 0 016:30:00 0 0 3576 172 974 43 0 0 142 5 54 1 0 0 3 1 0 0 0 016:45:00 0 0 3740 164 1014 40 0 0 144 2 55 1 0 0 3 0 0 0 0 017:00:00 0 0 3933 193 1053 39 0 0 148 4 56 1 0 0 3 0 0 0 0 017:15:00 0 0 4123 190 1097 44 0 0 149 1 58 2 0 0 3 0 0 0 0 017:30:00 0 0 4341 218 1146 49 0 0 151 2 60 2 0 0 3 0 0 0 0 017:45:00 0 0 4534 193 1179 33 0 0 151 0 61 1 0 0 4 1 0 0 0 018:00:00 0 0 4739 205 1214 35 0 0 155 4 61 0 0 0 5 1 0 0 0 018:15:00 0 0 4739 0 1214 0 0 0 155 0 61 0 0 0 5 0 0 0 0 018:15:15 0 0 4739 0 1214 0 0 0 155 0 61 0 0 0 5 0 0 0 0 0


IntervalTime




7:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 17:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 17:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 18:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 18:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 28:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 18:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 09:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 09:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 0

11:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 011:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 011:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 111:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 112:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 012:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 012:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 012:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13 413:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13 013:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13 013:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14 113:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14 014:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16 214:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 16 015:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 17 115:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 19 215:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 20 115:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 23 316:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24 116:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24 016:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 24 016:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 27 317:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28 117:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28 017:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 29 117:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 31 218:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32 118:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32 018:15:15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32 0


IntervalTime




7:00:00 8 8 15 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15:00 52 44 161 146 0 0 0 0 2 2 0 0 0 0 0 0 0 0 0 07:30:00 116 64 335 174 0 0 1 1 4 2 0 0 0 0 0 0 0 0 0 07:45:00 171 55 526 191 0 0 3 2 13 9 0 0 0 0 0 0 0 0 0 08:00:00 236 65 740 214 0 0 10 7 20 7 0 0 0 0 0 0 0 0 0 08:15:00 294 58 983 243 0 0 15 5 29 9 0 0 0 0 0 0 0 0 0 08:30:00 341 47 1219 236 0 0 18 3 38 9 0 0 0 0 0 0 0 0 0 08:45:00 382 41 1445 226 1 1 23 5 43 5 0 0 0 0 0 0 0 0 0 09:00:00 422 40 1675 230 2 1 24 1 54 11 0 0 0 0 0 0 0 0 0 09:15:00 423 1 1683 8 3 1 24 0 54 0 0 0 0 0 0 0 0 0 0 0

11:00:00 423 0 1688 5 3 0 24 0 54 0 0 0 0 0 0 0 0 0 0 011:15:00 446 23 1834 146 3 0 24 0 62 8 0 0 0 0 0 0 0 0 0 011:30:00 472 26 2001 167 3 0 25 1 68 6 0 0 0 0 0 0 0 0 0 011:45:00 500 28 2181 180 3 0 27 2 73 5 0 0 0 0 0 0 0 0 0 012:00:00 529 29 2371 190 4 1 28 1 78 5 0 0 0 0 0 0 0 0 0 012:15:00 561 32 2529 158 5 1 35 7 93 15 0 0 0 0 0 0 0 0 0 012:30:00 598 37 2719 190 5 0 36 1 100 7 0 0 0 0 0 0 0 0 0 012:45:00 632 34 2903 184 5 0 38 2 106 6 0 0 0 0 0 0 0 0 0 013:00:00 661 29 3080 177 6 1 41 3 112 6 0 0 0 0 0 0 0 0 0 013:15:00 686 25 3241 161 7 1 44 3 120 8 0 0 0 0 0 0 0 0 0 013:30:00 707 21 3403 162 8 1 45 1 127 7 0 0 0 0 0 0 0 0 0 013:45:00 734 27 3590 187 10 2 46 1 133 6 0 0 0 0 0 0 0 0 0 014:00:00 767 33 3729 139 11 1 48 2 136 3 0 0 0 0 0 0 0 0 0 014:15:00 769 2 3733 4 11 0 48 0 136 0 0 0 0 0 0 0 0 0 0 015:00:00 773 4 3750 17 11 0 48 0 136 0 0 0 0 0 0 0 0 0 0 015:15:00 801 28 3896 146 11 0 49 1 141 5 0 0 0 0 1 1 0 0 0 015:30:00 837 36 4054 158 11 0 49 0 149 8 0 0 0 0 2 1 0 0 0 015:45:00 858 21 4177 123 15 4 49 0 158 9 0 0 0 0 2 0 0 0 0 016:00:00 885 27 4328 151 16 1 49 0 165 7 0 0 0 0 3 1 0 0 0 016:15:00 913 28 4483 155 16 0 51 2 170 5 0 0 0 0 3 0 0 0 0 016:30:00 929 16 4656 173 17 1 51 0 174 4 0 0 0 0 3 0 0 0 0 016:45:00 955 26 4795 139 18 1 55 4 179 5 0 0 0 0 4 1 0 0 0 017:00:00 979 24 4967 172 20 2 55 0 184 5 0 0 0 0 4 0 0 0 0 017:15:00 1004 25 5104 137 20 0 55 0 195 11 0 0 0 0 4 0 0 0 0 017:30:00 1024 20 5247 143 21 1 56 1 195 0 0 0 0 0 4 0 0 0 0 017:45:00 1050 26 5380 133 22 1 57 1 199 4 0 0 0 0 4 0 0 0 0 018:00:00 1082 32 5530 150 22 0 58 1 203 4 0 0 0 0 4 0 0 0 0 018:15:00 1084 2 5537 7 22 0 58 0 203 0 0 0 0 0 4 0 0 0 0 018:15:15 1084 0 5537 0 22 0 58 0 203 0 0 0 0 0 4 0 0 0 0 0

Accu-Traffic Inc


7:00:00

9:00:00


7:45:00

8:45:00


Barrie

1308600112

Essa Rd & HWY 400 NB Ramp

1

14-Nov-13

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

57

14

0

Cyclists

Trucks

Cars

Totals

0

0

12

12

0

0

0

0

0

0

2

2

0

0

14

Cyclists

Trucks

Cars

Totals

0

0

43

43


0 32 693 725


0 0 30 30

0 39 961 1000

0 11 580 591

0 50 1571

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

1621

2346

Parking

Essa RdW

N

E

S

Essa Rd

HWY 400 NB Ramp

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1699

614

0


10 0 0 10

582 22 0 604

0 0 0 0

592 22 0


1035 50 0 1085

Cars

Trucks

Cyclists

Totals

580

11

0

591

Cars

Trucks

Cyclists

Totals

99

10

0

109

3

0

0

3

72

11

0

83

174

21

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

4

195

786

Comments

Accu-Traffic Inc


11:00:00

14:00:00


12:15:00

13:15:00


Barrie

1308600112


1

14-Nov-13

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

6

1

0

Cyclists

Trucks

Cars

Totals

0

0

0

0

0

0

0

0

0

0

1

1

0

0

1

Cyclists

Trucks

Cars

Totals

0

1

4

5


0 43 846 889


0 0 3 3

0 55 1173 1228

0 8 428 436

0 63 1604

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

1667

2556

Parking

Essa RdW

N

E

S

Essa Rd

HWY 400 NB Ramp

East Leg Total:

East Entering:

East Peds:

Peds Cross:

2153

780

0


0 1 0 1

743 36 0 779

0 0 0 0

743 37 0


1301 72 0 1373

Cars

Trucks

Cyclists

Totals

428

8

0

436

Cars

Trucks

Cyclists

Totals

103

7

0

110

1

0

0

1

127

17

0

144

231

24

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

6

255

691

Comments

Accu-Traffic Inc


15:00:00

18:00:00


15:30:00

16:30:00


Barrie

1308600112


1

14-Nov-13

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

112

59

1

Cyclists

Trucks

Cars

Totals

0

0

36

36

0

0

0

0

0

0

23

23

0

0

59

Cyclists

Trucks

Cars

Totals

0

1

52

53


0 28 1063 1091


0 0 22 22

2 53 1026 1081

0 8 350 358

2 61 1398

Peds Cross:

West Peds:

West Entering:

West Leg Total:

1

1461

2552

Parking

Essa RdW

N

E

S

Essa Rd

HWY 400 NB Ramp

East Leg Total:

East Entering:

East Peds:

Peds Cross:

2149

808

0


1 0 0 1

790 17 0 807

0 0 0 0

791 17 0


1274 65 2 1341

Cars

Trucks

Cyclists

Totals

350

8

0

358

Cars

Trucks

Cyclists

Totals

237

11

0

248

29

1

0

30

225

12

0

237

491

24

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

4

515

873

Comments

Accu-Traffic Inc

Total Count Diagram


Barrie

1308600112


1

14-Nov-13

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

582

226

3

Cyclists

Trucks

Cars

Totals

0

0

136

136

0

0

6

6

0

0

84

84

0

0

226

Cyclists

Trucks

Cars

Totals

0

9

347

356


0 234 7172 7406


0 1 161 162

6 363 8078 8447

0 86 3348 3434

6 450 11587

Peds Cross:

West Peds:

West Entering:

West Leg Total:

21

12043

19449

Parking

Essa RdW

N

E

S

Essa Rd

HWY 400 NB Ramp

East Leg Total:

East Entering:

East Peds:

Peds Cross:

15836

6041

0


55 2 0 57

5805 179 0 5984

0 0 0 0

5860 181 0


9330 459 6 9795

Cars

Trucks

Cyclists

Totals

3354

86

0

3440

Cars

Trucks

Cyclists

Totals

1231

55

0

1286

131

6

0

137

1168

96

0

1264

2530

157

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

58

2687

6127

Comments


Intersection Essa Rd & HWY 400 NB Ramp Count Date 14-Nov-13 Municipality Barrie





Hour Hour

Hour Hour

Ending Ending

Ending Ending

Left Left

Left Left

Thru Thru

Thru Thru

Right Right

Right Right

Grand Grand

Grand Grand

Total Total

Total Total

Total Total

Total Total

Peds Peds

Peds Peds

North/South

East/West

Total

Total

Approaches

Approaches


Totals:

Totals:

7:00:00 1 2 2 5 0 30 7:00:00 12 0 13 25 18:00:00 6 1 13 20 0 178 8:00:00 90 2 66 158 59:00:00 2 0 11 13 0 232 9:00:00 115 2 102 219 4

11:00:00 0 0 0 0 0 4 11:00:00 0 0 4 4 212:00:00 1 0 2 3 0 260 12:00:00 106 3 148 257 513:00:00 1 0 2 3 0 268 13:00:00 110 1 154 265 614:00:00 0 0 1 1 0 250 14:00:00 104 0 145 249 215:00:00 0 0 0 0 0 0 15:00:00 0 0 0 0 016:00:00 18 0 24 42 1 492 16:00:00 219 28 203 450 717:00:00 26 0 27 53 2 537 17:00:00 230 57 197 484 1518:00:00 28 3 49 80 0 643 18:00:00 300 44 219 563 11

7:00:00 0 122 3 125 0 386 7:00:00 9 179 73 261 08:00:00 0 530 15 545 0 1910 8:00:00 43 861 461 1365 99:00:00 0 608 12 620 0 2204 9:00:00 20 971 593 1584 0

11:00:00 0 17 0 17 0 61 11:00:00 0 28 16 44 012:00:00 0 723 1 724 0 2109 12:00:00 4 993 388 1385 013:00:00 0 765 1 766 0 2367 13:00:00 4 1147 450 1601 114:00:00 0 762 1 763 0 2285 14:00:00 5 1120 397 1522 015:00:00 0 18 0 18 0 52 15:00:00 0 24 10 34 016:00:00 0 815 1 816 0 2218 16:00:00 14 1033 355 1402 017:00:00 0 800 5 805 0 2245 17:00:00 24 1038 378 1440 118:00:00 0 803 18 821 0 2190 18:00:00 38 1021 310 1369 10

8:00 9:00 12:00 13:00 14:00 16:00 17:00 18:00107 119 110 113 104 265 314 382

83 6 131 220 3 2894 1286 137 1251 2674 58

0 5963 57 6020 0 18027 161 8415 3431 12007 21


IntervalTime




7:00:00 1 1 2 2 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15:00 1 0 3 1 5 3 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30:00 1 0 3 0 11 6 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45:00 7 6 3 0 12 1 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00:00 7 0 3 0 15 3 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15:00 8 1 3 0 19 4 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30:00 9 1 3 0 22 3 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45:00 9 0 3 0 24 2 0 0 0 0 0 0 0 0 0 0 0 0 0 09:00:00 9 0 3 0 26 2 0 0 0 0 0 0 0 0 0 0 0 0 0 09:15:00 9 0 3 0 26 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

11:00:00 9 0 3 0 26 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:15:00 10 1 3 0 26 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:30:00 10 0 3 0 28 2 0 0 0 0 0 0 0 0 0 0 0 0 0 011:45:00 10 0 3 0 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:00:00 10 0 3 0 28 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:15:00 10 0 3 0 30 2 0 0 0 0 0 0 0 0 0 0 0 0 0 012:30:00 11 1 3 0 30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:45:00 11 0 3 0 30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 013:00:00 11 0 3 0 30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 013:15:00 11 0 3 0 30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 013:30:00 11 0 3 0 30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 013:45:00 11 0 3 0 31 1 0 0 0 0 0 0 0 0 0 0 0 0 0 014:00:00 11 0 3 0 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 014:15:00 11 0 3 0 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 015:00:00 11 0 3 0 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 015:15:00 14 3 3 0 31 0 0 0 0 0 0 0 0 0 0 0 0 0 0 015:30:00 17 3 3 0 36 5 0 0 0 0 0 0 0 0 0 0 0 0 1 115:45:00 23 6 3 0 43 7 0 0 0 0 0 0 0 0 0 0 0 0 1 016:00:00 29 6 3 0 55 12 0 0 0 0 0 0 0 0 0 0 0 0 1 016:15:00 38 9 3 0 63 8 0 0 0 0 0 0 0 0 0 0 0 0 1 016:30:00 40 2 3 0 72 9 0 0 0 0 0 0 0 0 0 0 0 0 2 116:45:00 44 4 3 0 77 5 0 0 0 0 0 0 0 0 0 0 0 0 3 117:00:00 55 11 3 0 82 5 0 0 0 0 0 0 0 0 0 0 0 0 3 017:15:00 64 9 5 2 90 8 0 0 0 0 0 0 0 0 0 0 0 0 3 017:30:00 66 2 6 1 100 10 0 0 0 0 0 0 0 0 0 0 0 0 3 017:45:00 75 9 6 0 116 16 0 0 0 0 0 0 0 0 0 0 0 0 3 018:00:00 83 8 6 0 131 15 0 0 0 0 0 0 0 0 0 0 0 0 3 018:15:00 84 1 6 0 136 5 0 0 0 0 0 0 0 0 0 0 0 0 3 018:15:15 84 0 6 0 136 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0


IntervalTime




7:00:00 0 0 119 119 3 3 0 0 3 3 0 0 0 0 0 0 0 0 0 07:15:00 0 0 222 103 9 6 0 0 5 2 0 0 0 0 0 0 0 0 0 07:30:00 0 0 333 111 13 4 0 0 11 6 0 0 0 0 0 0 0 0 0 07:45:00 0 0 471 138 16 3 0 0 17 6 0 0 0 0 0 0 0 0 0 08:00:00 0 0 626 155 18 2 0 0 26 9 0 0 0 0 0 0 0 0 0 08:15:00 0 0 784 158 23 5 0 0 30 4 0 0 0 0 0 0 0 0 0 08:30:00 0 0 927 143 25 2 0 0 34 4 0 0 0 0 0 0 0 0 0 08:45:00 0 0 1053 126 26 1 0 0 39 5 0 0 0 0 0 0 0 0 0 09:00:00 0 0 1217 164 30 4 0 0 43 4 0 0 0 0 0 0 0 0 0 09:15:00 0 0 1220 3 30 0 0 0 44 1 0 0 0 0 0 0 0 0 0 0

11:00:00 0 0 1232 12 30 0 0 0 45 1 0 0 0 0 0 0 0 0 0 011:15:00 0 0 1392 160 31 1 0 0 49 4 0 0 0 0 0 0 0 0 0 011:30:00 0 0 1572 180 31 0 0 0 59 10 0 0 0 0 0 0 0 0 0 011:45:00 0 0 1744 172 31 0 0 0 66 7 0 0 0 0 0 0 0 0 0 012:00:00 0 0 1927 183 31 0 0 0 73 7 0 0 0 0 0 0 0 0 0 012:15:00 0 0 2106 179 31 0 0 0 78 5 0 0 0 0 0 0 0 0 0 012:30:00 0 0 2281 175 31 0 0 0 88 10 1 1 0 0 0 0 0 0 0 012:45:00 0 0 2467 186 31 0 0 0 94 6 1 0 0 0 0 0 0 0 0 013:00:00 0 0 2659 192 31 0 0 0 106 12 1 0 0 0 0 0 0 0 0 013:15:00 0 0 2849 190 31 0 0 0 114 8 1 0 0 0 0 0 0 0 0 013:30:00 0 0 3024 175 32 1 0 0 120 6 1 0 0 0 0 0 0 0 0 013:45:00 0 0 3191 167 32 0 0 0 127 7 1 0 0 0 0 0 0 0 0 014:00:00 0 0 3391 200 32 0 0 0 136 9 1 0 0 0 0 0 0 0 0 014:15:00 0 0 3391 0 32 0 0 0 136 0 1 0 0 0 0 0 0 0 0 015:00:00 0 0 3409 18 32 0 0 0 136 0 1 0 0 0 0 0 0 0 0 015:15:00 0 0 3601 192 32 0 0 0 140 4 1 0 0 0 0 0 0 0 0 015:30:00 0 0 3814 213 33 1 0 0 145 5 1 0 0 0 0 0 0 0 0 015:45:00 0 0 4020 206 33 0 0 0 149 4 1 0 0 0 0 0 0 0 0 016:00:00 0 0 4206 186 33 0 0 0 154 5 1 0 0 0 0 0 0 0 0 016:15:00 0 0 4411 205 34 1 0 0 157 3 1 0 0 0 0 0 0 0 0 016:30:00 0 0 4604 193 34 0 0 0 162 5 1 0 0 0 0 0 0 0 0 016:45:00 0 0 4798 194 37 3 0 0 165 3 1 0 0 0 0 0 0 0 0 017:00:00 0 0 4992 194 37 0 0 0 168 3 2 1 0 0 0 0 0 0 0 017:15:00 0 0 5193 201 42 5 0 0 171 3 2 0 0 0 0 0 0 0 0 017:30:00 0 0 5388 195 47 5 0 0 174 3 2 0 0 0 0 0 0 0 0 017:45:00 0 0 5591 203 51 4 0 0 175 1 2 0 0 0 0 0 0 0 0 018:00:00 0 0 5785 194 55 4 0 0 178 3 2 0 0 0 0 0 0 0 0 018:15:00 0 0 5805 20 55 0 0 0 179 1 2 0 0 0 0 0 0 0 0 018:15:15 0 0 5805 0 55 0 0 0 179 0 2 0 0 0 0 0 0 0 0 0


IntervalTime




7:00:00 11 11 0 0 12 12 1 1 0 0 1 1 0 0 0 0 0 0 1 17:15:00 29 18 0 0 26 14 3 2 0 0 3 2 0 0 0 0 0 0 3 27:30:00 47 18 0 0 38 12 5 2 0 0 8 5 0 0 0 0 0 0 4 17:45:00 67 20 1 1 58 20 6 1 0 0 9 1 0 0 0 0 0 0 5 18:00:00 94 27 2 1 69 11 8 2 0 0 10 1 0 0 0 0 0 0 6 18:15:00 118 24 2 0 93 24 11 3 0 0 12 2 0 0 0 0 0 0 8 28:30:00 143 25 3 1 115 22 14 3 0 0 17 5 0 0 0 0 0 0 8 08:45:00 166 23 4 1 130 15 16 2 0 0 20 3 0 0 0 0 0 0 9 19:00:00 199 33 4 0 161 31 18 2 0 0 20 0 0 0 0 0 0 0 10 19:15:00 199 0 4 0 163 2 18 0 0 0 20 0 0 0 0 0 0 0 10 0

11:00:00 199 0 4 0 164 1 18 0 0 0 21 1 0 0 0 0 0 0 12 211:15:00 219 20 5 1 197 33 20 2 0 0 21 0 0 0 0 0 0 0 13 111:30:00 247 28 5 0 234 37 22 2 0 0 25 4 0 0 0 0 0 0 14 111:45:00 270 23 5 0 273 39 25 3 0 0 30 5 0 0 0 0 0 0 15 112:00:00 294 24 7 2 300 27 29 4 0 0 33 3 0 0 0 0 0 0 17 212:15:00 317 23 7 0 342 42 30 1 0 0 35 2 0 0 0 0 0 0 17 012:30:00 347 30 7 0 369 27 31 1 0 0 40 5 0 0 0 0 0 0 18 112:45:00 371 24 8 1 402 33 32 1 0 0 42 2 0 0 0 0 0 0 22 413:00:00 398 27 8 0 438 36 35 3 0 0 49 7 0 0 0 0 0 0 23 113:15:00 420 22 8 0 469 31 37 2 0 0 52 3 0 0 0 0 0 0 23 013:30:00 447 27 8 0 495 26 37 0 0 0 54 2 0 0 0 0 0 0 23 013:45:00 478 31 8 0 531 36 38 1 0 0 58 4 0 0 0 0 0 0 23 014:00:00 498 20 8 0 568 37 39 1 0 0 64 6 0 0 0 0 0 0 25 214:15:00 498 0 8 0 568 0 39 0 0 0 64 0 0 0 0 0 0 0 25 015:00:00 498 0 8 0 568 0 39 0 0 0 64 0 0 0 0 0 0 0 25 015:15:00 548 50 12 4 612 44 40 1 0 0 66 2 0 0 0 0 0 0 28 315:30:00 604 56 23 11 640 28 40 0 0 0 69 3 0 0 0 0 0 0 29 115:45:00 650 46 27 4 690 50 42 2 0 0 72 3 0 0 0 0 0 0 32 316:00:00 710 60 36 9 760 70 46 4 0 0 75 3 0 0 0 0 0 0 32 016:15:00 783 73 44 8 813 53 48 2 1 1 78 3 0 0 0 0 0 0 33 116:30:00 841 58 52 8 865 52 51 3 1 0 81 3 0 0 0 0 0 0 33 016:45:00 905 64 57 5 898 33 51 0 1 0 88 7 0 0 0 0 0 0 37 417:00:00 934 29 90 33 944 46 52 1 3 2 88 0 0 0 0 0 0 0 47 1017:15:00 991 57 104 14 991 47 53 1 3 0 90 2 0 0 0 0 0 0 47 017:30:00 1074 83 111 7 1046 55 53 0 3 0 93 3 0 0 0 0 0 0 49 217:45:00 1152 78 120 9 1102 56 53 0 5 2 93 0 0 0 0 0 0 0 52 318:00:00 1231 79 131 11 1155 53 55 2 6 1 96 3 0 0 0 0 0 0 58 618:15:00 1231 0 131 0 1168 13 55 0 6 0 96 0 0 0 0 0 0 0 58 018:15:15 1231 0 131 0 1168 0 55 0 6 0 96 0 0 0 0 0 0 0 58 0


IntervalTime




7:00:00 9 9 171 171 72 72 0 0 8 8 1 1 0 0 0 0 0 0 0 07:15:00 20 11 326 155 139 67 0 0 15 7 2 1 0 0 0 0 0 0 0 07:30:00 28 8 532 206 232 93 0 0 20 5 4 2 0 0 0 0 0 0 0 07:45:00 37 9 714 182 394 162 0 0 32 12 6 2 0 0 0 0 0 0 9 98:00:00 52 15 997 283 527 133 0 0 43 11 7 1 0 0 0 0 0 0 9 08:15:00 61 9 1235 238 674 147 0 0 49 6 11 4 0 0 0 0 0 0 9 08:30:00 61 0 1453 218 821 147 0 0 63 14 12 1 0 0 0 0 0 0 9 08:45:00 67 6 1675 222 974 153 0 0 71 8 17 5 0 0 0 0 0 0 9 09:00:00 71 4 1931 256 1105 131 1 1 80 9 22 5 0 0 0 0 0 0 9 09:15:00 71 0 1939 8 1117 12 1 0 80 0 22 0 0 0 0 0 0 0 9 0

11:00:00 71 0 1958 19 1121 4 1 0 81 1 22 0 0 0 0 0 0 0 9 011:15:00 73 2 2139 181 1199 78 1 0 94 13 24 2 0 0 0 0 0 0 9 011:30:00 74 1 2378 239 1275 76 1 0 103 9 27 3 0 0 0 0 0 0 9 011:45:00 74 0 2624 246 1384 109 1 0 107 4 30 3 0 0 0 0 0 0 9 012:00:00 75 1 2919 295 1499 115 1 0 113 6 32 2 0 0 0 0 0 0 9 012:15:00 77 2 3146 227 1600 101 1 0 132 19 42 10 0 0 0 0 0 0 10 112:30:00 78 1 3425 279 1724 124 1 0 146 14 44 2 0 0 0 0 0 0 10 012:45:00 79 1 3734 309 1828 104 1 0 154 8 45 1 0 0 0 0 0 0 10 013:00:00 79 0 4009 275 1934 106 1 0 170 16 47 2 0 0 0 0 0 0 10 013:15:00 80 1 4319 310 2028 94 1 0 187 17 50 3 0 0 0 0 0 0 10 013:30:00 81 1 4565 246 2130 102 1 0 198 11 56 6 0 0 0 0 0 0 10 013:45:00 83 2 4817 252 2225 95 1 0 209 11 58 2 0 0 0 0 0 0 10 014:00:00 84 1 5077 260 2319 94 1 0 222 13 59 1 0 0 0 0 0 0 10 014:15:00 84 0 5079 2 2319 0 1 0 222 0 59 0 0 0 0 0 0 0 10 015:00:00 84 0 5100 21 2329 10 1 0 223 1 59 0 0 0 0 0 0 0 10 015:15:00 85 1 5329 229 2405 76 1 0 236 13 61 2 0 0 2 2 0 0 10 015:30:00 87 2 5551 222 2505 100 1 0 252 16 67 6 0 0 3 1 0 0 10 015:45:00 96 9 5813 262 2584 79 1 0 268 16 69 2 0 0 3 0 0 0 10 016:00:00 98 2 6073 260 2670 86 1 0 278 10 73 4 0 0 5 2 0 0 10 016:15:00 106 8 6320 247 2762 92 1 0 291 13 75 2 0 0 5 0 0 0 10 016:30:00 109 3 6577 257 2855 93 1 0 305 14 75 0 0 0 5 0 0 0 11 116:45:00 118 9 6810 233 2947 92 1 0 314 9 77 2 0 0 6 1 0 0 11 017:00:00 122 4 7062 252 3042 95 1 0 326 12 79 2 0 0 6 0 0 0 11 017:15:00 129 7 7311 249 3119 77 1 0 337 11 83 4 0 0 6 0 0 0 11 017:30:00 136 7 7568 257 3197 78 1 0 344 7 83 0 0 0 6 0 0 0 11 017:45:00 147 11 7813 245 3269 72 1 0 352 8 84 1 0 0 6 0 0 0 18 718:00:00 160 13 8047 234 3345 76 1 0 362 10 86 2 0 0 6 0 0 0 21 318:15:00 161 1 8078 31 3348 3 1 0 363 1 86 0 0 0 6 0 0 0 21 018:15:15 161 0 8078 0 3348 0 1 0 363 0 86 0 0 0 6 0 0 0 21 0



7:00:00

9:00:00


7:30:00

8:30:00


Barrie

1100900035

Big Bay Point Rd & Bayview Dr.tfr

7

21-Jun-11

Weather conditions:


** Signalized Intersection ** Major Road: Big Bay Point Rd runs W/E

North Leg Total:

North Entering:

North Peds:

Peds Cross:

723

335

0

Heavys

Trucks

Cars

Totals

0

15

5

20

0

21

182

203

0

12

100

112

0

48

287

Heavys

Trucks

Cars

Totals

0

43

345

388


0 47 315 362


0 2 17 19

0 12 295 307

0 11 89 100

0 25 401

Peds Cross:

West Peds:

West Entering:

West Leg Total:

1

426

788

Bayview Dr.tfr

Big Bay Point Rd W

N

E

S

Big Bay Point Rd

Bayview Dr.tfr

East Leg Total:

East Entering:

East Peds:

Peds Cross:

994

547

0


152 21 0 173

274 28 0 302

68 4 0 72

494 53 0


420 27 0 447

Cars

Trucks

Heavys

Totals

339

36

0

375

Cars

Trucks

Heavys

Totals

36

4

0

40

176

20

0

196

25

3

0

28

237

27

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

1

264

639

Comments



11:00:00

14:00:00


12:15:00

13:15:00


Barrie

1100900035


7

21-Jun-11

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

569

266

1

Heavys

Trucks

Cars

Totals

0

1

9

10

0

9

150

159

0

2

95

97

0

12

254

Heavys

Trucks

Cars

Totals

0

18

285

303


0 20 328 348


0 1 11 12

0 15 205 220

0 13 64 77

0 29 280

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

309

657

Bayview Dr.tfr

Big Bay Point Rd W

N

E

S

Big Bay Point Rd

Bayview Dr.tfr

East Leg Total:

East Entering:

East Peds:

Peds Cross:

853

490

2


108 5 0 113

273 13 0 286

88 3 0 91

469 21 0


344 19 0 363

Cars

Trucks

Heavys

Totals

302

25

0

327

Cars

Trucks

Heavys

Totals

46

6

0

52

166

12

0

178

44

2

0

46

256

20

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

0

276

603

Comments



15:00:00

18:00:00


16:30:00

17:30:00


Barrie

1100900035


7

21-Jun-11

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

732

330

0

Heavys

Trucks

Cars

Totals

0

1

18

19

0

8

163

171

0

6

134

140

0

15

315

Heavys

Trucks

Cars

Totals

0

18

384

402


0 12 631 643


0 4 2 6

0 8 369 377

0 5 41 46

0 17 412

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

429

1072

Bayview Dr.tfr

Big Bay Point Rd W

N

E

S

Big Bay Point Rd

Bayview Dr.tfr

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1203

597

4


106 4 0 110

405 7 0 412

74 1 0 75

585 12 0


586 20 0 606

Cars

Trucks

Heavys

Totals

278

14

0

292

Cars

Trucks

Heavys

Totals

208

4

0

212

276

10

0

286

83

6

0

89

567

20

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

0

587

879

Comments


Total Count Diagram


Barrie

1100900035


7

21-Jun-11

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

5007

2465

5

Heavys

Trucks

Cars

Totals

0

44

93

137

1

104

1303

1408

0

55

865

920

1

203

2261

Heavys

Trucks

Cars

Totals

0

203

2339

2542


0 217 3077 3294


0 22 56 78

0 125 2073 2198

0 68 416 484

0 215 2545

Peds Cross:

West Peds:

West Entering:

West Leg Total:

1

2760

6054

Bayview Dr.tfr

Big Bay Point Rd W

N

E

S

Big Bay Point Rd

Bayview Dr.tfr

East Leg Total:

East Entering:

East Peds:

Peds Cross:

7563

4030

18


819 74 0 893

2359 124 0 2483

628 26 0 654

3806 224 0


3326 207 0 3533

Cars

Trucks

Heavys

Totals

2347

198

1

2546

Cars

Trucks

Heavys

Totals

625

49

0

674

1464

107

0

1571

388

27

0

415

2477

183

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

2

2660

5206

Comments


Intersection: Big Bay Point Rd & Bayview Dr.tfr Count Date: 21-Jun-11 Municipality: Barrie





Hour Hour

Hour Hour

Ending Ending

Ending Ending

Left Left

Left Left

Thru Thru

Thru Thru

Right Right

Right Right

Grand Grand

Grand Grand

Total Total

Total Total

Total Total

Total Total

Peds Peds

Peds Peds

North/South

East/West

Total

Total

Approaches

Approaches


Totals:

Totals:

7:00:00 0 0 0 0 0 0 7:00:00 0 0 0 0 08:00:00 84 180 11 275 0 496 8:00:00 38 160 23 221 19:00:00 98 192 31 321 0 560 9:00:00 39 168 32 239 1

11:00:00 0 1 0 1 0 1 11:00:00 0 0 0 0 012:00:00 111 190 13 314 0 587 12:00:00 44 170 59 273 013:00:00 101 166 14 281 1 578 13:00:00 58 183 56 297 014:00:00 120 156 11 287 4 557 14:00:00 56 176 38 270 015:00:00 0 4 0 4 0 4 15:00:00 0 0 0 0 016:00:00 165 200 19 384 0 744 16:00:00 113 199 48 360 017:00:00 127 173 25 325 0 807 17:00:00 149 263 70 482 018:00:00 113 146 13 272 0 789 18:00:00 176 252 89 517 0

7:00:00 0 0 0 0 0 0 7:00:00 0 0 0 0 08:00:00 62 258 159 479 0 828 8:00:00 19 241 89 349 19:00:00 89 312 109 510 1 884 9:00:00 11 294 69 374 0

11:00:00 0 0 0 0 0 0 11:00:00 0 0 0 0 012:00:00 90 220 100 410 4 676 12:00:00 7 218 41 266 013:00:00 97 272 107 476 2 760 13:00:00 8 214 62 284 014:00:00 71 246 119 436 5 746 14:00:00 9 233 68 310 015:00:00 0 0 1 1 0 2 15:00:00 0 0 1 1 016:00:00 80 334 92 506 2 852 16:00:00 9 274 63 346 017:00:00 81 401 97 579 4 1016 17:00:00 8 374 55 437 018:00:00 84 440 109 633 0 1026 18:00:00 7 350 36 393 0

8:00 9:00 12:00 13:00 14:00 16:00 17:00 18:00303 330 349 344 357 480 543 541

919 1408 137 2464 5 5123 673 1571 415 2659 2

654 2483 893 4030 18 6790 78 2198 484 2760 1

Ontario Traffic Inc.Count Date: 21-Jun-11 Site #: 1100900035

IntervalTime




7:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15:00 10 10 23 23 0 0 1 1 1 1 1 1 0 0 0 0 0 0 0 07:30:00 25 15 61 38 0 0 2 1 6 5 3 2 0 0 0 0 0 0 0 07:45:00 42 17 109 48 0 0 7 5 12 6 5 2 0 0 0 0 0 0 0 08:00:00 74 32 160 51 3 3 10 3 20 8 8 3 0 0 0 0 0 0 0 08:15:00 100 26 204 44 4 1 12 2 25 5 11 3 0 0 0 0 0 0 0 08:30:00 125 25 243 39 5 1 14 2 27 2 18 7 0 0 0 0 0 0 0 08:45:00 142 17 289 46 7 2 19 5 33 6 28 10 0 0 0 0 0 0 0 09:00:00 161 19 332 43 9 2 21 2 40 7 33 5 0 0 0 0 0 0 0 09:00:06 161 0 333 1 9 0 21 0 40 0 33 0 0 0 0 0 0 0 0 0

11:00:00 161 0 333 0 9 0 21 0 40 0 33 0 0 0 0 0 0 0 0 011:15:00 181 20 371 38 11 2 22 1 43 3 34 1 0 0 0 0 0 0 0 011:30:00 215 34 417 46 13 2 22 0 45 2 35 1 0 0 0 0 0 0 0 011:45:00 242 27 462 45 17 4 23 1 48 3 36 1 0 0 0 0 0 0 0 012:00:00 269 27 515 53 18 1 24 1 48 0 37 1 0 0 0 0 0 0 0 012:15:00 290 21 558 43 23 5 28 4 49 1 38 1 0 0 0 0 0 0 0 012:30:00 313 23 597 39 25 2 28 0 51 2 38 0 0 0 0 0 0 0 0 012:45:00 345 32 634 37 29 4 28 0 54 3 38 0 0 0 0 0 0 0 0 013:00:00 365 20 673 39 30 1 29 1 56 2 39 1 0 0 0 0 0 0 1 113:15:00 385 20 708 35 32 2 30 1 58 2 39 0 0 0 0 0 0 0 1 013:30:00 407 22 753 45 34 2 33 3 61 3 40 1 0 0 0 0 0 0 1 013:45:00 447 40 778 25 36 2 36 3 61 0 41 1 0 0 0 0 0 0 1 014:00:00 477 30 819 41 39 3 37 1 66 5 41 0 0 0 0 0 0 0 5 414:00:19 477 0 823 4 39 0 37 0 66 0 41 0 0 0 0 0 0 0 5 015:00:00 477 0 823 0 39 0 37 0 66 0 41 0 0 0 0 0 0 0 5 015:15:00 517 40 872 49 44 5 38 1 71 5 41 0 0 0 1 1 0 0 5 015:30:00 547 30 916 44 48 4 41 3 75 4 41 0 0 0 1 0 0 0 5 015:45:00 591 44 969 53 52 4 44 3 81 6 42 1 0 0 1 0 0 0 5 016:00:00 634 43 1002 33 56 4 45 1 86 5 43 1 0 0 1 0 0 0 5 016:15:00 663 29 1038 36 61 5 47 2 90 4 43 0 0 0 1 0 0 0 5 016:30:00 688 25 1075 37 69 8 47 0 91 1 43 0 0 0 1 0 0 0 5 016:45:00 720 32 1120 45 77 8 50 3 94 3 44 1 0 0 1 0 0 0 5 017:00:00 756 36 1164 44 80 3 50 0 97 3 44 0 0 0 1 0 0 0 5 017:15:00 794 38 1196 32 84 4 52 2 98 1 44 0 0 0 1 0 0 0 5 017:30:00 822 28 1238 42 87 3 53 1 99 1 44 0 0 0 1 0 0 0 5 017:45:00 842 20 1274 36 90 3 54 1 103 4 44 0 0 0 1 0 0 0 5 018:00:00 864 22 1303 29 93 3 55 1 104 1 44 0 0 0 1 0 0 0 5 018:00:15 865 1 1303 0 93 0 55 0 104 0 44 0 0 0 1 0 0 0 5 0


IntervalTime




7:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15:00 17 17 40 40 10 10 0 0 4 4 1 1 0 0 0 0 0 0 0 07:30:00 29 12 101 61 38 28 0 0 12 8 4 3 0 0 0 0 0 0 0 07:45:00 46 17 157 56 72 34 3 3 20 8 14 10 0 0 0 0 0 0 0 08:00:00 59 13 231 74 137 65 3 0 27 7 22 8 0 0 0 0 0 0 0 08:15:00 75 16 311 80 159 22 3 0 33 6 22 0 0 0 0 0 0 0 0 08:30:00 97 22 375 64 190 31 4 1 40 7 25 3 0 0 0 0 0 0 0 08:45:00 114 17 444 69 219 29 5 1 44 4 29 4 0 0 0 0 0 0 1 19:00:00 146 32 512 68 236 17 5 0 58 14 32 3 0 0 0 0 0 0 1 09:00:06 146 0 512 0 236 0 5 0 58 0 32 0 0 0 0 0 0 0 1 0

11:00:00 146 0 512 0 236 0 5 0 58 0 32 0 0 0 0 0 0 0 1 011:15:00 169 23 563 51 257 21 6 1 59 1 32 0 0 0 0 0 0 0 1 011:30:00 195 26 621 58 288 31 8 2 64 5 33 1 0 0 0 0 0 0 1 011:45:00 209 14 664 43 306 18 10 2 67 3 36 3 0 0 0 0 0 0 3 212:00:00 230 21 723 59 330 24 11 1 67 0 38 2 0 0 0 0 0 0 5 212:15:00 255 25 783 60 352 22 13 2 70 3 39 1 0 0 0 0 0 0 6 112:30:00 281 26 859 76 374 22 13 0 73 3 41 2 0 0 0 0 0 0 7 112:45:00 300 19 922 63 402 28 13 0 76 3 43 2 0 0 0 0 0 0 7 013:00:00 323 23 984 62 431 29 15 2 78 2 44 1 0 0 0 0 0 0 7 013:15:00 343 20 1056 72 460 29 16 1 83 5 44 0 0 0 0 0 0 0 8 113:30:00 359 16 1107 51 487 27 17 1 86 3 45 1 0 0 0 0 0 0 9 113:45:00 374 15 1159 52 513 26 19 2 88 2 48 3 0 0 0 0 0 0 9 014:00:00 388 14 1220 61 542 29 21 2 88 0 52 4 0 0 0 0 0 0 12 314:00:19 388 0 1220 0 543 1 21 0 88 0 52 0 0 0 0 0 0 0 12 015:00:00 388 0 1220 0 543 0 21 0 88 0 52 0 0 0 0 0 0 0 12 015:15:00 402 14 1292 72 563 20 21 0 91 3 56 4 0 0 0 0 0 0 13 115:30:00 418 16 1362 70 587 24 22 1 94 3 59 3 0 0 0 0 0 0 13 015:45:00 437 19 1456 94 610 23 22 0 102 8 59 0 0 0 0 0 0 0 14 116:00:00 466 29 1536 80 624 14 23 1 106 4 63 4 0 0 0 0 0 0 14 016:15:00 480 14 1634 98 642 18 25 2 113 7 64 1 0 0 0 0 0 0 14 016:30:00 505 25 1736 102 673 31 25 0 116 3 64 0 0 0 0 0 0 0 14 016:45:00 519 14 1840 104 692 19 25 0 118 2 66 2 0 0 0 0 0 0 15 117:00:00 545 26 1924 84 716 24 25 0 119 1 68 2 0 0 0 0 0 0 18 317:15:00 563 18 2037 113 747 31 25 0 121 2 68 0 0 0 0 0 0 0 18 017:30:00 579 16 2141 104 779 32 26 1 123 2 68 0 0 0 0 0 0 0 18 017:45:00 600 21 2251 110 800 21 26 0 123 0 71 3 0 0 0 0 0 0 18 018:00:00 628 28 2359 108 819 19 26 0 124 1 74 3 0 0 0 0 0 0 18 018:00:15 628 0 2359 0 819 0 26 0 124 0 74 0 0 0 0 0 0 0 18 0


IntervalTime




7:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15:00 4 4 17 17 4 4 3 3 3 3 0 0 0 0 0 0 0 0 0 07:30:00 7 3 48 31 9 5 9 6 9 6 2 2 0 0 0 0 0 0 0 07:45:00 15 8 81 33 12 3 11 2 18 9 4 2 0 0 0 0 0 0 1 18:00:00 27 12 137 56 19 7 11 0 23 5 4 0 0 0 0 0 0 0 1 08:15:00 40 13 176 39 25 6 11 0 25 2 5 1 0 0 0 0 0 0 1 08:30:00 43 3 224 48 34 9 13 2 29 4 5 0 0 0 0 0 0 0 1 08:45:00 54 11 267 43 39 5 14 1 32 3 6 1 0 0 0 0 0 0 2 19:00:00 61 7 294 27 46 7 16 2 34 2 9 3 0 0 0 0 0 0 2 09:00:06 61 0 294 0 46 0 16 0 34 0 9 0 0 0 0 0 0 0 2 0

11:00:00 61 0 294 0 46 0 16 0 34 0 9 0 0 0 0 0 0 0 2 011:15:00 69 8 331 37 67 21 18 2 37 3 9 0 0 0 0 0 0 0 2 011:30:00 77 8 372 41 77 10 20 2 42 5 9 0 0 0 0 0 0 0 2 011:45:00 91 14 424 52 91 14 21 1 44 2 9 0 0 0 0 0 0 0 2 012:00:00 100 9 454 30 105 14 21 0 44 0 9 0 0 0 0 0 0 0 2 012:15:00 119 19 500 46 125 20 21 0 48 4 10 1 0 0 0 0 0 0 2 012:30:00 133 14 544 44 134 9 22 1 51 3 11 1 0 0 0 0 0 0 2 012:45:00 142 9 587 43 145 11 24 2 52 1 11 0 0 0 0 0 0 0 2 013:00:00 155 13 624 37 159 14 24 0 57 5 11 0 0 0 0 0 0 0 2 013:15:00 165 10 666 42 169 10 27 3 60 3 12 1 0 0 0 0 0 0 2 013:30:00 179 14 714 48 175 6 28 1 67 7 12 0 0 0 0 0 0 0 2 013:45:00 195 16 747 33 187 12 29 1 72 5 12 0 0 0 0 0 0 0 2 014:00:00 205 10 779 32 196 9 30 1 78 6 12 0 0 0 0 0 0 0 2 014:00:19 205 0 779 0 196 0 30 0 78 0 12 0 0 0 0 0 0 0 2 015:00:00 205 0 779 0 196 0 30 0 78 0 12 0 0 0 0 0 0 0 2 015:15:00 234 29 822 43 206 10 31 1 79 1 12 0 0 0 0 0 0 0 2 015:30:00 243 9 869 47 215 9 35 4 85 6 14 2 0 0 0 0 0 0 2 015:45:00 273 30 932 63 223 8 36 1 87 2 15 1 0 0 0 0 0 0 2 016:00:00 309 36 967 35 240 17 39 3 89 2 16 1 0 0 0 0 0 0 2 016:15:00 343 34 1025 58 257 17 39 0 90 1 18 2 0 0 0 0 0 0 2 016:30:00 371 28 1081 56 272 15 42 3 92 2 19 1 0 0 0 0 0 0 2 016:45:00 428 57 1152 71 296 24 43 1 95 3 19 0 0 0 0 0 0 0 2 017:00:00 454 26 1222 70 305 9 43 0 97 2 21 2 0 0 0 0 0 0 2 017:15:00 532 78 1300 78 329 24 44 1 99 2 23 2 0 0 0 0 0 0 2 017:30:00 579 47 1357 57 355 26 46 2 102 3 25 2 0 0 0 0 0 0 2 017:45:00 608 29 1416 59 372 17 46 0 104 2 25 0 0 0 0 0 0 0 2 018:00:00 625 17 1464 48 388 16 48 2 107 3 27 2 0 0 0 0 0 0 2 018:00:15 625 0 1464 0 388 0 49 1 107 0 27 0 0 0 0 0 0 0 2 0


IntervalTime




7:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15:00 0 0 29 29 20 20 0 0 1 1 0 0 0 0 0 0 0 0 0 07:30:00 5 5 84 55 32 12 0 0 4 3 0 0 0 0 0 0 0 0 0 07:45:00 9 4 152 68 52 20 2 2 5 1 2 2 0 0 0 0 0 0 1 18:00:00 17 8 233 81 83 31 2 0 8 3 6 4 0 0 0 0 0 0 1 08:15:00 21 4 310 77 109 26 2 0 12 4 9 3 0 0 0 0 0 0 1 08:30:00 22 1 379 69 121 12 2 0 16 4 11 2 0 0 0 0 0 0 1 08:45:00 23 1 427 48 134 13 4 2 22 6 13 2 0 0 0 0 0 0 1 09:00:00 23 0 510 83 144 10 7 3 25 3 14 1 0 0 0 0 0 0 1 09:00:06 23 0 510 0 144 0 7 0 25 0 14 0 0 0 0 0 0 0 1 0

11:00:00 23 0 510 0 144 0 7 0 25 0 14 0 0 0 0 0 0 0 1 011:15:00 26 3 563 53 156 12 7 0 31 6 16 2 0 0 0 0 0 0 1 011:30:00 26 0 619 56 160 4 7 0 36 5 20 4 0 0 0 0 0 0 1 011:45:00 26 0 668 49 167 7 9 2 39 3 22 2 0 0 0 0 0 0 1 012:00:00 27 1 713 45 176 9 10 1 40 1 23 1 0 0 0 0 0 0 1 012:15:00 28 1 760 47 184 8 10 0 43 3 24 1 0 0 0 0 0 0 1 012:30:00 31 3 814 54 197 13 10 0 45 2 25 1 0 0 0 0 0 0 1 012:45:00 32 1 858 44 218 21 10 0 51 6 29 4 0 0 0 0 0 0 1 013:00:00 34 2 915 57 229 11 11 1 52 1 32 3 0 0 0 0 0 0 1 013:15:00 39 5 965 50 248 19 11 0 58 6 37 5 0 0 0 0 0 0 1 013:30:00 40 1 1010 45 263 15 12 1 64 6 40 3 0 0 0 0 0 0 1 013:45:00 41 1 1059 49 278 15 12 0 74 10 42 2 0 0 0 0 0 0 1 014:00:00 41 0 1121 62 285 7 13 1 79 5 44 2 0 0 0 0 0 0 1 014:00:19 41 0 1121 0 286 1 13 0 79 0 44 0 0 0 0 0 0 0 1 015:00:00 41 0 1121 0 286 0 13 0 79 0 44 0 0 0 0 0 0 0 1 015:15:00 45 4 1170 49 294 8 13 0 82 3 50 6 0 0 0 0 0 0 1 015:30:00 45 0 1239 69 308 14 15 2 87 5 53 3 0 0 0 0 0 0 1 015:45:00 47 2 1311 72 321 13 15 0 91 4 54 1 0 0 0 0 0 0 1 016:00:00 48 1 1376 65 336 15 15 0 98 7 57 3 0 0 0 0 0 0 1 016:15:00 50 2 1436 60 345 9 17 2 105 7 58 1 0 0 0 0 0 0 1 016:30:00 50 0 1536 100 355 10 18 1 109 4 63 5 0 0 0 0 0 0 1 016:45:00 51 1 1628 92 364 9 19 1 112 3 66 3 0 0 0 0 0 0 1 017:00:00 52 1 1733 105 382 18 19 0 115 3 66 0 0 0 0 0 0 0 1 017:15:00 52 0 1820 87 387 5 20 1 116 1 67 1 0 0 0 0 0 0 1 017:30:00 52 0 1905 85 396 9 22 2 117 1 68 1 0 0 0 0 0 0 1 017:45:00 54 2 1990 85 409 13 22 0 121 4 68 0 0 0 0 0 0 0 1 018:00:00 56 2 2073 83 416 7 22 0 125 4 68 0 0 0 0 0 0 0 1 018:00:15 56 0 2073 0 416 0 22 0 125 0 68 0 0 0 0 0 0 0 1 0



7:00:00

9:00:00


7:30:00

8:30:00


Barrie

1100900028

Fairview Rd.tfr & Little Ave

2

22-Jun-11

Weather conditions:


** Signalized Intersection ** Major Road: Fairview Rd.tfr runs N/S

North Leg Total:

North Entering:

North Peds:

Peds Cross:

1685

835

0

Heavys

Trucks

Cars

Totals

0

30

396

426

0

2

407

409

0

32

803

Heavys

Trucks

Cars

Totals

0

27

823

850

Fairview Rd.tfr

W

N

E

S

Little Ave

Fairview Rd.tfr

East Leg Total:

East Entering:

East Peds:

Peds Cross:

958

546

1


536 5 0 541

5 0 0 5

541 5 0


409 3 0 412

Cars

Trucks

Heavys

Totals

401

30

0

431

Cars

Trucks

Heavys

Totals

287

22

0

309

2

1

0

3

289

23

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

0

312

743

Comments



11:00:00

14:00:00


11:45:00

12:45:00


Barrie

1100900028


2

22-Jun-11

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

1497

648

0

Heavys

Trucks

Cars

Totals

0

18

276

294

0

2

352

354

0

20

628

Heavys

Trucks

Cars

Totals

0

37

812

849

Fairview Rd.tfr

W

N

E

S

Little Ave

Fairview Rd.tfr

East Leg Total:

East Entering:

East Peds:

Peds Cross:

796

435

0


421 2 0 423

11 0 0 11

433 2 0


359 2 0 361

Cars

Trucks

Heavys

Totals

287

18

0

305

Cars

Trucks

Heavys

Totals

391

35

0

426

7

0

0

7

398

35

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

0

433

738

Comments



15:00:00

18:00:00


15:30:00

16:30:00


Barrie

1100900028


2

22-Jun-11

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

2108

791

0

Heavys

Trucks

Cars

Totals

0

16

351

367

0

6

418

424

0

22

769

Heavys

Trucks

Cars

Totals

0

23

1294

1317

Fairview Rd.tfr

W

N

E

S

Little Ave

Fairview Rd.tfr

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1067

634

0


625 2 0 627

6 0 0 6

632 2 0


427 6 0 433

Cars

Trucks

Heavys

Totals

357

16

0

373

Cars

Trucks

Heavys

Totals

669

21

0

690

9

0

0

9

678

21

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

0

699

1072

Comments


Total Count Diagram


Barrie

1100900028


2

22-Jun-11

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

13308

5668

0

Heavys

Trucks

Cars

Totals

0

151

2618

2769

0

16

2882

2898

0

167

5501

Heavys

Trucks

Cars

Totals

0

212

7428

7640

Fairview Rd.tfr

W

N

E

S

Little Ave

Fairview Rd.tfr

East Leg Total:

East Entering:

East Peds:

Peds Cross:

6914

3921

11


3823 24 0 3847

72 0 0 72

3897 24 0


2975 18 0 2993

Cars

Trucks

Heavys

Totals

2690

151

0

2841

Cars

Trucks

Heavys

Totals

3605

188

0

3793

93

2

0

95

3698

191

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

1

3889

6730

Comments


Intersection: Fairview Rd.tfr & Little Ave Count Date: 22-Jun-11 Municipality: Barrie





Hour Hour

Hour Hour

Ending Ending

Ending Ending

Left Left

Left Left

Thru Thru

Thru Thru

Right Right

Right Right

Grand Grand

Grand Grand

Total Total

Total Total

Total Total

Total Total

Peds Peds

Peds Peds

North/South

East/West

Total

Total

Approaches

Approaches


Totals:

Totals:

7:00:00 5 4 0 9 0 11 7:00:00 0 2 0 2 08:00:00 337 370 0 707 0 980 8:00:00 0 272 1 273 09:00:00 353 373 0 726 0 1087 9:00:00 1 355 5 361 0

11:00:00 8 8 0 16 0 33 11:00:00 0 16 1 17 012:00:00 319 284 0 603 0 989 12:00:00 0 377 9 386 013:00:00 339 283 0 622 0 1022 13:00:00 0 390 10 400 014:00:00 340 338 1 679 0 1134 14:00:00 0 443 12 455 015:00:00 1 2 0 3 0 22 15:00:00 0 19 0 19 016:00:00 407 379 0 786 0 1456 16:00:00 0 663 7 670 017:00:00 376 364 0 740 0 1488 17:00:00 0 728 20 748 018:00:00 413 364 0 777 0 1335 18:00:00 0 528 30 558 1

7:00:00 0 0 8 8 1 8 7:00:00 0 0 0 0 08:00:00 5 0 487 492 1 492 8:00:00 0 0 0 0 09:00:00 6 0 499 505 1 505 9:00:00 0 0 0 0 0

11:00:00 0 0 18 18 0 18 11:00:00 0 0 0 0 012:00:00 5 0 379 384 1 384 12:00:00 0 0 0 0 013:00:00 13 1 422 436 0 436 13:00:00 0 0 0 0 014:00:00 20 0 355 375 0 375 14:00:00 0 0 0 0 015:00:00 0 0 12 12 0 12 15:00:00 0 0 0 0 016:00:00 10 1 621 632 4 632 16:00:00 0 0 0 0 017:00:00 4 0 542 546 1 546 17:00:00 0 0 0 0 018:00:00 9 0 502 511 2 511 18:00:00 0 0 0 0 0

8:00 9:00 12:00 13:00 14:00 16:00 17:00 18:005 6 5 14 20 11 4 10

2898 2769 1 5668 0 9557 1 3793 95 3889 1

72 2 3845 3919 11 3919 0 0 0 0 0


IntervalTime




7:00:00 5 5 4 4 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15:00 56 51 68 64 0 0 0 0 2 2 0 0 0 0 0 0 0 0 0 07:30:00 130 74 141 73 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 07:45:00 246 116 238 97 0 0 2 2 5 3 0 0 0 0 0 0 0 0 0 08:00:00 340 94 359 121 0 0 2 0 15 10 0 0 0 0 0 0 0 0 0 08:15:00 440 100 454 95 0 0 2 0 22 7 0 0 0 0 0 0 0 0 0 08:30:00 537 97 537 83 0 0 2 0 32 10 0 0 0 0 0 0 0 0 0 08:45:00 623 86 624 87 0 0 2 0 36 4 0 0 0 0 0 0 0 0 0 09:00:00 693 70 706 82 0 0 2 0 41 5 0 0 0 0 0 0 0 0 0 09:00:20 695 2 706 0 0 0 2 0 41 0 0 0 0 0 0 0 0 0 0 0

11:00:00 701 6 714 8 0 0 2 0 41 0 0 0 0 0 0 0 0 0 0 011:15:00 769 68 782 68 0 0 2 0 45 4 0 0 0 0 0 0 0 0 0 011:30:00 849 80 831 49 0 0 2 0 47 2 0 0 0 0 0 0 0 0 0 011:45:00 925 76 901 70 0 0 3 1 52 5 0 0 0 0 0 0 0 0 0 012:00:00 1019 94 982 81 0 0 3 0 57 5 0 0 0 0 0 0 0 0 0 012:15:00 1122 103 1050 68 0 0 4 1 62 5 0 0 0 0 0 0 0 0 0 012:30:00 1195 73 1113 63 0 0 4 0 65 3 0 0 0 0 0 0 0 0 0 012:45:00 1277 82 1177 64 0 0 5 1 70 5 0 0 0 0 0 0 0 0 0 013:00:00 1354 77 1244 67 0 0 7 2 78 8 0 0 0 0 0 0 0 0 0 013:15:00 1459 105 1326 82 0 0 7 0 85 7 0 0 0 0 0 0 0 0 0 013:30:00 1547 88 1396 70 0 0 7 0 91 6 0 0 0 0 0 0 0 0 0 013:45:00 1621 74 1479 83 1 1 8 1 95 4 0 0 0 0 0 0 0 0 0 014:00:00 1693 72 1557 78 1 0 8 0 103 8 0 0 0 0 0 0 0 0 0 014:00:09 1693 0 1557 0 1 0 8 0 103 0 0 0 0 0 0 0 0 0 0 015:00:00 1694 1 1558 1 1 0 8 0 104 1 0 0 0 0 0 0 0 0 0 015:15:00 1783 89 1658 100 1 0 9 1 111 7 0 0 0 0 0 0 0 0 0 015:30:00 1880 97 1742 84 1 0 9 0 115 4 0 0 0 0 0 0 0 0 0 015:45:00 1977 97 1838 96 1 0 11 2 121 6 0 0 0 0 0 0 0 0 0 016:00:00 2095 118 1919 81 1 0 14 3 122 1 0 0 0 0 0 0 0 0 0 016:15:00 2195 100 1999 80 1 0 14 0 125 3 0 0 0 0 0 0 0 0 0 016:30:00 2298 103 2093 94 1 0 15 1 131 6 0 0 0 0 0 0 0 0 0 016:45:00 2400 102 2183 90 1 0 15 0 137 6 0 0 0 0 0 0 0 0 0 017:00:00 2470 70 2267 84 1 0 15 0 138 1 0 0 0 0 0 0 0 0 0 017:15:00 2577 107 2354 87 1 0 15 0 144 6 0 0 0 0 0 0 0 0 0 017:30:00 2694 117 2449 95 1 0 15 0 146 2 0 0 0 0 0 0 0 0 0 017:45:00 2798 104 2530 81 1 0 16 1 149 3 0 0 0 0 0 0 0 0 0 018:00:00 2882 84 2618 88 1 0 16 0 151 2 0 0 0 0 0 0 0 0 0 018:15:00 2882 0 2618 0 1 0 16 0 151 0 0 0 0 0 0 0 0 0 0 018:15:23 2882 0 2618 0 1 0 16 0 151 0 0 0 0 0 0 0 0 0 0 0


IntervalTime




7:00:00 0 0 0 0 8 8 0 0 0 0 0 0 0 0 0 0 0 0 1 17:15:00 2 2 0 0 102 94 0 0 0 0 1 1 0 0 0 0 0 0 1 07:30:00 3 1 0 0 203 101 0 0 0 0 1 0 0 0 0 0 0 0 1 07:45:00 3 0 0 0 355 152 0 0 0 0 2 1 0 0 0 0 0 0 2 18:00:00 5 2 0 0 490 135 0 0 0 0 5 3 0 0 0 0 0 0 2 08:15:00 7 2 0 0 599 109 0 0 0 0 5 0 0 0 0 0 0 0 2 08:30:00 8 1 0 0 739 140 0 0 0 0 6 1 0 0 0 0 0 0 2 08:45:00 10 2 0 0 864 125 0 0 0 0 7 1 0 0 0 0 0 0 2 09:00:00 11 1 0 0 985 121 0 0 0 0 9 2 0 0 0 0 0 0 3 19:00:20 11 0 0 0 988 3 0 0 0 0 9 0 0 0 0 0 0 0 3 0

11:00:00 11 0 0 0 1003 15 0 0 0 0 9 0 0 0 0 0 0 0 3 011:15:00 13 2 0 0 1087 84 0 0 0 0 9 0 0 0 0 0 0 0 3 011:30:00 13 0 0 0 1170 83 0 0 0 0 9 0 0 0 0 0 0 0 3 011:45:00 15 2 0 0 1274 104 0 0 0 0 9 0 0 0 0 0 0 0 4 112:00:00 16 1 0 0 1382 108 0 0 0 0 9 0 0 0 0 0 0 0 4 012:15:00 18 2 1 1 1486 104 0 0 0 0 10 1 0 0 0 0 0 0 4 012:30:00 21 3 1 0 1575 89 0 0 0 0 11 1 0 0 0 0 0 0 4 012:45:00 26 5 1 0 1695 120 0 0 0 0 11 0 0 0 0 0 0 0 4 013:00:00 29 3 1 0 1802 107 0 0 0 0 11 0 0 0 0 0 0 0 4 013:15:00 32 3 1 0 1893 91 0 0 0 0 12 1 0 0 0 0 0 0 4 013:30:00 37 5 1 0 1984 91 0 0 0 0 12 0 0 0 0 0 0 0 4 013:45:00 45 8 1 0 2059 75 0 0 0 0 14 2 0 0 0 0 0 0 4 014:00:00 49 4 1 0 2152 93 0 0 0 0 16 2 0 0 0 0 0 0 4 014:00:09 49 0 1 0 2155 3 0 0 0 0 16 0 0 0 0 0 0 0 4 015:00:00 49 0 1 0 2164 9 0 0 0 0 16 0 0 0 0 0 0 0 4 015:15:00 52 3 1 0 2295 131 0 0 0 0 19 3 0 0 0 0 0 0 8 415:30:00 54 2 1 0 2434 139 0 0 0 0 19 0 0 0 0 0 0 0 8 015:45:00 57 3 2 1 2621 187 0 0 0 0 21 2 0 0 0 0 0 0 8 016:00:00 59 2 2 0 2780 159 0 0 0 0 21 0 0 0 0 0 0 0 8 016:15:00 59 0 2 0 2930 150 0 0 0 0 21 0 0 0 0 0 0 0 8 016:30:00 60 1 2 0 3059 129 0 0 0 0 21 0 0 0 0 0 0 0 8 016:45:00 61 1 2 0 3213 154 0 0 0 0 21 0 0 0 0 0 0 0 9 117:00:00 63 2 2 0 3322 109 0 0 0 0 21 0 0 0 0 0 0 0 9 017:15:00 69 6 2 0 3459 137 0 0 0 0 22 1 0 0 0 0 0 0 10 117:30:00 72 3 2 0 3597 138 0 0 0 0 22 0 0 0 0 0 0 0 10 017:45:00 72 0 2 0 3701 104 0 0 0 0 23 1 0 0 0 0 0 0 10 018:00:00 72 0 2 0 3821 120 0 0 0 0 24 1 0 0 0 0 0 0 11 118:15:00 72 0 2 0 3823 2 0 0 0 0 24 0 0 0 0 0 0 0 11 018:15:23 72 0 2 0 3823 0 0 0 0 0 24 0 0 0 0 0 0 0 11 0


IntervalTime




7:00:00 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15:00 0 0 61 59 0 0 0 0 1 1 0 0 0 0 0 0 0 0 0 07:30:00 0 0 115 54 0 0 0 0 10 9 0 0 0 0 0 0 0 0 0 07:45:00 0 0 173 58 0 0 0 0 15 5 0 0 0 0 0 0 0 0 0 08:00:00 0 0 252 79 1 1 0 0 22 7 0 0 0 0 0 0 0 0 0 08:15:00 0 0 325 73 1 0 0 0 26 4 0 0 0 0 0 0 0 0 0 08:30:00 0 0 402 77 2 1 0 0 32 6 1 1 0 0 0 0 0 0 0 08:45:00 0 0 505 103 4 2 1 1 41 9 1 0 0 0 0 0 0 0 0 09:00:00 0 0 583 78 5 1 1 0 46 5 1 0 0 0 0 0 0 0 0 09:00:20 0 0 591 8 5 0 1 0 46 0 1 0 0 0 0 0 0 0 0 0

11:00:00 0 0 599 8 6 1 1 0 46 0 1 0 0 0 0 0 0 0 0 011:15:00 0 0 674 75 9 3 1 0 56 10 1 0 0 0 0 0 0 0 0 011:30:00 0 0 755 81 12 3 1 0 59 3 1 0 0 0 0 0 0 0 0 011:45:00 0 0 831 76 14 2 1 0 67 8 1 0 0 0 0 0 0 0 0 012:00:00 0 0 941 110 15 1 1 0 81 14 1 0 0 0 0 0 0 0 0 012:15:00 0 0 1048 107 19 4 1 0 85 4 1 0 0 0 0 0 0 0 0 012:30:00 0 0 1128 80 20 1 1 0 90 5 1 0 0 0 0 0 0 0 0 012:45:00 0 0 1222 94 21 1 1 0 102 12 1 0 0 0 0 0 0 0 0 013:00:00 0 0 1306 84 24 3 1 0 106 4 2 1 0 0 0 0 0 0 0 013:15:00 0 0 1405 99 27 3 1 0 113 7 2 0 0 0 0 0 0 0 0 013:30:00 0 0 1506 101 29 2 1 0 117 4 2 0 0 0 0 0 0 0 0 013:45:00 0 0 1614 108 32 3 1 0 126 9 2 0 0 0 0 0 0 0 0 014:00:00 0 0 1716 102 36 4 1 0 139 13 2 0 0 0 0 0 0 0 0 014:00:09 0 0 1718 2 36 0 1 0 139 0 2 0 0 0 0 0 0 0 0 015:00:00 0 0 1734 16 36 0 1 0 140 1 2 0 0 0 0 0 0 0 0 015:15:00 0 0 1891 157 38 2 1 0 144 4 2 0 0 0 0 0 0 0 0 015:30:00 0 0 2053 162 39 1 1 0 149 5 2 0 0 0 0 0 0 0 0 015:45:00 0 0 2205 152 40 1 1 0 153 4 2 0 0 0 0 0 0 0 0 016:00:00 0 0 2375 170 43 3 1 0 162 9 2 0 0 0 0 0 0 0 0 016:15:00 0 0 2545 170 47 4 1 0 168 6 2 0 0 0 0 0 0 0 0 016:30:00 0 0 2722 177 48 1 1 0 170 2 2 0 0 0 0 0 0 0 0 016:45:00 0 0 2903 181 56 8 1 0 179 9 2 0 0 0 0 0 0 0 0 017:00:00 0 0 3081 178 63 7 1 0 184 5 2 0 0 0 0 0 0 0 0 017:15:00 0 0 3222 141 78 15 1 0 186 2 2 0 0 0 0 0 0 0 0 017:30:00 0 0 3395 173 83 5 1 0 186 0 2 0 0 0 0 0 0 0 0 017:45:00 0 0 3500 105 87 4 1 0 186 0 2 0 0 0 0 0 0 0 1 118:00:00 0 0 3605 105 93 6 1 0 188 2 2 0 0 0 0 0 0 0 1 018:15:00 0 0 3605 0 93 0 1 0 188 0 2 0 0 0 0 0 0 0 1 018:15:23 0 0 3605 0 93 0 1 0 188 0 2 0 0 0 0 0 0 0 1 0


IntervalTime




7:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 07:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 08:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 09:00:20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

11:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 013:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 013:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 013:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 013:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 014:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 014:00:09 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 015:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 015:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 015:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 015:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 016:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 016:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 016:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 016:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 017:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 017:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 017:30:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 017:45:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 018:00:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 018:15:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 018:15:23 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Accu-Traffic Inc


7:00:00

9:00:00


8:00:00

9:00:00


Barrie

1308600114

Essa Rd & Ardagh Rd

1

29-Oct-13

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

2232

909

1

Cyclists

Trucks

Cars

Totals

0

21

329

350

0

18

446

464

0

4

91

95

0

43

866

Cyclists

Trucks

Cars

Totals

0

40

1283

1323


1 25 466 492


0 21 359 380

0 0 158 158

0 3 62 65

0 24 579

Peds Cross:

West Peds:

West Entering:

West Leg Total:

1

603

1095

Essa Rd

Ardagh Rd W

N

E

S

Bryne Dr

Essa Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

456

162

5


89 4 0 93

28 0 1 29

40 0 0 40

157 4 1


289 5 0 294

Cars

Trucks

Cyclists

Totals

548

21

0

569

Cars

Trucks

Cyclists

Totals

109

4

0

113

835

15

0

850

40

1

0

41

984

20

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

4

1004

1573

Comments

Accu-Traffic Inc


11:00:00

14:00:00


12:00:00

13:00:00


Barrie

1308600114

Essa Rd & Ardagh Rd

1

29-Oct-13

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

2417

1244

2

Cyclists

Trucks

Cars

Totals

0

15

293

308

0

10

633

643

0

6

287

293

0

31

1213

Cyclists

Trucks

Cars

Totals

1

29

1143

1173


0 17 514 531


0 9 246 255

0 5 132 137

0 1 68 69

0 15 446

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

461

992

Essa Rd

Ardagh Rd W

N

E

S

Bryne Dr

Essa Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1022

475

4


229 6 0 235

109 2 0 111

127 2 0 129

465 10 0


535 12 0 547

Cars

Trucks

Cyclists

Totals

828

13

0

841

Cars

Trucks

Cyclists

Totals

112

0

0

112

668

14

1

683

116

1

0

117

896

15

1

Peds Cross:

South Peds:

South Entering:

South Leg Total:

4

912

1753

Comments

Accu-Traffic Inc


15:00:00

18:00:00


16:45:00

17:45:00


Barrie

1308600114

Essa Rd & Ardagh Rd

1

29-Oct-13

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

3212

1980

2

Cyclists

Trucks

Cars

Totals

0

7

608

615

0

7

1088

1095

0

1

269

270

0

15

1965

Cyclists

Trucks

Cars

Totals

0

18

1214

1232


0 9 882 891


0 9 195 204

1 0 120 121

0 0 87 87

1 9 402

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

412

1303

Essa Rd

Ardagh Rd W

N

E

S

Bryne Dr

Essa Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

1107

603

8


241 2 0 243

180 0 0 180

180 0 0 180

601 2 0


499 4 1 504

Cars

Trucks

Cyclists

Totals

1355

7

0

1362

Cars

Trucks

Cyclists

Totals

94

2

0

96

778

7

0

785

110

3

0

113

982

12

0

Peds Cross:

South Peds:

South Entering:

South Leg Total:

10

994

2356

Comments

Accu-Traffic Inc

Total Count Diagram


Barrie

1308600114

Essa Rd & Ardagh Rd

1

29-Oct-13

Weather conditions:



North Leg Total:

North Entering:

North Peds:

Peds Cross:

19880

10484

14

Cyclists

Trucks

Cars

Totals

0

112

3083

3195

3

105

5504

5612

0

31

1646

1677

3

248

10233

Cyclists

Trucks

Cars

Totals

4

265

9127

9396


6 149 4793 4948


0 98 1950 2048

1 18 1055 1074

0 20 544 564

1 136 3549

Peds Cross:

West Peds:

West Entering:

West Leg Total:

7

3686

8634

Essa Rd

Ardagh Rd W

N

E

S

Bryne Dr

Essa Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

6774

3308

34


1454 42 0 1496

836 8 6 850

951 11 0 962

3241 61 6


3400 65 1 3466

Cars

Trucks

Cyclists

Totals

6999

136

3

7138

Cars

Trucks

Cyclists

Totals

874

29

0

903

5723

125

4

5852

699

16

0

715

7296

170

4

Peds Cross:

South Peds:

South Entering:

South Leg Total:

36

7470

14608

Comments


Intersection Essa Rd & Ardagh Rd Count Date 29-Oct-13 Municipality Barrie





Hour Hour

Hour Hour

Ending Ending

Ending Ending

Left Left

Left Left

Thru Thru

Thru Thru

Right Right

Right Right

Grand Grand

Grand Grand

Total Total

Total Total

Total Total

Total Total

Peds Peds

Peds Peds

North/South

East/West

Total

Total

Approaches

Approaches


Totals:

Totals:

7:00:00 15 59 68 142 0 285 7:00:00 24 115 4 143 08:00:00 74 407 311 792 0 1612 8:00:00 89 711 20 820 09:00:00 95 464 350 909 1 1913 9:00:00 113 850 41 1004 4

11:00:00 2 4 8 14 0 23 11:00:00 2 7 0 9 012:00:00 208 569 256 1033 3 1799 12:00:00 109 565 92 766 413:00:00 293 643 308 1244 2 2156 13:00:00 112 683 117 912 414:00:00 238 635 324 1197 1 2108 14:00:00 142 659 110 911 715:00:00 11 19 9 39 0 72 15:00:00 5 20 8 33 016:00:00 203 794 432 1429 2 2336 16:00:00 112 693 102 907 417:00:00 269 972 544 1785 5 2749 17:00:00 99 761 104 964 1018:00:00 269 1028 580 1877 0 2867 18:00:00 96 779 115 990 3

7:00:00 10 3 9 22 0 102 7:00:00 59 17 4 80 18:00:00 35 27 64 126 1 687 8:00:00 399 125 37 561 39:00:00 40 29 93 162 5 765 9:00:00 380 158 65 603 1

11:00:00 0 2 5 7 0 44 11:00:00 19 9 9 37 012:00:00 120 106 176 402 3 839 12:00:00 243 133 61 437 113:00:00 129 111 235 475 4 936 13:00:00 255 137 69 461 014:00:00 140 113 213 466 3 892 14:00:00 222 139 65 426 015:00:00 2 0 3 5 0 18 15:00:00 8 4 1 13 016:00:00 152 128 225 505 4 770 16:00:00 80 103 82 265 017:00:00 148 151 221 520 10 880 17:00:00 148 122 90 360 118:00:00 182 180 249 611 4 1050 18:00:00 231 127 81 439 0

8:00 9:00 12:00 13:00 14:00 16:00 17:00 18:00559 583 503 527 509 366 462 596

1677 5594 3190 10461 14 17920 903 5843 713 7459 36

958 850 1493 3301 34 6983 2044 1074 564 3682 7


IntervalTime




7:00:00 15 15 57 57 66 66 0 0 2 2 2 2 0 0 0 0 0 0 0 07:15:00 27 12 119 62 120 54 1 1 5 3 7 5 0 0 0 0 0 0 0 07:30:00 39 12 210 91 199 79 1 0 7 2 10 3 0 0 0 0 0 0 0 07:45:00 60 21 333 123 273 74 1 0 10 3 15 5 0 0 0 0 0 0 0 08:00:00 87 27 451 118 362 89 2 1 15 5 17 2 0 0 0 0 0 0 0 08:15:00 110 23 550 99 448 86 2 0 19 4 20 3 0 0 0 0 0 0 0 08:30:00 132 22 661 111 543 95 2 0 26 7 24 4 0 0 0 0 0 0 0 08:45:00 159 27 764 103 609 66 3 1 28 2 34 10 0 0 0 0 0 0 0 09:00:00 178 19 897 133 691 82 6 3 33 5 38 4 0 0 0 0 0 0 1 19:15:00 180 2 897 0 695 4 6 0 33 0 38 0 0 0 0 0 0 0 1 0

11:00:00 180 0 901 4 699 4 6 0 33 0 38 0 0 0 0 0 0 0 1 011:15:00 245 65 1031 130 755 56 6 0 34 1 42 4 0 0 0 0 0 0 2 111:30:00 297 52 1187 156 806 51 8 2 39 5 46 4 0 0 0 0 0 0 2 011:45:00 348 51 1322 135 880 74 9 1 44 5 49 3 0 0 1 1 0 0 4 212:00:00 384 36 1455 133 941 61 10 1 47 3 52 3 0 0 1 0 0 0 4 012:15:00 464 80 1592 137 1003 62 12 2 49 2 56 4 0 0 1 0 0 0 4 012:30:00 524 60 1763 171 1082 79 12 0 52 3 59 3 0 0 1 0 0 0 4 012:45:00 589 65 1922 159 1143 61 13 1 55 3 63 4 0 0 1 0 0 0 5 113:00:00 671 82 2088 166 1234 91 16 3 57 2 67 4 0 0 1 0 0 0 6 113:15:00 727 56 2251 163 1320 86 16 0 58 1 71 4 0 0 1 0 0 0 7 113:30:00 784 57 2405 154 1390 70 16 0 63 5 74 3 0 0 1 0 0 0 7 013:45:00 839 55 2568 163 1462 72 20 4 69 6 79 5 0 0 1 0 0 0 7 014:00:00 904 65 2706 138 1544 82 21 1 74 5 81 2 0 0 1 0 0 0 7 014:15:00 915 11 2713 7 1548 4 21 0 74 0 81 0 0 0 1 0 0 0 7 015:00:00 915 0 2725 12 1552 4 21 0 74 0 82 1 0 0 1 0 0 0 7 015:15:00 963 48 2900 175 1657 105 21 0 76 2 86 4 0 0 1 0 0 0 8 115:30:00 1010 47 3105 205 1754 97 22 1 82 6 90 4 0 0 2 1 0 0 8 015:45:00 1056 46 3283 178 1863 109 23 1 86 4 91 1 0 0 2 0 0 0 9 116:00:00 1115 59 3504 221 1972 109 24 1 88 2 94 3 0 0 2 0 0 0 9 016:15:00 1178 63 3716 212 2090 118 27 3 90 2 97 3 0 0 3 1 0 0 9 016:30:00 1253 75 3958 242 2215 125 27 0 92 2 99 2 0 0 3 0 0 0 10 116:45:00 1324 71 4192 234 2356 141 27 0 96 4 101 2 0 0 3 0 0 0 12 217:00:00 1381 57 4466 274 2506 150 27 0 97 1 104 3 0 0 3 0 0 0 14 217:15:00 1458 77 4735 269 2669 163 27 0 100 3 106 2 0 0 3 0 0 0 14 017:30:00 1529 71 5035 300 2809 140 27 0 102 2 106 0 0 0 3 0 0 0 14 017:45:00 1593 64 5280 245 2964 155 28 1 103 1 108 2 0 0 3 0 0 0 14 018:00:00 1646 53 5486 206 3078 114 31 3 105 2 112 4 0 0 3 0 0 0 14 018:15:00 1646 0 5504 18 3083 5 31 0 105 0 112 0 0 0 3 0 0 0 14 018:15:15 1646 0 5504 0 3083 0 31 0 105 0 112 0 0 0 3 0 0 0 14 0


IntervalTime




7:00:00 10 10 3 3 9 9 0 0 0 0 0 0 0 0 0 0 0 0 0 07:15:00 13 3 7 4 15 6 1 1 0 0 0 0 0 0 1 1 0 0 0 07:30:00 23 10 11 4 23 8 1 0 0 0 1 1 0 0 1 0 0 0 0 07:45:00 31 8 17 6 46 23 1 0 0 0 2 1 0 0 1 0 0 0 0 08:00:00 44 13 29 12 68 22 1 0 0 0 5 3 0 0 1 0 0 0 1 18:15:00 52 8 36 7 91 23 1 0 0 0 6 1 0 0 2 1 0 0 2 18:30:00 63 11 42 6 109 18 1 0 0 0 7 1 0 0 2 0 0 0 2 08:45:00 74 11 49 7 127 18 1 0 0 0 7 0 0 0 2 0 0 0 4 29:00:00 84 10 57 8 157 30 1 0 0 0 9 2 0 0 2 0 0 0 6 29:15:00 84 0 59 2 158 1 1 0 0 0 10 1 0 0 2 0 0 0 6 0

11:00:00 84 0 59 0 161 3 1 0 0 0 10 0 0 0 2 0 0 0 6 011:15:00 112 28 84 25 201 40 2 1 0 0 14 4 0 0 2 0 0 0 6 011:30:00 140 28 109 25 233 32 4 2 1 1 15 1 0 0 2 0 0 0 6 011:45:00 170 30 135 26 291 58 4 0 2 1 15 0 0 0 2 0 0 0 9 312:00:00 201 31 161 26 331 40 4 0 4 2 16 1 0 0 2 0 0 0 9 012:15:00 229 28 189 28 395 64 5 1 5 1 18 2 0 0 2 0 0 0 10 112:30:00 255 26 214 25 452 57 6 1 6 1 20 2 0 0 2 0 0 0 10 012:45:00 295 40 249 35 511 59 6 0 6 0 21 1 0 0 2 0 0 0 11 113:00:00 328 33 270 21 560 49 6 0 6 0 22 1 0 0 2 0 0 0 13 213:15:00 369 41 298 28 606 46 6 0 6 0 25 3 0 0 2 0 0 0 13 013:30:00 395 26 328 30 660 54 6 0 6 0 28 3 0 0 2 0 0 0 15 213:45:00 434 39 358 30 707 47 7 1 6 0 30 2 0 0 2 0 0 0 15 014:00:00 465 31 382 24 762 55 9 2 6 0 33 3 0 0 3 1 0 0 16 114:15:00 467 2 382 0 763 1 9 0 6 0 33 0 0 0 3 0 0 0 16 015:00:00 467 0 382 0 765 2 9 0 6 0 33 0 0 0 3 0 0 0 16 015:15:00 509 42 418 36 806 41 9 0 6 0 34 1 0 0 4 1 0 0 16 015:30:00 547 38 450 32 873 67 9 0 6 0 35 1 0 0 4 0 0 0 16 015:45:00 583 36 480 30 928 55 9 0 6 0 35 0 0 0 4 0 0 0 17 116:00:00 618 35 509 29 987 59 10 1 6 0 36 1 0 0 4 0 0 0 20 316:15:00 661 43 548 39 1040 53 10 0 7 1 38 2 0 0 4 0 0 0 20 016:30:00 688 27 576 28 1098 58 10 0 7 0 38 0 0 0 5 1 0 0 21 116:45:00 725 37 615 39 1146 48 11 1 8 1 40 2 0 0 6 1 0 0 26 517:00:00 765 40 656 41 1203 57 11 0 8 0 41 1 0 0 6 0 0 0 30 417:15:00 807 42 702 46 1264 61 11 0 8 0 42 1 0 0 6 0 0 0 31 117:30:00 853 46 740 38 1323 59 11 0 8 0 42 0 0 0 6 0 0 0 33 217:45:00 905 52 795 55 1387 64 11 0 8 0 42 0 0 0 6 0 0 0 34 118:00:00 947 42 836 41 1451 64 11 0 8 0 42 0 0 0 6 0 0 0 34 018:15:00 951 4 836 0 1454 3 11 0 8 0 42 0 0 0 6 0 0 0 34 018:15:15 951 0 836 0 1454 0 11 0 8 0 42 0 0 0 6 0 0 0 34 0


IntervalTime




7:00:00 22 22 114 114 4 4 2 2 1 1 0 0 0 0 0 0 0 0 0 07:15:00 43 21 235 121 7 3 2 0 6 5 0 0 0 0 1 1 0 0 0 07:30:00 58 15 413 178 10 3 3 1 7 1 0 0 0 0 1 0 0 0 0 07:45:00 78 20 616 203 16 6 5 2 10 3 0 0 0 0 1 0 0 0 0 08:00:00 107 29 811 195 23 7 6 1 14 4 1 1 0 0 1 0 0 0 0 08:15:00 132 25 997 186 33 10 8 2 18 4 2 1 0 0 1 0 0 0 0 08:30:00 159 27 1215 218 39 6 9 1 20 2 2 0 0 0 1 0 0 0 0 08:45:00 191 32 1440 225 47 8 9 0 24 4 2 0 0 0 1 0 0 0 1 19:00:00 216 25 1646 206 63 16 10 1 29 5 2 0 0 0 1 0 0 0 4 39:15:00 218 2 1646 0 63 0 10 0 29 0 2 0 0 0 1 0 0 0 4 0

11:00:00 218 0 1652 6 63 0 10 0 30 1 2 0 0 0 1 0 0 0 4 011:15:00 240 22 1787 135 87 24 11 1 35 5 3 1 0 0 1 0 0 0 5 111:30:00 269 29 1924 137 105 18 12 1 40 5 4 1 0 0 1 0 0 0 6 111:45:00 296 27 2059 135 120 15 15 3 47 7 4 0 0 0 1 0 0 0 8 212:00:00 321 25 2194 135 153 33 16 1 53 6 4 0 0 0 1 0 0 0 8 012:15:00 358 37 2348 154 184 31 16 0 59 6 5 1 0 0 1 0 0 0 10 212:30:00 377 19 2524 176 210 26 16 0 60 1 5 0 0 0 2 1 0 0 11 112:45:00 398 21 2679 155 237 27 16 0 65 5 5 0 0 0 2 0 0 0 12 113:00:00 433 35 2862 183 269 32 16 0 67 2 5 0 0 0 2 0 0 0 12 013:15:00 463 30 2985 123 288 19 17 1 72 5 5 0 0 0 2 0 0 0 13 113:30:00 500 37 3153 168 310 22 17 0 76 4 5 0 0 0 2 0 0 0 17 413:45:00 537 37 3344 191 339 29 18 1 79 3 6 1 0 0 2 0 0 0 19 214:00:00 572 35 3504 160 378 39 19 1 84 5 6 0 0 0 2 0 0 0 19 014:15:00 577 5 3509 5 385 7 19 0 84 0 6 0 0 0 2 0 0 0 19 015:00:00 577 0 3524 15 386 1 19 0 84 0 6 0 0 0 2 0 0 0 19 015:15:00 610 33 3657 133 409 23 19 0 94 10 7 1 0 0 2 0 0 0 21 215:30:00 634 24 3827 170 442 33 23 4 96 2 7 0 0 0 2 0 0 0 21 015:45:00 657 23 3982 155 466 24 24 1 102 6 8 1 0 0 2 0 0 0 23 216:00:00 683 26 4194 212 484 18 25 1 106 4 10 2 0 0 3 1 0 0 23 016:15:00 712 29 4387 193 511 27 27 2 109 3 11 1 0 0 3 0 0 0 24 116:30:00 730 18 4581 194 535 24 27 0 114 5 12 1 0 0 4 1 0 0 25 116:45:00 758 28 4756 175 560 25 27 0 118 4 13 1 0 0 4 0 0 0 26 117:00:00 779 21 4940 184 585 25 28 1 120 2 13 0 0 0 4 0 0 0 33 717:15:00 800 21 5121 181 611 26 29 1 123 3 14 1 0 0 4 0 0 0 34 117:30:00 829 29 5320 199 645 34 29 0 124 1 15 1 0 0 4 0 0 0 36 217:45:00 852 23 5534 214 670 25 29 0 125 1 16 1 0 0 4 0 0 0 36 018:00:00 874 22 5714 180 697 27 29 0 125 0 16 0 0 0 4 0 0 0 36 018:15:00 874 0 5723 9 699 2 29 0 125 0 16 0 0 0 4 0 0 0 36 018:15:15 874 0 5723 0 699 0 29 0 125 0 16 0 0 0 4 0 0 0 36 0


IntervalTime




7:00:00 58 58 16 16 4 4 1 1 1 1 0 0 0 0 0 0 0 0 1 17:15:00 150 92 36 20 14 10 4 3 1 0 2 2 0 0 0 0 0 0 2 17:30:00 238 88 64 28 17 3 7 3 3 2 4 2 0 0 0 0 0 0 3 17:45:00 352 114 96 32 27 10 11 4 3 0 4 0 0 0 0 0 0 0 4 18:00:00 440 88 139 43 37 10 18 7 3 0 4 0 0 0 0 0 0 0 4 08:15:00 529 89 179 40 53 16 24 6 3 0 4 0 0 0 0 0 0 0 4 08:30:00 627 98 202 23 70 17 26 2 3 0 5 1 0 0 0 0 0 0 4 08:45:00 709 82 242 40 82 12 30 4 3 0 7 2 0 0 0 0 0 0 4 09:00:00 799 90 297 55 99 17 39 9 3 0 7 0 0 0 0 0 0 0 5 19:15:00 817 18 306 9 104 5 40 1 3 0 7 0 0 0 0 0 0 0 5 0

11:00:00 817 0 306 0 108 4 40 0 3 0 7 0 0 0 0 0 0 0 5 011:15:00 875 58 348 42 117 9 46 6 4 1 7 0 0 0 0 0 0 0 6 111:30:00 933 58 373 25 136 19 48 2 4 0 7 0 0 0 0 0 0 0 6 011:45:00 994 61 409 36 152 16 50 2 5 1 8 1 0 0 0 0 0 0 6 012:00:00 1050 56 437 28 168 16 50 0 5 0 8 0 0 0 0 0 0 0 6 012:15:00 1117 67 468 31 194 26 51 1 6 1 8 0 0 0 0 0 0 0 6 012:30:00 1170 53 500 32 207 13 53 2 6 0 8 0 0 0 0 0 0 0 6 012:45:00 1234 64 539 39 222 15 54 1 6 0 9 1 0 0 0 0 0 0 6 013:00:00 1296 62 569 30 236 14 59 5 10 4 9 0 0 0 0 0 0 0 6 013:15:00 1364 68 607 38 255 19 62 3 10 0 9 0 0 0 0 0 0 0 6 013:30:00 1406 42 645 38 277 22 66 4 10 0 10 1 0 0 0 0 0 0 6 013:45:00 1459 53 676 31 283 6 68 2 11 1 12 2 0 0 0 0 0 0 6 014:00:00 1506 47 704 28 298 15 71 3 14 3 12 0 0 0 0 0 0 0 6 014:15:00 1514 8 708 4 298 0 71 0 14 0 13 1 0 0 0 0 0 0 6 015:00:00 1514 0 708 0 298 0 71 0 14 0 13 0 0 0 0 0 0 0 6 015:15:00 1549 35 731 23 316 18 77 6 14 0 14 1 0 0 0 0 0 0 6 015:30:00 1550 1 760 29 340 24 81 4 14 0 15 1 0 0 0 0 0 0 6 015:45:00 1567 17 784 24 360 20 84 3 14 0 17 2 0 0 0 0 0 0 6 016:00:00 1580 13 808 24 376 16 85 1 17 3 17 0 0 0 0 0 0 0 6 016:15:00 1599 19 848 40 389 13 87 2 17 0 17 0 0 0 0 0 0 0 6 016:30:00 1637 38 872 24 413 24 89 2 17 0 19 2 0 0 0 0 0 0 6 016:45:00 1679 42 903 31 438 25 89 0 18 1 20 1 0 0 0 0 0 0 7 117:00:00 1723 44 929 26 463 25 90 1 18 0 20 0 0 0 0 0 0 0 7 017:15:00 1763 40 972 43 490 27 94 4 18 0 20 0 0 0 0 0 0 0 7 017:30:00 1819 56 1002 30 504 14 96 2 18 0 20 0 0 0 1 1 0 0 7 017:45:00 1874 55 1023 21 525 21 98 2 18 0 20 0 0 0 1 0 0 0 7 018:00:00 1946 72 1055 32 544 19 98 0 18 0 20 0 0 0 1 0 0 0 7 018:15:00 1950 4 1055 0 544 0 98 0 18 0 20 0 0 0 1 0 0 0 7 018:15:15 1950 0 1055 0 544 0 98 0 18 0 20 0 0 0 1 0 0 0 7 0

Essa Road and Hwy 400 NB

AM Times Vehicular Indications

Pedestrian Indications

Roadway

Direction

Minimum Green

Maximum Green

Amber

All Red

Walk Flashing Don’t Walk

Essa Road (Main Street)

Northbound Southbound

24 24 4 2 15 9

Highway 400 Northbound (Side Street)

Westbound 10 24 4 2 15 9

Mid Day Times Vehicular Indications


Roadway

Direction

Minimum Green

Maximum Green

Amber

All Red




24 24 4 2 15 9


Westbound 10 24 4 2 15 9

PM Times Vehicular Indications


Roadway

Direction

Minimum Green

Maximum Green

Amber

All Red




24 24 4 2 15 9


Westbound 12 24 4 2 15 9

Essa Road and Highway 400 SB



Roadway

Direction

Minimum Green

Maximum Green

Amber

All Red



Northbound Advanced Left Turn

7 12 3 1



25 25 4 2 10 15

Highway 400 Southbound (Side Street)

Eastbound 10 16 4 2 7 9



Roadway

Direction

Minimum Green

Maximum Green

Amber

All Red



Northbound Southbound Advanced Left Turn

7 12 3 1



25 25 4 2 10 15


Eastbound 10 16 4 2 7 9



Roadway

Direction

Minimum Green

Maximum Green

Amber

All Red



Northbound Southbound Advanced Left Turn

7 12 3 1



25 25 4 2 10 15


Eastbound 12 16 4 2 7 9

Essa Road and Fairview Road



Roadway

Direction

Minimum Green

Maximum Green

Amber

All Red



Southbound Advanced Left Turn

7 12 3 1



30 30 4 2 12 18

Fairview Road (Side Street)

Westbound 30 30 4 2 12 18



Roadway

Direction

Minimum Green

Maximum Green

Amber

All Red




7 12 3 1



30 30 4 2 12 18


Westbound 30 30 4 2 12 18



Roadway

Direction

Minimum Green

Maximum Green

Amber

All Red




7 12 3 1



30 30 4 2 12 18


Westbound 10 30 4 2 12 18

0 0 1389 293 52 51 0 744

0 0 758 401 11 30 0 669

722 52 615 226 143 27 0 25 11 2 0 0 0 120 109

0 0 0 1858 962 302 9 447 660 1136 886 1279 1279 886 8 0 3 782 1095 793 1097 1097 793 0 0 0 413 669 647 925

0 0 0 0 114 147

150 175 18 17 2 1

0 0 0 1486 1464 1332 1287 0 0 0 1734 1947 1947 1734 1496 1152 96 2 150 1305 1719 1719 1305 817 533 380 548 124 657 1048

4 2 0 0 0 433 565 157 31 198 900 771 428 633 231

0 0 11 0 565 248 885 1052

0 0 56 0 433 386 1047 1292

0 0 3108 4154 2786 3482 3004 3936

0 AM Peak Hour Traffic Volume

98

429 891 1264 350 72 53 0 663

619 510 999 407 14 43 0 508

87 121 221 368 615 772 48 444 176 178 46 0 26 10 1 0 0 0 106 113

1362 65 158 396 489 1095 957 1980 1980 957 392 26 581 565 1208 741 1386 1386 741 12 0 2 620 1025 630 1026 1026 630 0 0 0 374 632 614 891

100 270 0 0 0 0 134 146

96 113 172 231 22 30 1 0

1060 851 888 40 29 96 1380 1335 1335 1380 1156 1148 0 0 0 1729 1600 1600 1729 1220 1108 109 3 92 1202 1514 1514 1202 763 549 256 402 105 654 889

113 41 180 180 263 7 1 0 0 0 358 591 315 30 268 750 653 394 549 126

299 165 27 0 591 204 787 763

504 623 55 0 358 613 896 1069

1741 4092 3120 3985 2577 3311 2579 3474

Growth Rate (Eastbound / Westbound) WB EB WB EB

EB/WB along Essa Road between Bryne Drive and Hwy 400 NB Ramp 0.00 -0.02 0.02 -0.04

EB/WB along Essa Road between Hwy 400 NB Ramp and Hwy 400 B Ram -0.07 0.00 0.03 -0.07

EB/WB along Essa Road between Hwy 400 NB Ram Fairview -0.09 -0.03 -0.02 -0.05

454 853 1389 293 52 51 0 744

643 512 758 401 11 30 0 669

87 121 246 370 577 722 52 615 226 143 27 0 25 11 2 0 0 0 120 109

1295 65 158 420 492 1028 962 1858 1858 962 302 9 447 660 1136 886 1279 1279 886 8 0 3 782 1095 793 1097 1097 793 0 0 0 413 669 647 925

100 253 0 0 0 0 114 147

96 113 150 175 18 17 2 1

1156 947 942 40 29 102 1464 1486 1486 1464 1332 1287 0 0 0 1734 1947 1947 1734 1496 1152 96 2 150 1305 1719 1719 1305 817 533 380 548 124 657 1048

113 41 180 180 293 4 2 0 0 0 433 565 157 31 198 900 771 428 633 231

299 171 11 0 565 248 885 1052

487 653 56 0 433 386 1047 1292

1776 4121 3108 4154 2786 3482 3004 3936

1047 1292

885 1052

550 497 603 520

0 0 511 374 606 524

3 4

514 449 6 894 516

554 772 19

455

791

334 404

340 441

23 171 140 173 110

791 455 25 203 112 380 506 625 691

72 75

8 72

554 514 497 354 50 196 28 494 726

49 88 262 286 89

363 274

295 637

1753 2216

Essa Road

N/A 7-Oct-10 29-Sep-10

PM Peak Hour Traffic Volume

LEGEND

7-Oct-10

2011 Peak Hour Turning Movement Volumes


Fair

vie

w R

oad

Total IN

Essa Road Essa Road Essa Road

Total IN Total IN Total INBry

ne D

rive

Hig

hw

ay 4

00 S

B

Ram

p

Hig

hw

ay 4

00 N

B

Ram

p

Essa RoadEssa Road Essa Road Essa Road

29-Oct-13 14-Nov-13 14-Nov-13 29-Oct-13

Bry

ne D

rive

Hig

hw

ay 4

00 S

B

Ram

p

PM Peak

Hig

hw

ay 4

00 N

B

Ram

p

Fair

vie

w R

oad

Total IN Total IN Total IN Total IN

Essa Road

Fair

vie

w R

oad

AM Peak


Essa Road Essa Road Essa Road

Bry

ne D

rive

Hig

hw

ay 4

00 S

B

Ram

p

Hig

hw

ay 4

00 N

B

Ram

p

Total IN Total IN Total IN Total IN

Bayvie

w D

rive

Essa Road

Bayvie

w D

rive

Total IN

Big Bay Point Road

Fair

vie

w R

oad

Little Avenue

` ` ``

` ` ``

` ` ``̀

`

APPENDIX “B”

Existing (2011) Peak Hours - Highway Capacity Manual (HCM) Report

1: Essa Rd & Hwy 400 E-N Ramp/Fairview Road Existing Condition

Lanes, Volumes, Timings AM Peak Hour

Morrison Hershfield Limited Synchro 8 Report

11/3/2014

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 0 0 0 380 548 124 1 533 771 114 413 120

Ideal Flow (vphpl) 2200 2200 2200 1900 1900 1900 1900 1900 1900 1900 1900 1900

Grade (%) 0% 0% -2% 2%

Storage Length (m) 0.0 0.0 175.0 0.0 0.0 0.0 80.0 100.0

Storage Lanes 0 0 1 1 0 0 1 1

Taper Length (m) 2.5 100.0 2.5 40.0

Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 1.00 0.95 1.00

Ped Bike Factor 0.99

Frt 0.850 0.911 0.850

Flt Protected 0.950 0.950

Satd. Flow (prot) 0 0 0 1668 1756 1536 0 3133 0 1667 3398 1478

Flt Permitted 0.950 0.955 0.073

Satd. Flow (perm) 0 0 0 1668 1756 1536 0 2992 0 128 3398 1478

Right Turn on Red Yes Yes Yes Yes

Satd. Flow (RTOR) 119 385 120

Link Speed (k/h) 80 60 50 50

Link Distance (m) 86.5 497.0 98.6 178.5

Travel Time (s) 3.9 29.8 7.1 12.9

Confl. Peds. (#/hr) 7 7

Peak Hour Factor 0.92 0.92 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Heavy Vehicles (%) 0% 0% 0% 7% 7% 4% 0% 3% 4% 6% 4% 7%

Adj. Flow (vph) 0 0 0 380 548 124 1 533 771 114 413 120

Shared Lane Traffic (%)

Lane Group Flow (vph) 0 0 0 380 548 124 0 1305 0 114 413 120

Enter Blocked Intersection No No No No No No No No No No No No

Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right

Median Width(m) 0.0 3.5 3.5 3.5

Link Offset(m) 0.0 0.0 0.0 0.0

Crosswalk Width(m) 1.6 1.6 1.6 1.6

Two way Left Turn Lane

Headway Factor 0.84 0.84 0.84 1.01 1.01 1.01 1.00 1.00 1.00 1.03 1.03 1.03

Number of Detectors 1 2 1 1 2 1 2 1

Detector Template Left Thru Right Left Thru Left Thru Right

Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 6.1 30.5 6.1

Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 6.1 1.8 6.1

Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex

Detector 1 Channel

Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 2 Position(m) 28.7 28.7 28.7

Detector 2 Size(m) 1.8 1.8 1.8

Detector 2 Type Cl+Ex Cl+Ex Cl+Ex

Detector 2 Channel

Detector 2 Extend (s) 0.0 0.0 0.0

Turn Type Perm NA Perm Perm NA pm+pt NA Perm




11/3/2014


Protected Phases 8 2 1 6

Permitted Phases 8 8 2 6 6

Detector Phase 8 8 8 2 2 1 6 6

Switch Phase

Minimum Initial (s) 30.0 30.0 30.0 30.0 30.0 7.0 30.0 30.0

Minimum Split (s) 36.0 36.0 36.0 36.0 36.0 11.0 36.0 36.0

Total Split (s) 51.0 51.0 51.0 58.0 58.0 11.0 69.0 69.0

Total Split (%) 42.5% 42.5% 42.5% 48.3% 48.3% 9.2% 57.5% 57.5%

Maximum Green (s) 45.0 45.0 45.0 52.0 52.0 7.0 63.0 63.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0

All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 1.0 2.0 2.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0

Lead/Lag Lag Lag Lead

Lead-Lag Optimize?

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Recall Mode None None None C-Max C-Max None C-Max C-Max

Walk Time (s) 12.0 12.0 12.0 12.0 12.0 12.0 12.0

Flash Dont Walk (s) 18.0 18.0 18.0 18.0 18.0 18.0 18.0

Pedestrian Calls (#/hr) 0 0 0 0 0 0 0

Act Effct Green (s) 41.9 41.9 41.9 54.7 68.1 66.1 66.1

Actuated g/C Ratio 0.35 0.35 0.35 0.46 0.57 0.55 0.55

v/c Ratio 0.65 0.89 0.20 0.83 0.68 0.22 0.14

Control Delay 38.3 54.9 5.7 22.5 39.6 14.8 2.9

Queue Delay 0.0 0.0 0.0 0.3 0.0 0.0 0.0

Total Delay 38.3 54.9 5.7 22.8 39.6 14.8 2.9

LOS D D A C D B A

Approach Delay 43.1 22.8 16.9

Approach LOS D C B

90th %ile Green (s) 45.0 45.0 45.0 52.0 52.0 7.0 63.0 63.0

90th %ile Term Code Max Max Max Coord Coord Max Coord Coord

70th %ile Green (s) 45.0 45.0 45.0 52.0 52.0 7.0 63.0 63.0


50th %ile Green (s) 45.0 45.0 45.0 52.0 52.0 7.0 63.0 63.0


30th %ile Green (s) 41.2 41.2 41.2 54.1 54.1 8.7 66.8 66.8

30th %ile Term Code Gap Gap Gap Coord Coord Gap Coord Coord

10th %ile Green (s) 33.5 33.5 33.5 63.4 63.4 7.1 74.5 74.5

10th %ile Term Code Gap Gap Gap Coord Coord Gap Coord Coord

Stops (vph) 312 493 17 1003 57 205 11

Fuel Used(l) 41 67 8 57 10 29 6

CO Emissions (g/hr) 756 1243 142 1061 190 541 117

NOx Emissions (g/hr) 147 242 28 206 37 105 23

VOC Emissions (g/hr) 175 288 33 246 44 126 27

Dilemma Vehicles (#) 0 21 0 0 0 0 0

Queue Length 50th (m) 71.8 116.1 0.7 96.6 12.7 26.6 0.0

Queue Length 95th (m) 104.1 #173.3 12.8 54.3 #38.2 36.0 8.8

Internal Link Dist (m) 62.5 473.0 74.6 154.5

Turn Bay Length (m) 175.0 80.0 100.0




11/3/2014


Base Capacity (vph) 625 658 650 1573 167 1870 867

Starvation Cap Reductn 0 0 0 35 0 0 0

Spillback Cap Reductn 0 0 0 0 0 35 0

Storage Cap Reductn 0 0 0 0 0 0 0

Reduced v/c Ratio 0.61 0.83 0.19 0.85 0.68 0.23 0.14

Intersection Summary

Area Type: Other

Cycle Length: 120

Actuated Cycle Length: 120

Offset: 110 (92%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green

Natural Cycle: 85

Control Type: Actuated-Coordinated

Maximum v/c Ratio: 0.89

Intersection Signal Delay: 28.7 Intersection LOS: C

Intersection Capacity Utilization 108.9% ICU Level of Service G

Analysis Period (min) 15

# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Splits and Phases: 1: Essa Rd & Hwy 400 E-N Ramp/Fairview Road

2: Essa Rd & Commuter Lot/Hwy 400 S-E/W Ramp Existing Condition



11/3/2014


Lane Configurations

Volume (vph) 3 0 8 96 2 150 17 1152 565 0 782 11

Ideal Flow (vphpl) 1900 1900 1900 2200 2200 2200 1900 1900 2200 1900 1900 1900

Grade (%) 0% 0% -1% 1%

Storage Length (m) 0.0 0.0 0.0 150.0 30.0 0.0 0.0 40.0


Taper Length (m) 2.5 2.5 20.0 2.5

Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00


Frt 0.850 0.852 0.850 0.850

Flt Protected 0.950 0.950 0.950

Satd. Flow (prot) 1785 0 1597 1896 1718 0 1692 3417 1787 0 3415 1347

Flt Permitted 0.466 0.950 0.323

Satd. Flow (perm) 876 0 1597 1896 1718 0 575 3417 1750 0 3415 1347


Satd. Flow (RTOR) 27 49 307 27

Link Speed (k/h) 48 60 50 50

Link Distance (m) 61.5 221.6 94.6 98.6

Travel Time (s) 4.6 13.3 6.8 7.1

Confl. Peds. (#/hr) 1

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 0% 0% 0% 9% 0% 8% 6% 5% 4% 0% 4% 18%

Adj. Flow (vph) 3 0 9 104 2 163 18 1252 614 0 850 12





Median Width(m) 3.5 3.5 3.5 3.5

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 1.01 1.01 1.01 0.84 0.84 0.84 1.01 1.01 0.83 1.02 1.02 1.02

Number of Detectors 1 1 1 2 1 2 1 2 1

Detector Template Left Right Left Thru Left Thru Right Thru Right

Leading Detector (m) 6.1 6.1 6.1 30.5 6.1 30.5 6.1 30.5 6.1

Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Size(m) 6.1 6.1 6.1 1.8 6.1 1.8 6.1 1.8 6.1

Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex

Detector 1 Channel

Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0




Detector 2 Channel


Turn Type custom custom Split NA Perm NA Free NA Perm




11/3/2014



Permitted Phases 4 4 2 Free 6


Switch Phase


Minimum Split (s) 28.0 28.0 30.0 30.0 30.0 30.0 30.0 30.0

Total Split (s) 49.0 49.0 49.0 49.0 71.0 71.0 71.0 71.0

Total Split (%) 40.8% 40.8% 40.8% 40.8% 59.2% 59.2% 59.2% 59.2%

Maximum Green (s) 45.0 45.0 43.0 43.0 65.0 65.0 65.0 65.0

Yellow Time (s) 3.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0

Lead/Lag

Lead-Lag Optimize?


Recall Mode None None None None C-Max C-Max C-Max C-Max

Walk Time (s) 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0

Flash Dont Walk (s) 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0

Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0

Act Effct Green (s) 16.3 16.3 14.3 14.3 93.7 93.7 120.0 93.7 93.7

Actuated g/C Ratio 0.14 0.14 0.12 0.12 0.78 0.78 1.00 0.78 0.78

v/c Ratio 0.03 0.04 0.46 0.67 0.04 0.47 0.35 0.32 0.01

Control Delay 42.3 2.4 61.3 54.1 2.2 2.2 0.4 6.7 1.9

Queue Delay 0.0 0.0 0.0 0.1 0.0 0.1 0.0 0.4 0.0

Total Delay 42.3 2.4 61.3 54.2 2.2 2.3 0.4 7.1 1.9

LOS D A E D A A A A A


Approach LOS E A A

90th %ile Green (s) 22.4 22.4 20.4 20.4 87.6 87.6 87.6 87.6

90th %ile Term Code Hold Hold Gap Gap Coord Coord Coord Coord

70th %ile Green (s) 18.5 18.5 16.5 16.5 91.5 91.5 91.5 91.5


50th %ile Green (s) 15.7 15.7 13.7 13.7 94.3 94.3 94.3 94.3


30th %ile Green (s) 13.0 13.0 11.0 11.0 97.0 97.0 97.0 97.0


10th %ile Green (s) 12.0 12.0 10.0 10.0 98.0 98.0 98.0 98.0

10th %ile Term Code Hold Hold Min Min Coord Coord Coord Coord

Stops (vph) 4 0 88 104 1 133 0 273 1

Fuel Used(l) 0 0 9 13 0 31 13 17 0

CO Emissions (g/hr) 4 1 170 233 8 576 241 323 3

NOx Emissions (g/hr) 1 0 33 45 2 112 47 63 1

VOC Emissions (g/hr) 1 0 40 54 2 134 56 75 1

Dilemma Vehicles (#) 0 0 0 4 0 0 0 0 0

Queue Length 50th (m) 0.6 0.0 23.8 27.1 0.2 7.4 0.0 31.0 0.0

Queue Length 95th (m) 3.4 1.0 m39.7 48.0 m0.9 21.5 0.0 46.6 m0.7


Turn Bay Length (m) 30.0 40.0




11/3/2014


Base Capacity (vph) 328 615 679 647 448 2667 1750 2665 1057

Starvation Cap Reductn 0 0 0 0 0 0 0 1181 0

Spillback Cap Reductn 0 0 0 77 0 348 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0 0 0

Reduced v/c Ratio 0.01 0.01 0.15 0.29 0.04 0.54 0.35 0.57 0.01


Area Type: Other

Cycle Length: 120


Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green

Natural Cycle: 60



Intersection Signal Delay: 8.2 Intersection LOS: A

Intersection Capacity Utilization 63.3% ICU Level of Service B


m Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 2: Essa Rd & Commuter Lot/Hwy 400 S-E/W Ramp

3: Essa Rd & Hwy 400 N-E/W Ramp Existing Condition



11/3/2014


Lane Configurations

Volume (vph) 447 9 302 0 0 0 175 1287 2 0 660 226

Ideal Flow (vphpl) 2200 2200 2200 2200 2200 2200 1900 1900 1900 1900 1900 2200

Grade (%) 0% 0% -1% 1%

Storage Length (m) 0.0 0.0 0.0 0.0 100.0 0.0 0.0 70.0


Taper Length (m) 0.0 2.5 60.0 2.5

Lane Util. Factor 0.95 0.91 0.95 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 1.00


Frt 0.962 0.850 0.850

Flt Protected 0.950 0.966 0.950

Satd. Flow (prot) 1925 1787 1657 0 0 0 1759 3417 0 0 3383 1752

Flt Permitted 0.950 0.966 0.344

Satd. Flow (perm) 1925 1787 1657 0 0 0 637 3417 0 0 3383 1752



Link Speed (k/h) 60 60 50 50

Link Distance (m) 233.7 264.7 305.6 144.6

Travel Time (s) 14.0 15.9 22.0 10.4


Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 2% 0% 6% 0% 0% 0% 2% 5% 0% 0% 5% 5%

Adj. Flow (vph) 486 10 328 0 0 0 190 1399 2 0 717 246

Shared Lane Traffic (%) 41% 22%




Median Width(m) 3.5 3.5 7.0 7.0

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 0.84 0.84 0.84 0.84 0.84 0.84 1.01 1.01 1.01 1.02 1.02 0.84

Number of Detectors 1 2 1 1 2 2 1

Detector Template Left Thru Right Left Thru Thru Right

Leading Detector (m) 6.1 30.5 6.1 6.1 30.5 30.5 6.1

Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 1.8 6.1

Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex

Detector 1 Channel

Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0




Detector 2 Channel


Turn Type Perm NA Perm pm+pt NA NA Perm




11/3/2014



Permitted Phases 4 4 2 2

Detector Phase 4 4 4 3 2 2 2

Switch Phase

Minimum Initial (s) 10.0 10.0 10.0 7.0 25.0 25.0 25.0

Minimum Split (s) 22.0 22.0 22.0 11.0 31.0 31.0 31.0

Total Split (s) 35.0 35.0 35.0 15.0 70.0 70.0 70.0

Total Split (%) 29.2% 29.2% 29.2% 12.5% 58.3% 58.3% 58.3%

Maximum Green (s) 29.0 29.0 29.0 11.0 64.0 64.0 64.0

Yellow Time (s) 4.0 4.0 4.0 3.0 4.0 4.0 4.0

All-Red Time (s) 2.0 2.0 2.0 1.0 2.0 2.0 2.0


Total Lost Time (s) 6.0 6.0 6.0 4.0 6.0 6.0 6.0

Lead/Lag Lag Lag Lag Lead

Lead-Lag Optimize?

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Recall Mode None None None None C-Max C-Max C-Max

Walk Time (s) 7.0 7.0 7.0 10.0 10.0 10.0

Flash Dont Walk (s) 9.0 9.0 9.0 15.0 15.0 15.0

Pedestrian Calls (#/hr) 0 0 0 0 0 0

Act Effct Green (s) 24.7 24.7 24.7 81.3 72.3 72.3 72.3


v/c Ratio 0.73 0.74 0.47 0.38 0.68 0.35 0.21

Control Delay 54.6 53.8 7.2 7.6 14.4 13.2 1.9

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 54.6 53.8 7.2 7.6 14.4 13.2 1.9

LOS D D A A B B A


Approach LOS D B B

90th %ile Green (s) 33.0 33.0 33.0 7.0 64.0 64.0 64.0

90th %ile Term Code Max Max Max Min Coord Coord Coord

70th %ile Green (s) 28.7 28.7 28.7 7.0 68.3 68.3 68.3

70th %ile Term Code Gap Gap Gap Min Coord Coord Coord

50th %ile Green (s) 24.9 24.9 24.9 7.0 72.1 72.1 72.1


30th %ile Green (s) 21.0 21.0 21.0 7.0 76.0 76.0 76.0


10th %ile Green (s) 15.8 15.8 15.8 7.0 81.2 81.2 81.2


Stops (vph) 238 225 24 40 661 446 37

Fuel Used(l) 24 23 7 7 67 32 6

CO Emissions (g/hr) 446 430 127 129 1232 586 117




Queue Length 50th (m) 66.8 65.2 0.0 9.1 60.0 51.9 1.9

Queue Length 95th (m) 89.7 89.8 20.0 m16.2 86.5 93.0 2.6






11/3/2014






Reduced v/c Ratio 0.60 0.62 0.42 0.34 0.68 0.35 0.21


Area Type: Other

Cycle Length: 120


Offset: 0 (0%), Referenced to phase 2:NBSB, Start of Green

Natural Cycle: 70



Intersection Signal Delay: 19.0 Intersection LOS: B




Splits and Phases: 3: Essa Rd & Hwy 400 N-E/W Ramp

4: Essa Rd & Ardagh Rd/Bryne Dr Existing Condition



11/3/2014


Lane Configurations

Volume (vph) 420 158 65 40 29 102 113 942 41 100 492 370

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Grade (%) 0% 0% -8% 1%

Storage Length (m) 40.0 0.0 80.0 194.0 80.0 0.0 150.0 100.0


Taper Length (m) 30.0 50.0 60.0 100.0

Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00

Ped Bike Factor 1.00 0.99 1.00 0.99 1.00 0.98 1.00 0.99

Frt 0.956 0.850 0.850 0.850

Flt Protected 0.950 0.950 0.950 0.950

Satd. Flow (prot) 1700 3346 0 1785 3570 1536 1802 3640 1628 3313 3415 1499

Flt Permitted 0.536 0.601 0.453 0.950

Satd. Flow (perm) 958 3346 0 1125 3570 1515 859 3640 1596 3302 3415 1479


Satd. Flow (RTOR) 57 136 136 402

Link Speed (k/h) 50 50 50 50

Link Distance (m) 118.9 314.0 378.2 305.6

Travel Time (s) 8.6 22.6 27.2 22.0

Confl. Peds. (#/hr) 1 4 4 1 1 5 5 1

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 5% 0% 5% 0% 0% 4% 3% 2% 2% 4% 4% 6%

Adj. Flow (vph) 457 172 71 43 32 111 123 1024 45 109 535 402





Median Width(m) 3.5 3.5 7.0 7.0

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 1.01 1.01 1.01 1.01 1.01 1.01 0.96 0.96 0.96 1.02 1.02 1.02

Number of Detectors 1 2 1 2 1 1 2 1 1 2 1

Detector Template Left Thru Left Thru Right Left Thru Right Left Thru Right

Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5 6.1

Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1

Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex

Detector 1 Channel

Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 2 Position(m) 28.7 28.7 28.7 28.7

Detector 2 Size(m) 1.8 1.8 1.8 1.8

Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex

Detector 2 Channel

Detector 2 Extend (s) 0.0 0.0 0.0 0.0

Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm Prot NA Perm




11/3/2014


Protected Phases 7 4 3 8 2 1 6

Permitted Phases 4 8 8 2 2 6

Detector Phase 7 4 3 8 8 2 2 2 1 6 6

Switch Phase

Minimum Initial (s) 7.0 10.0 7.0 10.0 10.0 24.0 24.0 24.0 7.0 24.0 24.0

Minimum Split (s) 11.0 31.0 11.0 31.0 31.0 30.0 30.0 30.0 11.0 30.0 30.0

Total Split (s) 35.0 48.0 18.0 31.0 31.0 43.0 43.0 43.0 11.0 54.0 54.0

Total Split (%) 29.2% 40.0% 15.0% 25.8% 25.8% 35.8% 35.8% 35.8% 9.2% 45.0% 45.0%

Maximum Green (s) 31.0 42.0 14.0 25.0 25.0 37.0 37.0 37.0 7.0 48.0 48.0

Yellow Time (s) 3.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0

All-Red Time (s) 1.0 2.0 1.0 2.0 2.0 2.0 2.0 2.0 1.0 2.0 2.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0

Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lag Lead

Lead-Lag Optimize?

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Recall Mode None None None None None C-Max C-Max C-Max None C-Max C-Max

Walk Time (s) 10.0 10.0 10.0 9.0 9.0 9.0 9.0 9.0

Flash Dont Walk (s) 15.0 15.0 15.0 13.0 13.0 13.0 13.0 13.0


Act Effct Green (s) 46.5 34.9 19.8 10.0 10.0 50.2 50.2 50.2 9.4 63.5 63.5

Actuated g/C Ratio 0.39 0.29 0.16 0.08 0.08 0.42 0.42 0.42 0.08 0.53 0.53

v/c Ratio 0.82 0.24 0.19 0.11 0.44 0.34 0.67 0.06 0.42 0.30 0.41

Control Delay 44.2 26.1 28.0 51.9 10.7 28.0 31.5 0.1 67.2 13.0 3.8

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 44.2 26.1 28.0 51.9 10.7 28.0 31.5 0.1 67.2 13.0 3.8

LOS D C C D B C C A E B A

Approach Delay 37.9 21.8 29.9 15.1

Approach LOS D C C B

90th %ile Green (s) 31.0 31.7 9.3 10.0 10.0 47.1 47.1 47.1 11.9 63.0 63.0

90th %ile Term Code Max Hold Gap Min Min Coord Coord Coord Gap Coord Coord

70th %ile Green (s) 31.0 32.9 8.1 10.0 10.0 48.6 48.6 48.6 10.4 63.0 63.0


50th %ile Green (s) 31.0 33.6 7.4 10.0 10.0 49.7 49.7 49.7 9.3 63.0 63.0


30th %ile Green (s) 31.0 34.0 7.0 10.0 10.0 50.8 50.8 50.8 8.2 63.0 63.0

30th %ile Term Code Max Hold Min Min Min Coord Coord Coord Gap Coord Coord

10th %ile Green (s) 28.4 42.4 0.0 10.0 10.0 54.6 54.6 54.6 7.0 65.6 65.6

10th %ile Term Code Gap Hold Skip Min Min Coord Coord Coord Min Coord Coord

Stops (vph) 336 130 33 28 9 78 747 0 96 162 27

Fuel Used(l) 27 10 3 3 4 8 73 1 10 23 12

CO Emissions (g/hr) 491 184 52 49 76 153 1358 27 189 423 230

NOx Emissions (g/hr) 96 36 10 10 15 30 264 5 37 82 45

VOC Emissions (g/hr) 114 43 12 11 18 35 315 6 44 98 53

Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 0 0

Queue Length 50th (m) 88.4 17.5 6.2 3.7 0.0 19.5 101.8 0.0 13.9 18.4 0.0

Queue Length 95th (m) #132.6 28.9 13.7 8.8 11.1 37.1 130.0 0.0 m22.6 40.6 28.4


Turn Bay Length (m) 40.0 80.0 194.0 80.0 150.0 100.0




11/3/2014


Base Capacity (vph) 562 1210 320 743 423 358 1521 746 258 1807 972

Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0

Reduced v/c Ratio 0.81 0.20 0.13 0.04 0.26 0.34 0.67 0.06 0.42 0.30 0.41


Area Type: Other

Cycle Length: 120


Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green, Master Intersection

Natural Cycle: 85




Intersection Capacity Utilization 88.2% ICU Level of Service E





Splits and Phases: 4: Essa Rd & Ardagh Rd/Bryne Dr

5: Fairview Road & Little Avenue Existing Condition



11/3/2014

Lane Group WBL WBR NBT NBR SBL SBT

Lane Configurations

Volume (vph) 3 603 449 6 374 511

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Storage Length (m) 45.0 0.0 0.0 0.0

Storage Lanes 1 1 0 0

Taper Length (m) 7.5 7.5

Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95

Frt 0.850 0.998


Satd. Flow (prot) 1785 1551 3158 0 0 3332

Flt Permitted 0.950 0.646

Satd. Flow (perm) 1785 1551 3158 0 0 2199

Right Turn on Red Yes Yes

Satd. Flow (RTOR) 319 3

Link Speed (k/h) 60 60 60

Link Distance (m) 199.2 85.3 106.7

Travel Time (s) 12.0 5.1 6.4

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 0% 3% 13% 0% 2% 7%

Adj. Flow (vph) 3 655 488 7 407 555


Lane Group Flow (vph) 3 655 495 0 0 962

Enter Blocked Intersection No No No No No No

Lane Alignment Left Right Left Right Left Left

Median Width(m) 3.5 0.0 0.0

Link Offset(m) 0.0 0.0 0.0

Crosswalk Width(m) 4.8 4.8 4.8


Headway Factor 1.01 1.01 1.01 1.01 1.01 1.01

Turning Speed (k/h) 25 15 15 25

Number of Detectors 1 1 2 1 2

Detector Template Left Right Thru Left Thru

Leading Detector (m) 6.1 6.1 30.5 6.1 30.5

Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0

Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0

Detector 1 Size(m) 6.1 6.1 1.8 6.1 1.8

Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex

Detector 1 Channel

Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0

Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0

Detector 2 Position(m) 28.7 28.7

Detector 2 Size(m) 1.8 1.8

Detector 2 Type Cl+Ex Cl+Ex

Detector 2 Channel

Detector 2 Extend (s) 0.0 0.0

Turn Type NA Perm NA Perm NA

Protected Phases 8 2 6

Permitted Phases 8 6




11/3/2014


Detector Phase 8 8 2 6 6

Switch Phase

Minimum Initial (s) 10.0 10.0 24.0 24.0 24.0

Minimum Split (s) 22.0 22.0 30.0 30.0 30.0

Total Split (s) 28.0 28.0 42.0 42.0 42.0

Total Split (%) 40.0% 40.0% 60.0% 60.0% 60.0%

Maximum Green (s) 22.0 22.0 36.0 36.0 36.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 2.0 2.0 2.0 2.0 2.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0

Total Lost Time (s) 6.0 6.0 6.0 6.0

Lead/Lag

Lead-Lag Optimize?

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0

Recall Mode None None Max Max Max

Walk Time (s) 7.0 7.0 7.0 7.0 7.0

Flash Dont Walk (s) 9.0 9.0 9.0 9.0 9.0

Pedestrian Calls (#/hr) 0 0 0 0 0

Act Effct Green (s) 20.6 20.6 36.1 36.1

Actuated g/C Ratio 0.30 0.30 0.53 0.53

v/c Ratio 0.01 0.95 0.30 0.89dl

Control Delay 16.7 38.5 10.1 22.8

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 16.7 38.5 10.1 22.8

LOS B D B C


Approach LOS D B C

90th %ile Green (s) 22.0 22.0 36.0 36.0 36.0

90th %ile Term Code Max Max MaxR MaxR MaxR

70th %ile Green (s) 22.0 22.0 36.0 36.0 36.0


50th %ile Green (s) 22.0 22.0 36.0 36.0 36.0


30th %ile Green (s) 22.0 22.0 36.0 36.0 36.0


10th %ile Green (s) 15.5 15.5 36.0 36.0 36.0

10th %ile Term Code Gap Gap MaxR MaxR MaxR

Stops (vph) 3 287 239 687

Fuel Used(l) 0 38 90 84

CO Emissions (g/hr) 3 695 1671 1555

NOx Emissions (g/hr) 1 135 325 303

VOC Emissions (g/hr) 1 161 388 361

Dilemma Vehicles (#) 0 0 33 63

Queue Length 50th (m) 0.3 44.6 18.1 53.3

Queue Length 95th (m) 1.9 #110.6 26.9 #92.4

Internal Link Dist (m) 175.2 61.3 82.7

Turn Bay Length (m) 45.0

Base Capacity (vph) 572 714 1658 1153

Starvation Cap Reductn 0 0 0 0




11/3/2014


Spillback Cap Reductn 0 0 0 0

Storage Cap Reductn 0 0 0 0

Reduced v/c Ratio 0.01 0.92 0.30 0.83


Area Type: Other

Cycle Length: 70

Actuated Cycle Length: 68.7

Natural Cycle: 65

Control Type: Semi Act-Uncoord



Intersection Capacity Utilization 68.3% ICU Level of Service C


90th %ile Actuated Cycle: 70




10th %ile Actuated Cycle: 63.5



dl Defacto Left Lane. Recode with 1 though lane as a left lane.

Splits and Phases: 5: Fairview Road & Little Avenue

6: Bayview Dr. & Big Bay Point Rd Existing Condition



11/3/2014


Lane Configurations

Volume (vph) 72 354 88 72 380 173 50 196 28 112 203 25

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Storage Length (m) 35.0 0.0 60.0 0.0 150.0 0.0 100.0 0.0


Taper Length (m) 30.0 30.0 30.0 30.0

Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Ped Bike Factor 1.00 1.00 1.00 1.00

Frt 0.970 0.953 0.981 0.984

Flt Protected 0.950 0.950 0.950 0.950

Satd. Flow (prot) 1623 1722 0 1700 1629 0 1623 1674 0 1608 1575 0

Flt Permitted 0.166 0.287 0.524 0.459

Satd. Flow (perm) 284 1722 0 513 1629 0 894 1674 0 777 1575 0



Link Speed (k/h) 50 50 50 50

Link Distance (m) 421.2 272.6 511.1 482.0

Travel Time (s) 30.3 19.6 36.8 34.7

Confl. Peds. (#/hr) 1 1 1 1

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 10% 4% 11% 5% 9% 12% 10% 10% 11% 11% 10% 75%

Adj. Flow (vph) 78 385 96 78 413 188 54 213 30 122 221 27



Enter Blocked Intersection Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes


Median Width(m) 3.5 3.5 3.5 3.5

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01

Turning Speed (k/h) 25 20 25 20 25 20 25 20


Detector Template Left Thru Left Thru Left Thru Left Thru




Detector 1 Size(m) 2.0 0.6 2.0 0.6 2.0 0.6 2.0 0.6


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0


Detector 2 Size(m) 0.6 0.6 0.6 0.6


Detector 2 Channel


Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA




11/3/2014


Protected Phases 7 4 3 8 5 2 1 6



Switch Phase


Minimum Split (s) 12.0 41.0 12.0 41.0 12.0 35.0 12.0 35.0

Total Split (s) 12.0 51.0 12.0 51.0 12.0 35.0 12.0 35.0

Total Split (%) 10.9% 46.4% 10.9% 46.4% 10.9% 31.8% 10.9% 31.8%

Maximum Green (s) 8.0 45.0 8.0 45.0 8.0 29.0 8.0 29.0

Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0

All-Red Time (s) 1.0 2.0 1.0 2.0 1.0 2.0 1.0 2.0


Total Lost Time (s) 4.0 6.0 4.0 6.0 4.0 6.0 4.0 6.0

Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag

Lead-Lag Optimize? Yes Yes Yes Yes


Recall Mode None None None None None Max None Max

Walk Time (s) 20.0 20.0 9.0 9.0

Flash Dont Walk (s) 15.0 15.0 15.0 15.0

Pedestrian Calls (#/hr) 0 0 0 0

Act Effct Green (s) 50.6 42.4 50.6 42.4 39.2 29.2 40.3 32.1

Actuated g/C Ratio 0.48 0.40 0.48 0.40 0.37 0.28 0.38 0.31

v/c Ratio 0.33 0.68 0.23 0.89 0.14 0.52 0.34 0.51

Control Delay 16.5 31.4 14.4 46.1 22.1 37.4 24.7 37.2

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 16.5 31.4 14.4 46.1 22.1 37.4 24.7 37.2

LOS B C B D C D C D

Approach Delay 29.3 42.4 34.7 33.1

Approach LOS C D C C

90th %ile Green (s) 8.0 45.0 8.0 45.0 8.0 29.0 8.0 29.0

90th %ile Term Code Max Max Max Max Max MaxR Max MaxR

70th %ile Green (s) 8.0 45.0 8.0 45.0 8.0 29.0 8.0 29.0

70th %ile Term Code Max Hold Max Max Max MaxR Max MaxR

50th %ile Green (s) 8.0 45.0 8.0 45.0 8.0 29.0 8.0 29.0

50th %ile Term Code Max Hold Max Max Max MaxR Max MaxR

30th %ile Green (s) 8.0 42.3 8.0 42.3 8.0 29.0 8.0 29.0

30th %ile Term Code Max Hold Max Gap Max MaxR Max MaxR

10th %ile Green (s) 0.0 35.0 0.0 35.0 0.0 29.0 8.0 41.0

10th %ile Term Code Skip Min Skip Min Skip MaxR Max Hold

Stops (vph) 34 345 34 460 32 181 73 185

Fuel Used(l) 15 98 3 44 4 21 9 21

CO Emissions (g/hr) 269 1808 63 819 74 396 165 391

NOx Emissions (g/hr) 52 352 12 159 14 77 32 76

VOC Emissions (g/hr) 62 419 15 190 17 92 38 91

Dilemma Vehicles (#) 0 0 0 0 0 0 0 0

Queue Length 50th (m) 7.8 80.5 7.8 113.3 7.2 43.9 17.0 45.6

Queue Length 95th (m) 15.2 117.1 15.1 #180.0 15.4 69.0 29.9 71.8


Turn Bay Length (m) 35.0 60.0 150.0 100.0




11/3/2014


Base Capacity (vph) 239 751 337 717 390 469 361 484

Starvation Cap Reductn 0 0 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0 0

Reduced v/c Ratio 0.33 0.64 0.23 0.84 0.14 0.52 0.34 0.51


Area Type: Other

Cycle Length: 110


Natural Cycle: 100

Control Type: Actuated-Uncoordinated


Intersection Signal Delay: 35.6 Intersection LOS: D

Intersection Capacity Utilization 78.9% ICU Level of Service D









Splits and Phases: 6: Bayview Dr. & Big Bay Point Rd


Lanes, Volumes, Timings PM Peak Hour


11/3/2014


Lane Configurations

Volume (vph) 0 0 0 428 633 231 0 819 900 147 669 109

Ideal Flow (vphpl) 2200 2200 2200 1900 1900 1900 1900 1900 1900 1900 1900 1900

Grade (%) 0% 0% -2% 2%

Storage Length (m) 0.0 0.0 175.0 0.0 0.0 0.0 80.0 100.0


Taper Length (m) 2.5 100.0 2.5 40.0

Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 1.00

Ped Bike Factor 0.98 0.99

Frt 0.850 0.921 0.850


Satd. Flow (prot) 0 0 0 1750 1824 1551 0 3204 0 1606 3465 1565


Satd. Flow (perm) 0 0 0 1750 1824 1524 0 3204 0 105 3465 1565



Link Speed (k/h) 80 60 50 50

Link Distance (m) 86.5 497.0 98.6 178.5

Travel Time (s) 3.9 29.8 7.1 12.9

Confl. Peds. (#/hr) 4 7 7

Peak Hour Factor 0.92 0.92 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Heavy Vehicles (%) 0% 0% 0% 2% 3% 3% 0% 2% 3% 10% 2% 1%

Adj. Flow (vph) 0 0 0 428 633 231 0 819 900 147 669 109





Median Width(m) 0.0 3.5 3.5 3.5

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 0.84 0.84 0.84 1.01 1.01 1.01 1.00 1.00 1.00 1.03 1.03 1.03


Detector Template Left Thru Right Thru Left Thru Right




Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 1.8 6.1


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0




Detector 2 Channel


Turn Type Perm NA Perm NA pm+pt NA Perm




11/3/2014





Switch Phase


Minimum Split (s) 36.0 36.0 36.0 36.0 12.0 36.0 36.0

Total Split (s) 51.0 51.0 51.0 66.0 13.0 79.0 79.0

Total Split (%) 39.2% 39.2% 39.2% 50.8% 10.0% 60.8% 60.8%

Maximum Green (s) 45.0 45.0 45.0 60.0 9.0 73.0 73.0

Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 4.0 4.0

All-Red Time (s) 2.0 2.0 2.0 2.0 1.0 2.0 2.0


Total Lost Time (s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0

Lead/Lag Lag Lead

Lead-Lag Optimize?


Recall Mode None None None C-Max None C-Max C-Max

Walk Time (s) 12.0 12.0 12.0 12.0 12.0 12.0

Flash Dont Walk (s) 18.0 18.0 18.0 18.0 18.0 18.0


Act Effct Green (s) 45.0 45.0 45.0 60.0 75.0 73.0 73.0


v/c Ratio 0.71 1.00 0.36 1.05 0.90 0.34 0.12

Control Delay 44.4 79.1 10.8 58.0 76.3 16.1 3.8

Queue Delay 0.0 0.0 0.0 4.9 0.0 0.1 0.0

Total Delay 44.4 79.1 10.8 63.0 76.3 16.2 3.8

LOS D E B E E B A


Approach LOS E E C

90th %ile Green (s) 45.0 45.0 45.0 60.0 9.0 73.0 73.0

90th %ile Term Code Max Max Max Coord Max Coord Coord

70th %ile Green (s) 45.0 45.0 45.0 60.0 9.0 73.0 73.0


50th %ile Green (s) 45.0 45.0 45.0 60.0 9.0 73.0 73.0


30th %ile Green (s) 45.0 45.0 45.0 60.0 9.0 73.0 73.0


10th %ile Green (s) 45.0 45.0 45.0 60.0 9.0 73.0 73.0


Stops (vph) 367 555 51 1171 78 348 13

Fuel Used(l) 48 89 16 119 17 48 6

CO Emissions (g/hr) 897 1647 292 2203 323 896 109




Queue Length 50th (m) 94.6 ~162.4 10.6 ~169.6 23.2 47.0 1.7

Queue Length 95th (m) 132.4 #239.7 30.6 #116.4 #62.9 59.3 9.8


Turn Bay Length (m) 175.0 80.0 100.0




11/3/2014






Reduced v/c Ratio 0.71 1.00 0.36 1.07 0.90 0.40 0.12


Area Type: Other

Cycle Length: 130


Offset: 125 (96%), Referenced to phase 2:NBT and 6:SBTL, Start of Green

Natural Cycle: 135






~ Volume exceeds capacity, queue is theoretically infinite.








11/3/2014


Lane Configurations

Volume (vph) 25 0 27 157 31 198 18 1496 433 0 1095 2

Ideal Flow (vphpl) 1900 1900 1900 2200 2200 2200 1900 1900 2200 1900 1900 1900

Grade (%) 0% 0% -1% 1%

Storage Length (m) 0.0 0.0 0.0 150.0 30.0 0.0 0.0 40.0


Taper Length (m) 2.5 2.5 20.0 2.5

Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 1.00


Frt 0.850 0.870 0.850 0.850

Flt Protected 0.950 0.950 0.950

Satd. Flow (prot) 1785 0 1597 2026 1861 0 1794 3450 1804 0 3482 1589

Flt Permitted 0.301 0.950 0.209

Satd. Flow (perm) 566 0 1597 2026 1861 0 395 3450 1766 0 3482 1589



Link Speed (k/h) 48 60 50 50

Link Distance (m) 61.5 221.6 94.6 98.6

Travel Time (s) 4.6 13.3 6.8 7.1


Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 0% 0% 0% 2% 0% 2% 0% 4% 3% 0% 2% 0%

Adj. Flow (vph) 27 0 29 171 34 215 20 1626 471 0 1190 2





Median Width(m) 3.5 3.5 3.5 3.5

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 1.01 1.01 1.01 0.84 0.84 0.84 1.01 1.01 0.83 1.02 1.02 1.02


Detector Template Left Right Left Thru Left Thru Right Thru Right




Detector 1 Size(m) 6.1 6.1 6.1 1.8 6.1 1.8 6.1 1.8 6.1


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0




Detector 2 Channel


Turn Type custom custom Split NA Perm NA Free NA Perm




11/3/2014



Permitted Phases 4 4 2 Free 6


Switch Phase


Minimum Split (s) 28.0 28.0 30.0 30.0 30.0 30.0 30.0 30.0

Total Split (s) 42.0 42.0 42.0 42.0 88.0 88.0 88.0 88.0

Total Split (%) 32.3% 32.3% 32.3% 32.3% 67.7% 67.7% 67.7% 67.7%

Maximum Green (s) 38.0 38.0 36.0 36.0 82.0 82.0 82.0 82.0

Yellow Time (s) 3.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0


Total Lost Time (s) 4.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0

Lead/Lag

Lead-Lag Optimize?


Recall Mode None None None None C-Max C-Max C-Max C-Max

Walk Time (s) 15.0 15.0 15.0 15.0 15.0 15.0 15.0 15.0

Flash Dont Walk (s) 9.0 9.0 9.0 9.0 9.0 9.0 9.0 9.0


Act Effct Green (s) 22.9 22.9 20.9 20.9 97.1 97.1 130.0 97.1 97.1


v/c Ratio 0.27 0.10 0.53 0.76 0.07 0.63 0.27 0.46 0.00

Control Delay 51.0 13.9 54.8 59.7 3.2 6.4 0.2 9.5 0.0

Queue Delay 1.2 0.0 0.0 3.1 0.0 0.4 0.0 0.4 0.0

Total Delay 52.2 13.9 54.8 62.8 3.2 6.8 0.2 9.9 0.0

LOS D B D E A A A A A


Approach LOS E A A

90th %ile Green (s) 31.0 31.0 29.0 29.0 89.0 89.0 89.0 89.0


70th %ile Green (s) 25.9 25.9 23.9 23.9 94.1 94.1 94.1 94.1


50th %ile Green (s) 22.7 22.7 20.7 20.7 97.3 97.3 97.3 97.3


30th %ile Green (s) 19.6 19.6 17.6 17.6 100.4 100.4 100.4 100.4


10th %ile Green (s) 15.2 15.2 13.2 13.2 104.8 104.8 104.8 104.8


Stops (vph) 22 7 140 188 4 602 0 519 0

Fuel Used(l) 2 1 14 21 1 55 10 30 0

CO Emissions (g/hr) 29 11 262 389 10 1014 183 553 0




Queue Length 50th (m) 6.1 0.0 40.7 53.9 0.9 86.3 0.0 38.6 0.0

Queue Length 95th (m) 14.4 7.9 58.8 76.9 m1.4 102.6 m0.0 128.3 m0.0






11/3/2014






Reduced v/c Ratio 0.26 0.06 0.30 0.72 0.07 0.75 0.27 0.65 0.00


Area Type: Other

Cycle Length: 130



Natural Cycle: 70











11/3/2014


Lane Configurations

Volume (vph) 615 52 722 0 0 0 150 1332 4 0 1136 143

Ideal Flow (vphpl) 2200 2200 2200 2200 2200 2200 1900 1900 1900 1900 1900 2200

Grade (%) 0% 0% -1% 1%

Storage Length (m) 0.0 0.0 0.0 0.0 100.0 0.0 0.0 70.0


Taper Length (m) 0.0 2.5 60.0 2.5

Lane Util. Factor 0.95 0.91 0.95 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 1.00

Ped Bike Factor 1.00 1.00 1.00 0.97

Frt 0.910 0.850 0.850

Flt Protected 0.950 0.986 0.950

Satd. Flow (prot) 1852 1697 1706 0 0 0 1646 3483 0 0 3517 1752

Flt Permitted 0.950 0.986 0.108

Satd. Flow (perm) 1848 1696 1706 0 0 0 187 3483 0 0 3517 1708



Link Speed (k/h) 60 60 50 50

Link Distance (m) 233.7 264.7 305.6 144.6

Travel Time (s) 14.0 15.9 22.0 10.4


Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 6% 10% 3% 0% 0% 0% 9% 3% 0% 0% 1% 5%

Adj. Flow (vph) 668 57 785 0 0 0 163 1448 4 0 1235 155





Median Width(m) 3.5 3.5 7.0 7.0

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 0.84 0.84 0.84 0.84 0.84 0.84 1.01 1.01 1.01 1.02 1.02 0.84


Detector Template Left Thru Right Left Thru Thru Right




Detector 1 Size(m) 6.1 1.8 6.1 6.1 1.8 1.8 6.1


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0




Detector 2 Channel


Turn Type Perm NA Perm pm+pt NA NA Perm




11/3/2014





Switch Phase


Minimum Split (s) 22.0 22.0 22.0 12.0 31.0 31.0 31.0

Total Split (s) 52.0 52.0 52.0 13.0 65.0 65.0 65.0

Total Split (%) 40.0% 40.0% 40.0% 10.0% 50.0% 50.0% 50.0%

Maximum Green (s) 46.0 46.0 46.0 9.0 59.0 59.0 59.0

Yellow Time (s) 4.0 4.0 4.0 3.0 4.0 4.0 4.0

All-Red Time (s) 2.0 2.0 2.0 1.0 2.0 2.0 2.0


Total Lost Time (s) 6.0 6.0 6.0 4.0 6.0 6.0 6.0

Lead/Lag Lag Lag Lag Lead

Lead-Lag Optimize?


Recall Mode None None None None C-Max C-Max C-Max

Walk Time (s) 7.0 7.0 7.0 10.0 10.0 10.0

Flash Dont Walk (s) 9.0 9.0 9.0 15.0 15.0 15.0


Act Effct Green (s) 43.2 43.2 43.2 72.8 62.1 62.1 62.1


v/c Ratio 0.85 0.84 0.71 0.81 0.87 0.73 0.18

Control Delay 54.2 48.3 29.7 53.4 27.5 23.2 2.3

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 54.2 48.3 29.7 53.4 27.5 23.2 2.3

LOS D D C D C C A


Approach LOS D C C

90th %ile Green (s) 46.0 46.0 46.0 9.0 59.0 59.0 59.0

90th %ile Term Code Max Max Max Max Coord Coord Coord

70th %ile Green (s) 46.0 46.0 46.0 9.0 59.0 59.0 59.0


50th %ile Green (s) 46.0 46.0 46.0 9.0 59.0 59.0 59.0


30th %ile Green (s) 42.9 42.9 42.9 9.0 62.1 62.1 62.1

30th %ile Term Code Gap Gap Gap Max Coord Coord Coord

10th %ile Green (s) 35.0 35.0 35.0 7.4 71.6 71.6 71.6

10th %ile Term Code Gap Gap Gap Gap Coord Coord Coord

Stops (vph) 431 377 258 120 1005 970 17

Fuel Used(l) 44 39 27 13 90 68 4

CO Emissions (g/hr) 807 724 506 244 1657 1256 72




Queue Length 50th (m) 125.7 114.0 71.7 19.5 188.8 159.6 1.5

Queue Length 95th (m) 172.6 163.8 112.5 m#52.2 #124.8 90.3 4.9






11/3/2014






Reduced v/c Ratio 0.80 0.80 0.67 0.79 0.87 0.73 0.18


Area Type: Other

Cycle Length: 130



Natural Cycle: 90













11/3/2014


Lane Configurations

Volume (vph) 246 121 87 180 180 293 96 947 113 253 1028 577

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Grade (%) 0% 0% -8% 1%

Storage Length (m) 40.0 0.0 80.0 194.0 80.0 0.0 150.0 100.0


Taper Length (m) 30.0 50.0 60.0 100.0

Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 1.00 1.00 0.95 1.00 0.97 0.95 1.00

Ped Bike Factor 1.00 0.99 0.99 0.98 0.97 0.99

Frt 0.937 0.850 0.850 0.850

Flt Protected 0.950 0.950 0.950 0.950

Satd. Flow (prot) 1638 3307 0 1785 3570 1566 1820 3470 1613 3411 3320 1485

Flt Permitted 0.459 0.610 0.255 0.950

Satd. Flow (perm) 789 3307 0 1133 3570 1542 489 3470 1571 3392 3320 1485


Satd. Flow (RTOR) 95 274 126 585

Link Speed (k/h) 50 50 50 50

Link Distance (m) 118.9 314.0 378.2 305.6

Travel Time (s) 8.6 22.6 27.2 22.0

Confl. Peds. (#/hr) 2 10 10 2 8 8

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 9% 0% 0% 0% 0% 2% 2% 7% 3% 1% 7% 7%

Adj. Flow (vph) 267 132 95 196 196 318 104 1029 123 275 1117 627





Median Width(m) 3.5 3.5 7.0 7.0

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 1.01 1.01 1.01 1.01 1.01 1.01 0.96 0.96 0.96 1.02 1.02 1.02






Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8 6.1


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0


Detector 2 Size(m) 1.8 1.8 1.8 1.8


Detector 2 Channel


Turn Type pm+pt NA pm+pt NA Perm Perm NA Perm Prot NA Perm




11/3/2014



Permitted Phases 4 8 8 2 2 6

Detector Phase 7 4 3 8 8 2 2 2 1 6 6

Switch Phase


Minimum Split (s) 11.0 31.0 11.0 31.0 31.0 30.0 30.0 30.0 11.0 30.0 30.0

Total Split (s) 23.0 36.0 18.0 31.0 31.0 57.0 57.0 57.0 19.0 76.0 76.0

Total Split (%) 17.7% 27.7% 13.8% 23.8% 23.8% 43.8% 43.8% 43.8% 14.6% 58.5% 58.5%

Maximum Green (s) 19.0 30.0 14.0 25.0 25.0 51.0 51.0 51.0 15.0 70.0 70.0

Yellow Time (s) 3.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0 4.0

All-Red Time (s) 1.0 2.0 1.0 2.0 2.0 2.0 2.0 2.0 1.0 2.0 2.0


Total Lost Time (s) 4.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0 6.0

Lead/Lag Lead Lag Lead Lag Lag Lag Lag Lag Lead

Lead-Lag Optimize?


Recall Mode None None None None None C-Max C-Max C-Max None C-Max C-Max

Walk Time (s) 10.0 10.0 10.0 9.0 9.0 9.0 9.0 9.0

Flash Dont Walk (s) 15.0 15.0 15.0 13.0 13.0 13.0 13.0 13.0


Act Effct Green (s) 39.1 19.6 30.1 14.6 14.6 61.9 61.9 61.9 15.1 80.9 80.9


v/c Ratio 0.75 0.39 0.59 0.49 0.76 0.45 0.62 0.15 0.70 0.54 0.55

Control Delay 51.0 29.6 43.2 57.4 22.4 33.6 28.9 4.3 65.7 13.2 3.6

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 51.0 29.6 43.2 57.4 22.4 33.6 28.9 4.3 65.7 13.2 3.6

LOS D C D E C C C A E B A

Approach Delay 41.2 37.8 26.8 17.4

Approach LOS D D C B

90th %ile Green (s) 19.0 28.2 14.0 23.2 23.2 51.0 51.0 51.0 16.8 71.8 71.8

90th %ile Term Code Max Hold Max Gap Gap Coord Coord Coord Max Coord Coord

70th %ile Green (s) 19.0 20.3 14.0 15.3 15.3 58.3 58.3 58.3 17.4 79.7 79.7

70th %ile Term Code Max Hold Max Gap Gap Coord Coord Coord Gap Coord Coord

50th %ile Green (s) 19.0 18.4 14.0 13.4 13.4 61.9 61.9 61.9 15.7 81.6 81.6


30th %ile Green (s) 19.0 16.1 14.0 11.1 11.1 65.9 65.9 65.9 14.0 83.9 83.9


10th %ile Green (s) 16.3 14.8 11.5 10.0 10.0 72.2 72.2 72.2 11.5 87.7 87.7

10th %ile Term Code Gap Hold Gap Min Min Coord Coord Coord Gap Coord Coord

Stops (vph) 199 105 151 163 59 68 699 11 234 410 70

Fuel Used(l) 17 9 15 17 15 7 71 5 25 49 20

CO Emissions (g/hr) 312 175 273 314 280 138 1308 87 469 916 368




Queue Length 50th (m) 57.7 16.1 39.8 25.4 10.6 17.3 101.0 0.0 33.8 57.2 14.4

Queue Length 95th (m) 75.7 26.0 54.3 34.6 39.6 41.3 144.3 11.5 m48.4 103.7 32.7


Turn Bay Length (m) 40.0 80.0 194.0 80.0 150.0 100.0




11/3/2014






Reduced v/c Ratio 0.74 0.27 0.58 0.29 0.62 0.45 0.62 0.15 0.66 0.54 0.55


Area Type: Other

Cycle Length: 130


Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBT, Start of Green, Master Intersection

Natural Cycle: 85







Splits and Phases: 4: Essa Rd & Ardagh Rd/Bryne Dr




11/3/2014


Lane Configurations

Volume (vph) 4 520 772 19 497 550

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Storage Length (m) 45.0 0.0 0.0 0.0



Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95

Frt 0.850 0.996


Satd. Flow (prot) 1785 1597 3455 0 0 3300


Satd. Flow (perm) 1785 1597 3455 0 0 1804




Link Distance (m) 199.2 85.3 106.7

Travel Time (s) 12.0 5.1 6.4

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 0% 0% 3% 0% 2% 9%

Adj. Flow (vph) 4 565 839 21 540 598









Headway Factor 1.01 1.01 1.01 1.01 1.01 1.01







Detector 1 Size(m) 6.1 6.1 1.8 6.1 1.8


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0




Detector 2 Channel


Turn Type NA Perm NA Perm NA






11/3/2014



Switch Phase


Minimum Split (s) 22.0 22.0 30.0 30.0 30.0

Total Split (s) 32.0 32.0 68.0 68.0 68.0

Total Split (%) 32.0% 32.0% 68.0% 68.0% 68.0%

Maximum Green (s) 26.0 26.0 62.0 62.0 62.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 2.0 2.0 2.0 2.0 2.0



Lead/Lag

Lead-Lag Optimize?


Recall Mode None None Max Max Max

Walk Time (s) 7.0 7.0 7.0 7.0 7.0

Flash Dont Walk (s) 9.0 9.0 9.0 9.0 9.0


Act Effct Green (s) 26.0 26.0 62.0 62.0


v/c Ratio 0.01 1.02 0.40 1.62dl

Control Delay 27.5 70.5 10.2 52.0

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 27.5 70.5 10.2 52.0

LOS C E B D


Approach LOS E B D

90th %ile Green (s) 26.0 26.0 62.0 62.0 62.0


70th %ile Green (s) 26.0 26.0 62.0 62.0 62.0


50th %ile Green (s) 26.0 26.0 62.0 62.0 62.0


30th %ile Green (s) 26.0 26.0 62.0 62.0 62.0


10th %ile Green (s) 26.0 26.0 62.0 62.0 62.0


Stops (vph) 5 314 373 851

Fuel Used(l) 0 47 156 124

CO Emissions (g/hr) 6 876 2890 2299




Queue Length 50th (m) 0.6 ~88.4 40.4 ~115.0

Queue Length 95th (m) 3.2 #152.5 52.2 #163.2








11/3/2014




Reduced v/c Ratio 0.01 1.02 0.40 1.02


Area Type: Other

Cycle Length: 100


Natural Cycle: 90















dl Defacto Left Lane. Recode with 1 though lane as a left lane.





11/3/2014


Lane Configurations

Volume (vph) 8 497 49 75 506 110 262 286 89 140 171 23

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Storage Length (m) 35.0 0.0 60.0 0.0 150.0 0.0 100.0 0.0


Taper Length (m) 30.0 30.0 30.0 30.0

Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00


Frt 0.987 0.973 0.964 0.982

Flt Protected 0.950 0.950 0.950 0.950

Satd. Flow (prot) 1069 1804 0 1767 1786 0 1750 1731 0 1716 1757 0

Flt Permitted 0.174 0.149 0.543 0.225

Satd. Flow (perm) 196 1804 0 277 1786 0 1000 1731 0 405 1757 0



Link Speed (k/h) 50 50 50 50

Link Distance (m) 421.2 272.6 511.1 482.0

Travel Time (s) 30.3 19.6 36.8 34.7


Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 67% 2% 11% 1% 2% 4% 2% 3% 7% 4% 5% 5%

Adj. Flow (vph) 9 540 53 82 550 120 285 311 97 152 186 25





Median Width(m) 3.5 3.5 3.5 3.5

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01

Turning Speed (k/h) 25 20 25 20 25 20 25 20


Detector Template Left Thru Left Thru Left Thru Left Thru




Detector 1 Size(m) 2.0 0.6 2.0 0.6 2.0 0.6 2.0 0.6


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0


Detector 2 Size(m) 0.6 0.6 0.6 0.6


Detector 2 Channel


Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NA




11/3/2014


Protected Phases 7 4 3 8 5 2 1 6



Switch Phase


Minimum Split (s) 12.0 41.0 12.0 41.0 12.0 35.0 12.0 35.0

Total Split (s) 12.0 41.0 12.0 41.0 12.0 35.0 12.0 35.0

Total Split (%) 12.0% 41.0% 12.0% 41.0% 12.0% 35.0% 12.0% 35.0%

Maximum Green (s) 9.0 35.0 9.0 35.0 9.0 29.0 9.0 29.0

Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0

All-Red Time (s) 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0


Total Lost Time (s) 3.0 6.0 3.0 6.0 3.0 6.0 3.0 6.0

Lead/Lag Lead Lag Lead Lag Lead Lag Lead Lag



Recall Mode None Max None Max None None None None

Walk Time (s) 20.0 20.0 9.0 9.0

Flash Dont Walk (s) 15.0 15.0 15.0 15.0


Act Effct Green (s) 44.7 35.4 47.0 42.3 38.1 26.0 38.1 26.0


v/c Ratio 0.05 0.88 0.30 0.84 0.60 0.84 0.53 0.43

Control Delay 13.5 45.5 16.0 35.4 25.8 48.1 24.3 30.9

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 13.5 45.5 16.0 35.4 25.8 48.1 24.3 30.9

LOS B D B D C D C C

Approach Delay 45.1 33.3 39.0 28.1

Approach LOS D C D C

90th %ile Green (s) 9.0 35.0 9.0 35.0 9.0 29.0 9.0 29.0

90th %ile Term Code Max MaxR Max MaxR Max Max Max Hold

70th %ile Green (s) 0.0 35.0 9.0 47.0 9.0 29.0 9.0 29.0

70th %ile Term Code Skip MaxR Max Hold Max Max Max Hold

50th %ile Green (s) 0.0 35.0 9.0 47.0 9.0 29.0 9.0 29.0

50th %ile Term Code Skip MaxR Max Hold Max Max Max Hold

30th %ile Green (s) 0.0 35.0 8.9 46.9 9.0 25.7 9.0 25.7

30th %ile Term Code Skip MaxR Gap Hold Max Gap Max Hold

10th %ile Green (s) 0.0 35.0 0.0 35.0 9.0 18.2 9.0 18.2

10th %ile Term Code Skip MaxR Skip MaxR Max Gap Max Hold

Stops (vph) 5 450 37 457 188 319 84 148

Fuel Used(l) 2 127 4 43 22 39 11 17

CO Emissions (g/hr) 30 2349 68 795 410 726 202 311




Queue Length 50th (m) 0.9 109.1 8.0 104.3 36.0 70.2 17.6 31.7

Queue Length 95th (m) 3.4 #175.8 15.7 #209.5 56.0 #115.2 30.5 52.3


Turn Bay Length (m) 35.0 60.0 150.0 100.0




11/3/2014






Reduced v/c Ratio 0.05 0.88 0.29 0.84 0.60 0.75 0.53 0.39


Area Type: Other

Cycle Length: 100


Natural Cycle: 100














7: Hwy 400 S-E/W Ramp/Hwy 400 E/W-N Ramp & Mapleview Drive East Existing Condition



11/3/2014


Lane Configurations

Volume (vph) 757 1644 0 0 1337 528 404 0 589 0 0 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.0 3.5 3.5 3.5 3.5 3.5 3.8 3.8 3.8 3.7 3.7 3.7

Storage Length (m) 110.0 0.0 0.0 140.0 265.0 265.0 0.0 0.0


Taper Length (m) 7.5 7.5 7.5 7.5

Lane Util. Factor 0.97 *0.95 1.00 1.00 *0.95 1.00 0.97 1.00 0.88 1.00 1.00 1.00


Frt 0.850 0.850


Satd. Flow (prot) 3204 5100 0 0 5250 1566 3475 0 2767 0 0 0


Satd. Flow (perm) 3197 5100 0 0 5250 1533 3475 0 2767 0 0 0



Link Speed (k/h) 60 60 50 50

Link Distance (m) 204.3 248.7 505.8 390.3

Travel Time (s) 12.3 14.9 36.4 28.1


Confl. Bikes (#/hr) 1

Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Heavy Vehicles (%) 2% 5% 0% 0% 2% 2% 3% 0% 5% 0% 0% 0%

Adj. Flow (vph) 797 1731 0 0 1407 556 425 0 620 0 0 0





Median Width(m) 8.5 6.2 7.6 7.6

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 1.09 1.01 1.01 1.01 1.01 1.01 0.97 0.97 0.97 0.99 0.99 0.99

Turning Speed (k/h) 25 15 25 15 25 15 25 15

Number of Detectors 1 1 1 1 1 1

Detector Template

Leading Detector (m) 10.0 10.0 10.0 10.0 10.0 10.0

Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Size(m) 10.0 10.0 10.0 10.0 10.0 10.0

Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex

Detector 1 Channel

Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0

Turn Type Prot NA NA Perm Prot custom



Detector Phase 1 6 2 2 4 4




11/3/2014


Switch Phase

Minimum Initial (s) 7.0 24.0 24.0 24.0 15.0 15.0

Minimum Split (s) 19.0 30.0 30.0 30.0 34.0 34.0

Total Split (s) 40.0 84.0 44.0 44.0 36.0 36.0

Total Split (%) 33.3% 70.0% 36.7% 36.7% 30.0% 30.0%

Maximum Green (s) 36.0 78.0 38.0 38.0 30.0 30.0

Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 2.0 2.0 2.0 2.0 2.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 4.0 6.0 6.0 6.0 6.0 6.0

Lead/Lag Lead Lag Lag

Lead-Lag Optimize?

Vehicle Extension (s) 4.0 3.0 3.0 3.0 4.0 4.0

Recall Mode None None C-Max C-Max None None

Walk Time (s) 12.0 12.0 12.0 11.0 11.0

Flash Dont Walk (s) 12.0 12.0 12.0 17.0 17.0


Act Effct Green (s) 34.3 78.9 40.7 40.7 29.1 29.1

Actuated g/C Ratio 0.29 0.66 0.34 0.34 0.24 0.24

v/c Ratio 0.87 0.52 0.79 0.65 0.51 0.86

Control Delay 26.0 7.8 40.4 8.2 41.4 52.3

Queue Delay 0.0 0.2 0.0 0.0 0.0 0.0

Total Delay 26.0 8.0 40.4 8.2 41.4 52.3

LOS C A D A D D

Approach Delay 13.7 31.3

Approach LOS B C

90th %ile Green (s) 36.0 78.0 38.0 38.0 30.0 30.0

90th %ile Term Code Max Coord Coord Coord Max Max

70th %ile Green (s) 36.0 78.0 38.0 38.0 30.0 30.0


50th %ile Green (s) 36.0 78.0 38.0 38.0 30.0 30.0


30th %ile Green (s) 33.7 78.0 40.3 40.3 30.0 30.0

30th %ile Term Code Gap Coord Coord Coord Max Max

10th %ile Green (s) 29.6 82.7 49.1 49.1 25.3 25.3

10th %ile Term Code Gap Coord Coord Coord Gap Gap

Stops (vph) 640 794 1181 73 339 491

Fuel Used(l) 49 65 109 17 40 63

CO Emissions (g/hr) 910 1197 2008 316 738 1165

NOx Emissions (g/hr) 177 233 391 61 144 227

VOC Emissions (g/hr) 211 278 466 73 171 270

Dilemma Vehicles (#) 0 4 56 0 0 0

Queue Length 50th (m) 83.4 77.5 108.2 7.3 44.2 71.6

Queue Length 95th (m) 43.9 15.5 126.2 40.6 59.7 #101.8


Turn Bay Length (m) 110.0 140.0 265.0 265.0

Base Capacity (vph) 961 3355 1779 858 868 739

Starvation Cap Reductn 0 583 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0




11/3/2014


Storage Cap Reductn 0 0 0 0 0 0

Reduced v/c Ratio 0.83 0.62 0.79 0.65 0.49 0.84


Area Type: Other

Cycle Length: 120


Offset: 102 (85%), Referenced to phase 2:WBT, Start of Green

Natural Cycle: 85






* User Entered Value



Splits and Phases: 7: Hwy 400 S-E/W Ramp/Hwy 400 E/W-N Ramp & Mapleview Drive East

8: Highway 400 E/W-S Ramp/Hwy 400 N-E/W Rramp & Mapleview Drive WestExisting Condition



11/3/2014


Lane Configurations

Volume (vph) 0 1800 216 260 1481 0 0 0 0 601 0 667

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.5 3.5 3.5 3.2 3.5 3.7 3.7 3.7 3.7 3.2 3.7 4.8

Grade (%) -4% 0% 0% 0%

Storage Length (m) 0.0 50.0 132.0 0.0 0.0 0.0 300.0 300.0


Taper Length (m) 7.5 7.5 7.5 7.5

Lane Util. Factor 1.00 *0.95 1.00 1.00 *0.95 1.00 1.00 1.00 1.00 0.97 1.00 0.88


Frt 0.850 0.850


Satd. Flow (prot) 0 7070 1551 1675 5250 0 0 0 0 3098 0 3158


Satd. Flow (perm) 0 7070 1508 141 5250 0 0 0 0 3098 0 3158



Link Speed (k/h) 60 60 50 50

Link Distance (m) 142.3 204.3 254.2 416.8

Travel Time (s) 8.5 12.3 18.3 30.0


Confl. Bikes (#/hr) 3 3

Peak Hour Factor 0.95 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 1.00 0.95 1.00

Heavy Vehicles (%) 0% 3% 5% 3% 2% 0% 0% 0% 0% 8% 0% 2%

Adj. Flow (vph) 0 1800 216 260 1481 0 0 0 0 601 0 667





Median Width(m) 3.2 7.5 6.4 6.4

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 0.99 0.99 0.99 1.06 1.01 0.99 0.99 0.99 0.99 1.06 0.99 0.85

Turning Speed (k/h) 25 15 25 15 25 15 25 15


Detector Template




Detector 1 Size(m) 10.0 10.0 10.0 10.0 10.0 10.0


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0

Turn Type NA Perm pm+pt NA Prot custom


Permitted Phases 2 6 4




11/3/2014



Switch Phase


Minimum Split (s) 30.0 30.0 14.0 30.0 34.0 34.0

Total Split (s) 48.0 48.0 31.0 79.0 41.0 41.0

Total Split (%) 40.0% 40.0% 25.8% 65.8% 34.2% 34.2%

Maximum Green (s) 42.0 42.0 27.0 73.0 35.0 35.0

Yellow Time (s) 4.0 4.0 3.0 4.0 4.0 4.0

All-Red Time (s) 2.0 2.0 1.0 2.0 2.0 2.0


Total Lost Time (s) 6.0 6.0 4.0 6.0 6.0 6.0


Lead-Lag Optimize?


Recall Mode C-Max C-Max None None None None

Walk Time (s) 12.0 12.0 11.0 11.0

Flash Dont Walk (s) 12.0 12.0 17.0 17.0


Act Effct Green (s) 54.2 54.2 78.2 76.2 31.8 31.8


v/c Ratio 0.56 0.28 0.81 0.44 0.73 0.75

Control Delay 26.7 8.6 22.9 9.7 45.7 41.5

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 26.7 8.6 22.9 9.7 45.7 41.5

LOS C A C A D D


Approach LOS C B

90th %ile Green (s) 42.1 42.1 26.9 73.0 35.0 35.0

90th %ile Term Code Coord Coord Gap Coord Max Max

70th %ile Green (s) 47.2 47.2 21.8 73.0 35.0 35.0


50th %ile Green (s) 52.0 52.0 18.1 74.1 33.9 33.9

50th %ile Term Code Coord Coord Gap Coord Gap Gap

30th %ile Green (s) 59.9 59.9 14.2 78.1 29.9 29.9


10th %ile Green (s) 69.7 69.7 8.9 82.6 25.4 25.4


Stops (vph) 1303 45 238 1066 531 538

Fuel Used(l) 101 6 17 72 57 60

CO Emissions (g/hr) 1872 103 312 1328 1051 1106




Queue Length 50th (m) 83.2 7.8 51.3 93.4 65.0 72.1

Queue Length 95th (m) 108.6 27.0 m66.8 106.8 83.5 93.6


Turn Bay Length (m) 50.0 132.0 300.0 300.0






11/3/2014




Reduced v/c Ratio 0.56 0.28 0.59 0.44 0.67 0.69


Area Type: Other

Cycle Length: 120


Offset: 43 (36%), Referenced to phase 2:EBT, Start of Green

Natural Cycle: 80








Splits and Phases: 8: Highway 400 E/W-S Ramp/Hwy 400 N-E/W Rramp & Mapleview Drive West

APPENDIX “C”

Preliminary Layout of Alternative Planning Solutions

APPENDIX “D”

Summary of Highway 400 Mainline and Urban Street Performances

Freeway

Segments Existing 2011 AM Peak Hour

Future (2031) Highway 400 Mainline Performance during the AM Peak Hours

Do Nothing Alternative 3 (Full Parclo A4 Interchange)

Alternative 4 (Modified Parclo

Interchange, no

northbound on ramps)

without Widened Hwy 400


Interchange, no

northbound on ramps) with Widened Hwy 400

Alternative 5 (Modified Buttonhook Interchange, no


Location

Lane

Average

Simulated

Flow

Average

Simulated

Travel

Speed

Average

Simulated

Density

LOS Lane

Average

Simulated

Flow

Average

Simulated

Travel

Speed

Average

Simulated

Density

LOS Lane

Average

Simulated

Flow

Average

Simulated

Travel

Speed

Average

Simulated

Density

LOS Lane

Average

Simulated

Flow

Average

Simulated

Travel Speed

Average

Simulated

Density

LOS Lane

Average

Simulated

Flow

Average

Simulated

Travel

Speed

Average

Simulated

Density

LOS Lane

Average

Simulated

Flow

Average

Simulated

Travel

Speed

Average

Simulated

Density

LOS

Veh/h Km/h Pc/km

(mil)/ln Veh/h Km/h

Pc/km

(mil)/ln Veh/h Km/h

Pc/km

(mil)/ln Veh/h Km/h

Pc/km

(mil)/ln Veh/h Km/h

Pc/km

(mil)/ln Veh/h Km/h

Pc/km

(mil)/ln

Highway 400 Southbound

Essa to Big

Bay Point 3 3254 96 10 (16) B 3 3879 91 13 (21) C 5 5158 83 13 (21) C 3 2755 95 7 (11) A 5 5271 82 13 (21) C 5 4898 88 11 (17) B

Big Bay

Point to

Mapleview

3 3254 93 11 (18) B 3 3865 82 15 (24) C 5 4832 85 13 (21) C 3 3131 89 11 (17) B 5 4917 85 12 (19) C 5 4631 88 11 (17) B

Highway 400 Northbound

Mapleview

to Big Bay

Point

3 2816 94 7 (11) A 3 3324 92 8 (13) B 6 4779 91 9 (14) B 3 4029 45 26 (41) E 5 4776 91 9 (14) B 6 4831 91 9 (14) B

Big Bay

Point to

Essa

3 2730 98 8 (13) B 3 3231 96 10 (16) B 5 4940 95 10 (16) B 3 3532 76 13 (21) C 5 4150 98 9 (14) B 5 4152 98 9 (14) B

Freeway

Segments Existing 2011 PM Peak Hour

Future (2031) Highway 400 Mainline Performance during the PM Peak Hours



Interchange, no




Interchange, no

northbound on ramps) with Widened Hwy 400

Alternative 5 (Modified Buttonhook Interchange, no


Location

Lane

Average

Simulated

Flow

Average

Simulated

Travel

Speed

Average

Simulated

Density

LOS Lane

Average

Simulated

Flow

Average

Simulated

Travel

Speed

Average

Simulated

Density

LOS Lane

Average

Simulated

Flow

Average

Simulated

Travel

Speed

Average

Simulated

Density

LOS Lane

Average

Simulated

Flow

Average

Simulated

Travel

Speed

Average

Simulated

Density

LOS Lane

Average

Simulated

Flow

Average

Simulated

Travel

Speed

Average

Simulated

Density

LOS Lane

Average

Simulated

Flow

Average

Simulated

Travel

Speed

Average

Simulated

Density

LOS

Veh/h Km/h Pc/km

(mil)/ln Veh/h Km/h

Pc/km

(mil)/ln Veh/h Km/h

Pc/km

(mil)/ln Veh/h Km/h

Pc/km

(mil)/ln Veh/h Km/h

Pc/km

(mil)/ln Veh/h Km/h

Pc/km

(mil)/ln

Highway 400 Southbound

Essa to Big

Bay Point 3 3254 96 10 (16) B 3 2805 79 31 (50) F 5 5631 78 15 (23) C 3 4251 85 14 (23) C 5 5554 79 15 (24) C 5 5245 85 12 (20) C

Big Bay

Point to

Mapleview

3 3254 91 11 (18) B 3 2414 52 53 (85) F 5 5015 85 13 (21) C 3 3798 64 33 (53) F 5 5162 85 13 (21) C 5 4920 85 12 (20) C

Highway 400 Northbound

Mapleview

to Big Bay

Point

3 4430 78 13 (21) C 3 3959 84 22 (35) E 6 5728 87 11 (18) B 3 5153 72 17 (27) D 6 5801 85 12 (19) C 6 5792 86 12 (19) C

Big Bay

Point to

Essa

3 4406 89 15 (24) C 3 3754 75 34 (54) F 5 5967 91 13 (21) C 3 4496 87 15 (24) C 5 4979 97 10 (16) B 5 4924 97 10 (16) B

Existing (2011)

Future (2031)

Intersections Do Nothing

Alternative 3 (Full Parclo A4

Interchange)


Interchange, no




Interchange, no

northbound on ramps) with Widened

Hwy 400

Alternative 5 (Modified Buttonhook

Interchange, no


AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak

Big Bay Point Road / Bayview Drive B C B D C D C C C C C C

Big Bay Point Road / Potential Future Fairview Road /

Potential Future Highway 400 S-E/W Ramp Terminal - - - - D C B B C C B C

Fairview Road / Little Avenue B B C C B C B C B C B C

Essa Road / Fairview Road / Highway 400 E-N Ramp

Terminal C C E F B B B C B B B B

Potential Future Harvie Road / Potential Future Bryne

Drive - - - - C D C C C C C D

Essa Road / Ardagh Road / Bryne Drive C D F F D C C D C D D C

Essa Road / Highway 400 S- E/W Ramp Terminal B C B F B B B B B B B B

Essa Road / Highway 400 N-E/W Ramp Terminal B E D E A B B B A B B B

Potential Future Harvie Road / Potential Future

Highway 400 N-E/W Ramp Terminal - - - - C C C C C C - -

Proposed Bryne Drive / Potential Future Highway 400

N-N/S Ramp Terminal (Buttonhook Ramp) - - - - - - - - - - C D

Mapleview Drive / Highway 400 S-E/W Ramp Terminal

(Highway 400 off-ramp) / Highway 400 E/W-N Ramp

Terminal

C D F F D D D B D D D D

Mapleview Drive / Highway 400 N-E/W Ramp Terminal


Terminal

B D F F C D B C C D C D

Network Summary

Total (Car+ Hvy Truck)

Existing (2011)

Future (2031)



Interchange, no




Interchange, no

northbound on ramps) with

Widened Hwy 400

Alternative 5 (Modified

Buttonhook Interchange, no


AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak AM Peak PM Peak

Delay Time (sec/km) 26.36 40.84 92.78 141.24 29.00 49.81 59.65 71.03 28.33 48.31 29.40 49.60

Speed – All (km/h) 54.60 45.80 42.22 32.15 52.01 43.92 39.90 38.22 52.25 44.29 51.52 43.71

Travel Time – All (sec/km) 79.35 95.46 146.22 197.99 80.04 103.14 113.69 125.61 80.48 101.79 81.88 103.26

Vehicle using Highway 400/ Big Bay

Point Road / Harvie Road

Interchange

- - - - 12,955 14,938 12,642 14,751 13,062 14,996

Existing and Future Intersection Levels of Service at Signalized Intersections within the Study Area during the AM and PM

Peak Hours

Existing and Future (2031) AM and PM Peak Hour Network Summary Hours

APPENDIX “E”

Future (2031) Peak Hours - Highway Capacity Manual (HCM) Report

1: Essa Rd & Hwy 400 E-N Ramp/Fairview Road Future 2031 Condition



Preliminary Preferred Alternative 4 11/3/2014


Lane Configurations

Volume (vph) 0 0 0 158 595 54 0 687 353 98 623 234

Ideal Flow (vphpl) 2200 2200 2200 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.7 3.7 3.7 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5

Grade (%) 0% 0% -2% 2%

Storage Length (m) 0.0 0.0 175.0 0.0 0.0 25.0 80.0 60.0


Taper Length (m) 2.5 70.0 2.5 40.0

Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00


Frt 0.850 0.850 0.850


Satd. Flow (prot) 0 0 0 1733 1724 1566 0 5030 1613 1667 4746 1451


Satd. Flow (perm) 0 0 0 1733 1724 1566 0 5030 1590 565 4746 1451



Link Speed (k/h) 60 60 50 50

Link Distance (m) 274.8 496.4 104.7 327.4

Travel Time (s) 16.5 29.8 7.5 23.6


Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 0% 0% 0% 3% 9% 2% 0% 3% 0% 6% 7% 9%

Adj. Flow (vph) 0 0 0 172 647 59 0 747 384 107 677 254





Median Width(m) 0.0 3.5 7.0 7.0

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 0.81 0.81 0.81 1.01 1.01 1.01 1.00 1.00 1.00 1.03 1.03 1.03

Turning Speed (k/h) 24 14 24 14 24 14 24 14


Detector Template Left Thru Right Thru Right Left Thru Right




Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0




Detector 2 Channel







Turn Type Perm NA Perm NA Free Perm NA Perm


Permitted Phases 8 8 Free 6 6


Switch Phase


Minimum Split (s) 35.0 35.0 35.0 30.0 30.0 30.0 30.0

Total Split (s) 56.0 56.0 56.0 44.0 44.0 44.0 44.0

Total Split (%) 56.0% 56.0% 56.0% 44.0% 44.0% 44.0% 44.0%

Maximum Green (s) 50.0 50.0 50.0 38.0 38.0 38.0 38.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0


Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0

Lead/Lag

Lead-Lag Optimize?


Recall Mode None None None C-Max C-Max C-Max C-Max

Walk Time (s) 12.0 12.0 12.0 9.0 9.0 9.0 9.0

Flash Dont Walk (s) 17.0 17.0 17.0 13.0 13.0 13.0 13.0

Pedestrian Calls (#/hr) 0 0 0 0 0 0 0

Act Effct Green (s) 44.1 44.1 44.1 43.9 100.0 43.9 43.9 43.9


v/c Ratio 0.22 0.85 0.08 0.34 0.24 0.43 0.33 0.34

Control Delay 16.9 36.1 3.9 14.3 0.6 29.0 20.0 6.8

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 16.9 36.1 3.9 14.3 0.6 29.0 20.0 6.8

LOS B D A B A C B A


Approach LOS C A B

90th %ile Green (s) 50.0 50.0 50.0 38.0 38.0 38.0 38.0

90th %ile Term Code Max Max Max Coord Coord Coord Coord

70th %ile Green (s) 49.4 49.4 49.4 38.6 38.6 38.6 38.6

70th %ile Term Code Gap Gap Gap Coord Coord Coord Coord

50th %ile Green (s) 46.0 46.0 46.0 42.0 42.0 42.0 42.0


30th %ile Green (s) 41.4 41.4 41.4 46.6 46.6 46.6 46.6


10th %ile Green (s) 33.9 33.9 33.9 54.1 54.1 54.1 54.1


Stops (vph) 90 510 7 331 13 74 400 43

Fuel Used(l) 13 64 3 22 4 7 38 9

CO Emissions (g/hr) 245 1186 59 404 73 128 702 175




Queue Length 50th (m) 19.4 105.0 0.0 32.4 0.0 14.5 31.7 6.1

Queue Length 95th (m) 29.8 141.5 6.1 26.8 3.8 33.3 44.2 23.4







Turn Bay Length (m) 175.0 25.0 80.0 60.0





Reduced v/c Ratio 0.20 0.75 0.07 0.34 0.24 0.43 0.33 0.34


Area Type: Other

Cycle Length: 100


Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Green, Master Intersection

Natural Cycle: 65







2: Essa Rd & Commuter Lot/Hwy 400 S-E/W Ramp Future 2031 Condition





Lane Configurations

Volume (vph) 3 0 8 99 0 261 0 776 0 0 781 0

Ideal Flow (vphpl) 1900 1900 1900 2200 2200 2200 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.5 3.5 3.5 3.7 3.7 3.7 3.5 3.5 3.5 3.5 3.5 3.5

Grade (%) 0% 0% -1% 1%

Storage Length (m) 0.0 0.0 0.0 150.0 30.0 0.0 0.0 30.0


Taper Length (m) 2.5 2.5 20.0 2.5

Lane Util. Factor 1.00 1.00 1.00 0.95 0.91 0.95 1.00 0.91 1.00 1.00 0.91 1.00

Frt 0.850 0.861 0.850

Flt Protected 0.950 0.950 0.996

Satd. Flow (prot) 1785 0 1597 1912 1653 1711 1888 5005 0 0 4815 1869


Satd. Flow (perm) 1879 0 1597 1912 1653 1711 1888 5005 0 0 4815 1869



Link Speed (k/h) 48 60 50 50

Link Distance (m) 79.3 462.0 49.7 104.7

Travel Time (s) 5.9 27.7 3.6 7.5

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 0% 0% 0% 5% 0% 5% 0% 3% 0% 0% 6% 0%

Adj. Flow (vph) 3 0 9 108 0 284 0 843 0 0 849 0





Median Width(m) 3.7 3.7 3.5 3.5

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 1.01 1.01 1.01 0.81 0.81 0.81 1.01 1.01 1.01 1.02 1.02 1.02

Turning Speed (k/h) 24 15 25 14 24 14 24 14


Detector Template Left Right Left Thru Right Left Thru Thru Right




Detector 1 Size(m) 6.1 6.1 6.1 1.8 6.1 6.1 1.8 1.8 6.1


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0




Detector 2 Channel


Turn Type custom custom Split NA Perm Perm NA NA Perm








Detector Phase 4 4 8 8 8 2 2 6 6

Switch Phase

Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 24.0 24.0 24.0 24.0

Minimum Split (s) 33.0 33.0 35.0 35.0 35.0 30.0 30.0 30.0 30.0

Total Split (s) 33.0 33.0 35.0 35.0 35.0 32.0 32.0 32.0 32.0

Total Split (%) 33.0% 33.0% 35.0% 35.0% 35.0% 32.0% 32.0% 32.0% 32.0%

Maximum Green (s) 27.0 27.0 29.0 29.0 29.0 26.0 26.0 26.0 26.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0

Lead/Lag

Lead-Lag Optimize?

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Recall Mode None None None None None C-Max C-Max C-Max C-Max

Walk Time (s) 10.0 10.0 10.0 10.0 10.0 7.0 7.0 7.0 7.0

Flash Dont Walk (s) 15.0 15.0 15.0 15.0 15.0 9.0 9.0 9.0 9.0

Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0

Act Effct Green (s) 10.2 10.2 11.5 11.5 11.5 73.0 73.0


v/c Ratio 0.02 0.04 0.44 0.47 0.45 0.23 0.24

Control Delay 40.3 0.2 47.2 13.8 11.3 4.1 1.1

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.1

Total Delay 40.3 0.2 47.2 13.8 11.3 4.1 1.2

LOS D A D B B A A


Approach LOS C A A

90th %ile Green (s) 11.1 11.1 15.3 15.3 15.3 55.6 55.6 55.6 55.6

90th %ile Term Code Gap Gap Gap Gap Gap Coord Coord Coord Coord

70th %ile Green (s) 0.0 0.0 12.0 12.0 12.0 76.0 76.0 76.0 76.0

70th %ile Term Code Skip Skip Gap Gap Gap Coord Coord Coord Coord

50th %ile Green (s) 0.0 0.0 10.4 10.4 10.4 77.6 77.6 77.6 77.6


30th %ile Green (s) 0.0 0.0 10.0 10.0 10.0 78.0 78.0 78.0 78.0

30th %ile Term Code Skip Skip Min Min Min Coord Coord Coord Coord

10th %ile Green (s) 0.0 0.0 10.0 10.0 10.0 78.0 78.0 78.0 78.0

10th %ile Term Code Skip Skip Min Min Min Coord Coord Coord Coord

Stops (vph) 5 0 81 28 22 217 41

Fuel Used(l) 0 0 9 8 7 17 9

CO Emissions (g/hr) 4 1 174 143 136 313 173




Queue Length 50th (m) 0.5 0.0 18.9 2.1 0.0 7.9 2.2

Queue Length 95th (m) 3.2 0.0 33.6 20.3 17.1 23.8 6.4












Reduced v/c Ratio 0.01 0.02 0.18 0.26 0.25 0.23 0.36


Area Type: Other

Cycle Length: 100



Natural Cycle: 100




Intersection Capacity Utilization 51.7% ICU Level of Service A



3: Essa Rd & Hwy 400 N-E/W Ramp Future 2031 Condition





Lane Configurations

Volume (vph) 252 0 418 0 0 0 0 1142 0 0 607 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.7 3.7 3.7 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5

Grade (%) 0% 0% -1% 1%

Storage Length (m) 150.0 150.0 0.0 0.0 0.0 0.0 0.0 0.0


Taper Length (m) 60.0 2.5 60.0 2.5

Lane Util. Factor 0.97 0.95 0.95 1.00 1.00 1.00 1.00 0.91 0.91 1.00 0.91 1.00

Ped Bike Factor

Frt 0.850 0.850

Flt Protected 0.950

Satd. Flow (prot) 3372 1477 1477 0 0 0 0 4910 0 0 4815 0

Flt Permitted 0.950

Satd. Flow (perm) 3372 1477 1477 0 0 0 0 4910 0 0 4815 0



Link Speed (k/h) 60 60 50 50

Link Distance (m) 530.9 30.3 99.7 33.7

Travel Time (s) 31.9 1.8 7.2 2.4


Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 5% 0% 5% 0% 0% 0% 0% 5% 0% 0% 6% 0%

Adj. Flow (vph) 274 0 454 0 0 0 0 1241 0 0 660 0

Shared Lane Traffic (%) 50%




Median Width(m) 7.4 7.4 0.0 0.0

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 0.99 0.99 0.99 1.01 1.01 1.01 1.01 1.01 1.01 1.02 1.02 1.02

Turning Speed (k/h) 24 15 25 14 24 14 24 14


Detector Template Left Thru Right Thru Thru




Detector 1 Size(m) 6.1 1.8 6.1 1.8 1.8


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0




Detector 2 Channel







Turn Type Perm NA Perm NA NA




Switch Phase


Minimum Split (s) 28.0 28.0 28.0 30.0 30.0

Total Split (s) 39.0 39.0 39.0 61.0 61.0

Total Split (%) 39.0% 39.0% 39.0% 61.0% 61.0%

Maximum Green (s) 33.0 33.0 33.0 55.0 55.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 2.0 2.0 2.0 2.0 2.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0

Lead/Lag

Lead-Lag Optimize?


Recall Mode None None None C-Max C-Max

Walk Time (s) 9.0 9.0 9.0 7.0 7.0

Flash Dont Walk (s) 13.0 13.0 13.0 13.0 13.0


Act Effct Green (s) 15.3 15.3 15.3 72.7 72.7

Actuated g/C Ratio 0.15 0.15 0.15 0.73 0.73

v/c Ratio 0.53 0.54 0.54 0.35 0.19

Control Delay 42.2 9.9 9.9 5.7 2.8

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 42.2 9.9 9.9 5.7 2.8

LOS D A A A A


Approach LOS C A A

90th %ile Green (s) 20.7 20.7 20.7 67.3 67.3

90th %ile Term Code Gap Gap Gap Coord Coord

70th %ile Green (s) 17.7 17.7 17.7 70.3 70.3


50th %ile Green (s) 15.3 15.3 15.3 72.7 72.7


30th %ile Green (s) 12.9 12.9 12.9 75.1 75.1


10th %ile Green (s) 10.0 10.0 10.0 78.0 78.0

10th %ile Term Code Min Min Min Coord Coord

Stops (vph) 223 28 28 388 104

Fuel Used(l) 27 12 12 24 9

CO Emissions (g/hr) 499 224 224 453 164

NOx Emissions (g/hr) 97 44 44 88 32

VOC Emissions (g/hr) 116 52 52 105 38

Dilemma Vehicles (#) 0 8 0 0 0

Queue Length 50th (m) 25.5 0.0 0.0 27.3 8.4

Queue Length 95th (m) 35.4 19.3 19.3 41.7 7.0








Base Capacity (vph) 1112 640 640 3568 3499

Starvation Cap Reductn 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0

Reduced v/c Ratio 0.25 0.35 0.35 0.35 0.19


Area Type: Other

Cycle Length: 100



Natural Cycle: 60




Intersection Capacity Utilization 47.3% ICU Level of Service A



4: Bryne Dr/Ardagh Rd & Essa Rd Future 2031 Condition





Lane Configurations

Volume (vph) 44 768 89 137 455 433 8 201 175 768 60 23

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.5 3.5 3.5 3.5 3.5 3.5 3.7 3.7 3.7 3.7 3.7 3.7

Grade (%) -8% 1% 0% 0%

Storage Length (m) 80.0 0.0 100.0 130.0 70.0 300.0 85.0 0.0


Taper Length (m) 60.0 100.0 50.0 30.0

Lane Util. Factor 1.00 0.91 0.91 0.97 0.91 1.00 1.00 0.95 1.00 1.00 0.95 0.95

Ped Bike Factor 1.00 1.00 1.00 0.99 1.00 0.99 1.00 1.00

Frt 0.984 0.850 0.850 0.958

Flt Protected 0.950 0.950 0.950 0.950

Satd. Flow (prot) 1820 5052 0 3132 4861 1528 1825 3614 1541 1738 3431 0

Flt Permitted 0.480 0.950 0.700 0.438

Satd. Flow (perm) 919 5052 0 3119 4861 1507 1339 3614 1520 801 3431 0


Satd. Flow (RTOR) 14 433 175 23

Link Speed (k/h) 50 50 50 60

Link Distance (m) 378.3 172.5 314.0 152.7

Travel Time (s) 27.2 12.4 22.6 9.2

Confl. Peds. (#/hr) 1 5 5 1 4 1 1 4

Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Heavy Vehicles (%) 2% 4% 1% 10% 5% 4% 0% 1% 6% 5% 2% 0%

Adj. Flow (vph) 44 768 89 137 455 433 8 201 175 768 60 23





Median Width(m) 7.0 7.0 3.7 3.7

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 0.96 0.96 0.96 1.02 1.02 1.02 0.99 0.99 0.99 0.99 0.99 0.99

Turning Speed (k/h) 25 15 25 14 24 15 25 15

Number of Detectors 1 2 1 2 1 1 2 1 1 2

Detector Template Left Thru Left Thru Right Left Thru Right Left Thru

Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5

Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8

Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex

Detector 1 Channel

Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0


Detector 2 Size(m) 1.8 1.8 1.8 1.8


Detector 2 Channel







Turn Type Perm NA Prot NA Perm Perm NA Perm pm+pt NA

Protected Phases 2 1 6 8 7 4


Detector Phase 2 2 1 6 6 8 8 8 7 4

Switch Phase

Minimum Initial (s) 23.0 23.0 7.0 24.0 24.0 10.0 10.0 10.0 7.0 10.0

Minimum Split (s) 29.0 29.0 11.0 30.0 30.0 35.0 35.0 35.0 11.0 35.0

Total Split (s) 30.0 30.0 12.0 42.0 42.0 35.0 35.0 35.0 48.0 83.0

Total Split (%) 24.0% 24.0% 9.6% 33.6% 33.6% 28.0% 28.0% 28.0% 38.4% 66.4%

Maximum Green (s) 24.0 24.0 8.0 36.0 36.0 29.0 29.0 29.0 44.0 77.0

Yellow Time (s) 4.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0

All-Red Time (s) 2.0 2.0 1.0 2.0 2.0 2.0 2.0 2.0 1.0 2.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0

Lead/Lag Lag Lag Lead Lag Lag Lag Lead

Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Recall Mode C-Max C-Max None C-Max C-Max None None None None None

Walk Time (s) 9.0 9.0 9.0 9.0 12.0 12.0 12.0 12.0

Flash Dont Walk (s) 13.0 13.0 13.0 13.0 17.0 17.0 17.0 17.0


Act Effct Green (s) 37.4 37.4 10.9 52.3 52.3 12.7 12.7 12.7 62.7 60.7

Actuated g/C Ratio 0.30 0.30 0.09 0.42 0.42 0.10 0.10 0.10 0.50 0.49

v/c Ratio 0.16 0.56 0.50 0.22 0.49 0.06 0.55 0.56 1.05 0.05

Control Delay 36.8 38.8 60.5 24.1 4.4 50.0 58.8 14.6 74.9 11.9

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 36.8 38.8 60.5 24.1 4.4 50.0 58.8 14.6 74.9 11.9

LOS D D E C A D E B E B

Approach Delay 38.7 20.6 38.5 68.8

Approach LOS D C D E

90th %ile Green (s) 30.5 30.5 13.9 48.4 48.4 16.6 16.6 16.6 44.0 64.6

90th %ile Term Code Coord Coord Gap Coord Coord Gap Gap Gap Max Hold

70th %ile Green (s) 35.1 35.1 12.2 51.3 51.3 13.7 13.7 13.7 44.0 61.7


50th %ile Green (s) 37.7 37.7 11.0 52.7 52.7 12.3 12.3 12.3 44.0 60.3


30th %ile Green (s) 40.4 40.4 9.7 54.1 54.1 10.9 10.9 10.9 44.0 58.9


10th %ile Green (s) 43.2 43.2 7.8 55.0 55.0 10.0 10.0 10.0 44.0 58.0

10th %ile Term Code Coord Coord Gap Coord Coord Min Min Min Max Hold

Stops (vph) 33 698 127 284 32 9 186 25 570 30

Fuel Used(l) 4 72 12 24 11 2 40 26 73 3

CO Emissions (g/hr) 66 1333 224 451 209 29 741 478 1348 52

NOx Emissions (g/hr) 13 259 44 88 41 6 144 93 262 10

VOC Emissions (g/hr) 15 309 52 105 48 7 172 111 313 12

Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 2

Queue Length 50th (m) 7.9 63.7 16.8 25.7 0.0 1.8 25.2 0.0 ~175.3 4.0

Queue Length 95th (m) 19.3 84.5 26.5 35.8 20.3 6.6 36.3 20.4 #235.9 7.7







Turn Bay Length (m) 80.0 100.0 130.0 70.0 300.0 85.0

Base Capacity (vph) 275 1520 274 2033 882 310 838 487 731 2122

Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0

Reduced v/c Ratio 0.16 0.56 0.50 0.22 0.49 0.03 0.24 0.36 1.05 0.04


Area Type: Other

Cycle Length: 125


Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBT, Start of Green

Natural Cycle: 100










Splits and Phases: 4: Bryne Dr/Ardagh Rd & Essa Rd

5: Fairview Road & Little Avenue Future 2031 Condition





Lane Configurations

Volume (vph) 28 501 442 26 203 248

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Storage Length (m) 0.0 0.0 0.0 100.0



Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95

Frt 0.850 0.992


Satd. Flow (prot) 1700 1536 3181 0 1716 3433


Satd. Flow (perm) 1700 1536 3181 0 703 3433




Link Distance (m) 210.9 372.4 105.9

Travel Time (s) 12.7 22.3 6.4

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 5% 4% 12% 0% 4% 4%

Adj. Flow (vph) 30 545 480 28 221 270









Headway Factor 1.01 1.01 1.01 1.01 1.01 1.01







Detector 1 Size(m) 6.1 6.1 1.8 6.1 1.8


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0




Detector 2 Channel


Turn Type NA Perm NA pm+pt NA









Switch Phase


Minimum Split (s) 25.0 25.0 30.0 11.0 30.0

Total Split (s) 29.0 29.0 30.0 11.0 41.0

Total Split (%) 41.4% 41.4% 42.9% 15.7% 58.6%

Maximum Green (s) 23.0 23.0 24.0 7.0 35.0

Yellow Time (s) 4.0 4.0 4.0 3.0 4.0

All-Red Time (s) 2.0 2.0 2.0 1.0 2.0


Total Lost Time (s) 6.0 6.0 6.0 4.0 6.0

Lead/Lag Lag Lead

Lead-Lag Optimize?


Recall Mode None None Max None Max

Walk Time (s) 8.0 8.0 7.0

Flash Dont Walk (s) 11.0 11.0 9.0

Pedestrian Calls (#/hr) 0 0 0

Act Effct Green (s) 14.9 14.9 24.2 37.3 35.2


v/c Ratio 0.07 0.83 0.41 0.41 0.14

Control Delay 17.6 18.7 15.8 9.5 7.6

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 17.6 18.7 15.8 9.5 7.6

LOS B B B A A


Approach LOS B B A

90th %ile Green (s) 23.0 23.0 24.0 7.0 35.0

90th %ile Term Code Max Max MaxR Max MaxR

70th %ile Green (s) 19.3 19.3 24.0 7.0 35.0

70th %ile Term Code Gap Gap MaxR Max MaxR

50th %ile Green (s) 13.6 13.6 24.0 7.0 35.0


30th %ile Green (s) 10.0 10.0 24.0 7.0 35.0

30th %ile Term Code Min Min MaxR Max MaxR

10th %ile Green (s) 10.0 10.0 24.0 7.0 35.0

10th %ile Term Code Min Min MaxR Max MaxR

Stops (vph) 21 173 315 88 109

Fuel Used(l) 2 22 74 15 18

CO Emissions (g/hr) 29 407 1362 276 332




Queue Length 50th (m) 2.6 15.9 20.1 9.4 6.3

Queue Length 95th (m) 7.9 50.3 39.0 25.7 15.3












Reduced v/c Ratio 0.05 0.67 0.41 0.41 0.14


Area Type: Other

Cycle Length: 70


Natural Cycle: 70












6: Bayview Dr. & Big Bay Point Rd Future 2031 Condition





Lane Configurations

Volume (vph) 336 1474 227 82 1142 125 82 45 8 53 59 245

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Storage Length (m) 110.0 0.0 50.0 0.0 50.0 0.0 50.0 0.0


Taper Length (m) 30.0 30.0 30.0 30.0

Lane Util. Factor 1.00 0.91 0.91 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00

Frt 0.980 0.985 0.850 0.879

Flt Protected 0.950 0.950 0.950 0.950

Satd. Flow (prot) 1716 4781 0 1716 4744 0 1623 1842 1597 1750 1549 0

Flt Permitted 0.114 0.129 0.191 0.725

Satd. Flow (perm) 206 4781 0 233 4744 0 326 1842 1597 1335 1549 0


Satd. Flow (RTOR) 34 19 126 214

Link Speed (k/h) 60 60 50 50

Link Distance (m) 449.2 272.6 511.1 482.0

Travel Time (s) 27.0 16.4 36.8 34.7

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 4% 5% 6% 4% 7% 2% 10% 2% 0% 2% 5% 7%

Adj. Flow (vph) 365 1602 247 89 1241 136 89 49 9 58 64 266





Median Width(m) 3.5 3.5 3.5 3.5

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01

Turning Speed (k/h) 25 20 25 20 25 20 25 20


Detector Template Left Thru Left Thru Left Thru Right Left Thru




Detector 1 Size(m) 2.0 0.6 2.0 0.6 2.0 0.6 2.0 2.0 0.6


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0


Detector 2 Size(m) 0.6 0.6 0.6 0.6


Detector 2 Channel


Turn Type pm+pt NA pm+pt NA pm+pt NA Perm Perm NA









Switch Phase


Minimum Split (s) 11.0 30.0 11.0 30.0 13.0 31.0 31.0 31.0 31.0

Total Split (s) 19.0 40.0 11.0 32.0 13.0 44.0 44.0 31.0 31.0

Total Split (%) 20.0% 42.1% 11.6% 33.7% 13.7% 46.3% 46.3% 32.6% 32.6%

Maximum Green (s) 15.0 34.0 7.0 26.0 7.0 38.0 38.0 25.0 25.0

Yellow Time (s) 3.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 2.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0


Total Lost Time (s) 4.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0

Lead/Lag Lead Lag Lead Lag Lead Lag Lag



Recall Mode None C-Max None C-Max None None None None None

Walk Time (s) 7.0 7.0 10.0 10.0 10.0 10.0

Flash Dont Walk (s) 9.0 9.0 15.0 15.0 15.0 15.0


Act Effct Green (s) 59.7 48.1 41.9 32.2 25.3 25.3 25.3 14.9 14.9


v/c Ratio 0.78 0.76 0.40 0.85 0.49 0.10 0.02 0.28 0.78

Control Delay 34.5 24.5 17.7 37.2 33.0 22.6 0.0 36.4 26.4

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 34.5 24.5 17.7 37.2 33.0 22.6 0.0 36.4 26.4

LOS C C B D C C A D C

Approach Delay 26.1 36.0 27.5 27.9

Approach LOS C D C C

90th %ile Green (s) 16.6 34.0 8.6 26.0 7.0 36.4 36.4 23.4 23.4

90th %ile Term Code Max Coord Max Coord Max Hold Hold Gap Gap

70th %ile Green (s) 22.3 39.8 8.5 26.0 7.0 30.7 30.7 17.7 17.7

70th %ile Term Code Max Coord Gap Coord Max Hold Hold Gap Gap

50th %ile Green (s) 24.1 44.9 7.5 28.3 7.0 26.6 26.6 13.6 13.6

50th %ile Term Code Gap Coord Gap Coord Max Hold Hold Gap Gap

30th %ile Green (s) 22.8 49.0 7.0 33.2 7.0 23.0 23.0 10.0 10.0

30th %ile Term Code Gap Coord Min Coord Max Hold Hold Min Min

10th %ile Green (s) 21.4 73.0 0.0 47.6 0.0 10.0 10.0 10.0 10.0

10th %ile Term Code Gap Coord Skip Coord Skip Hold Hold Min Min

Stops (vph) 197 1207 47 1009 58 31 0 45 113

Fuel Used(l) 28 137 5 99 7 4 0 5 23

CO Emissions (g/hr) 525 2541 85 1828 136 68 7 91 419




Queue Length 50th (m) 44.6 100.6 6.1 89.8 12.4 6.6 0.0 9.6 20.0

Queue Length 95th (m) #109.2 #166.8 16.1 #129.6 20.7 12.7 0.0 18.6 45.4


Turn Bay Length (m) 110.0 50.0 50.0 50.0










Reduced v/c Ratio 0.78 0.76 0.40 0.85 0.49 0.07 0.01 0.17 0.58


Area Type: Other

Cycle Length: 95


Offset: 0 (0%), Referenced to phase 2:EBTL and 6:WBTL, Start of Green

Natural Cycle: 95









7: Hwy 400 S-E/W Rramp/Fairview Road & Big Bay Point Rd Future 2031 Condition





Lane Configurations

Volume (vph) 109 1624 0 0 1182 287 153 72 333 80 0 196

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 2200 2200 2200 1900 1900 1900

Storage Length (m) 75.0 0.0 0.0 150.0 200.0 200.0 50.0 0.0


Taper Length (m) 60.0 30.0 60.0 30.0

Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.91 0.86 0.91 1.00 1.00 1.00

Frt 0.850 0.902 0.850 0.850

Flt Protected 0.950 0.950 0.997 0.950

Satd. Flow (prot) 1716 4839 0 0 4932 1566 1791 3130 1558 1716 0 1551

Flt Permitted 0.099 0.950 0.997 0.129

Satd. Flow (perm) 179 4839 0 0 4932 1566 1791 3130 1558 233 0 1551


Satd. Flow (RTOR) 312 181 181 196

Link Speed (k/h) 60 60 60 60

Link Distance (m) 174.5 449.2 407.1 255.6

Travel Time (s) 10.5 27.0 24.4 15.3

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 1.00 1.00 1.00

Heavy Vehicles (%) 4% 6% 0% 0% 4% 2% 5% 7% 8% 4% 0% 3%

Adj. Flow (vph) 118 1765 0 0 1285 312 166 78 362 80 0 196




Lane Alignment L NA Left R NA L NA Left R NA Left Left R NA L NA Left Right

Median Width(m) 3.5 3.5 3.5 3.5

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 1.01 1.01 1.01 1.01 1.01 1.01 0.84 0.84 0.84 1.01 1.01 1.01

Turning Speed (k/h) 25 20 25 20 25 20 25 20


Detector Template Left Thru Thru Right Left Thru Right Left Right




Detector 1 Size(m) 10.0 1.8 1.8 6.1 2.0 0.6 6.1 10.0 2.0


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0




Detector 2 Channel


Turn Type pm+pt NA NA Perm Split NA Perm custom custom

Protected Phases 5 2 6 8 8








Switch Phase


Minimum Split (s) 13.0 30.0 30.0 30.0 31.0 31.0 31.0 31.0 31.0

Total Split (s) 13.0 47.0 34.0 34.0 31.0 31.0 31.0 37.0 37.0

Total Split (%) 11.3% 40.9% 29.6% 29.6% 27.0% 27.0% 27.0% 32.2% 32.2%

Maximum Green (s) 7.0 41.0 28.0 28.0 25.0 25.0 25.0 31.0 31.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0


Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0


Lead-Lag Optimize?


Recall Mode None C-Max C-Max C-Max None None None None None

Walk Time (s) 7.0 7.0 7.0 10.0 10.0 10.0 10.0 10.0

Flash Dont Walk (s) 9.0 9.0 9.0 15.0 15.0 15.0 15.0 15.0


Act Effct Green (s) 50.7 50.7 34.6 34.6 15.3 15.3 15.3 31.0 31.0


v/c Ratio 0.55 0.83 0.87 0.45 0.62 0.48 0.50 1.29 0.35

Control Delay 31.5 33.2 46.3 6.2 58.1 18.5 11.1 247.7 6.4

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 31.5 33.2 46.3 6.2 58.1 18.5 11.1 247.7 6.4

LOS C C D A E B B F A


Approach LOS C D C

90th %ile Green (s) 10.9 44.9 28.0 28.0 21.1 21.1 21.1 31.0 31.0

90th %ile Term Code Max Coord Coord Coord Gap Gap Gap Max Max

70th %ile Green (s) 12.4 48.0 29.6 29.6 18.0 18.0 18.0 31.0 31.0

70th %ile Term Code Gap Coord Coord Coord Gap Gap Gap Max Max

50th %ile Green (s) 10.7 51.2 34.5 34.5 14.8 14.8 14.8 31.0 31.0


30th %ile Green (s) 9.2 53.5 38.3 38.3 12.5 12.5 12.5 31.0 31.0


10th %ile Green (s) 7.4 56.0 42.6 42.6 10.0 10.0 10.0 31.0 31.0

10th %ile Term Code Gap Coord Coord Coord Min Min Min Max Max

Stops (vph) 66 1345 985 29 126 82 23 55 22

Fuel Used(l) 7 121 120 14 15 15 8 27 26

CO Emissions (g/hr) 134 2247 2220 250 277 283 149 498 480




Queue Length 50th (m) 15.5 124.2 100.1 0.0 35.2 11.4 0.0 ~22.8 0.0

Queue Length 95th (m) 31.3 #170.4 #146.5 21.9 54.9 23.8 20.4 #53.7 17.1


Turn Bay Length (m) 75.0 150.0 200.0 200.0 50.0










Reduced v/c Ratio 0.55 0.83 0.87 0.45 0.38 0.34 0.38 1.29 0.35


Area Type: Other

Cycle Length: 115



Natural Cycle: 115










Splits and Phases: 7: Hwy 400 S-E/W Rramp/Fairview Road & Big Bay Point Rd

8: Harvie Rd & Hwy 400 N-E/W Rramp Future 2031 Condition




Lane Group EBL EBT WBT WBR SBL SBR

Lane Configurations

Volume (vph) 0 649 803 0 1084 251

Ideal Flow (vphpl) 1900 1900 1900 1900 2200 2200

Storage Length (m) 0.0 0.0 0.0 100.0



Lane Util. Factor 1.00 0.91 0.91 1.00 0.97 1.00

Frt 0.850

Flt Protected 0.950

Satd. Flow (prot) 0 4932 4980 0 3747 1795

Flt Permitted 0.950

Satd. Flow (perm) 0 4932 4980 0 3747 1795


Satd. Flow (RTOR) 59


Link Distance (m) 110.2 87.2 212.7

Travel Time (s) 6.6 5.2 12.8

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 0% 4% 3% 0% 7% 3%

Adj. Flow (vph) 0 705 873 0 1178 273



Enter Blocked Intersection Yes Yes Yes Yes Yes Yes

Lane Alignment Left Left Left Right Left R NA





Headway Factor 1.01 1.01 1.01 1.01 0.84 0.84


Number of Detectors 2 2 1 1

Detector Template Thru Thru Left Right

Leading Detector (m) 10.0 10.0 2.0 2.0

Trailing Detector (m) 0.0 0.0 0.0 0.0


Detector 1 Size(m) 0.6 0.6 2.0 2.0


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0




Detector 2 Channel


Turn Type NA NA NA Perm


Permitted Phases 6






Detector Phase 4 8 6 6

Switch Phase

Minimum Initial (s) 24.0 24.0 10.0 10.0

Minimum Split (s) 30.0 30.0 22.0 22.0

Total Split (s) 30.0 30.0 30.0 30.0

Total Split (%) 50.0% 50.0% 50.0% 50.0%

Maximum Green (s) 24.0 24.0 24.0 24.0

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 2.0 2.0 2.0 2.0



Lead/Lag

Lead-Lag Optimize?

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Recall Mode None None Max Max

Walk Time (s) 9.0 9.0 7.0 7.0

Flash Dont Walk (s) 13.0 13.0 9.0 9.0


Act Effct Green (s) 24.0 24.0 24.0 24.0


v/c Ratio 0.36 0.44 0.79 0.36

Control Delay 13.3 14.0 20.5 11.4

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 13.3 14.0 20.5 11.4

LOS B B C B


Approach LOS B B B

90th %ile Green (s) 24.0 24.0 24.0 24.0

90th %ile Term Code Max Max MaxR MaxR

70th %ile Green (s) 24.0 24.0 24.0 24.0


50th %ile Green (s) 24.0 24.0 24.0 24.0


30th %ile Green (s) 24.0 24.0 24.0 24.0


10th %ile Green (s) 24.0 24.0 24.0 24.0


Stops (vph) 423 545 893 131

Fuel Used(l) 26 32 89 16

CO Emissions (g/hr) 490 597 1650 288




Queue Length 50th (m) 19.1 24.6 56.2 15.4

Queue Length 95th (m) 26.8 33.6 77.7 30.5












Reduced v/c Ratio 0.36 0.44 0.79 0.36


Area Type: Other

Cycle Length: 60


Natural Cycle: 60











Splits and Phases: 8: Harvie Rd & Hwy 400 N-E/W Rramp

9: Bryne Dr & Harvie Rd Future 2031 Condition





Lane Configurations

Volume (vph) 97 734 59 235 653 166 16 121 143 54 218 14

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Storage Length (m) 100.0 0.0 125.0 0.0 100.0 100.0 175.0 75.0


Taper Length (m) 60.0 60.0 60.0 60.0

Lane Util. Factor 1.00 0.91 0.91 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00

Ped Bike Factor 1.00 1.00 1.00 0.98 0.98 0.99 0.98

Frt 0.989 0.850 0.850 0.850

Flt Protected 0.950 0.950 0.950 0.950

Satd. Flow (prot) 1767 4921 0 1750 3500 1493 1785 3368 1597 1750 3570 1452

Flt Permitted 0.382 0.268 0.604 0.668

Satd. Flow (perm) 708 4921 0 493 3500 1462 1135 3368 1563 1221 3570 1421


Satd. Flow (RTOR) 20 180 155 109

Link Speed (k/h) 60 60 50 50

Link Distance (m) 322.0 138.8 207.4 251.0

Travel Time (s) 19.3 8.3 14.9 18.1

Confl. Peds. (#/hr) 10 10 10 10 10 10 10

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 1% 3% 2% 2% 2% 7% 0% 6% 0% 2% 0% 10%

Adj. Flow (vph) 105 798 64 255 710 180 17 132 155 59 237 15




Lane Alignment L NA Left R NA Left Left R NA L NA L NA R NA L NA Left R NA

Median Width(m) 3.5 3.5 3.5 3.5

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01

Turning Speed (k/h) 25 20 25 20 25 30 25 20






Detector 1 Size(m) 2.0 0.6 2.0 0.6 6.1 2.0 10.0 10.0 10.0 10.0 2.0


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0




Detector 2 Channel


Turn Type Perm NA pm+pt NA Perm Perm NA Perm Perm NA Perm







Permitted Phases 2 6 6 8 8 4 4

Detector Phase 2 2 1 6 6 8 8 8 4 4 4

Switch Phase


Minimum Split (s) 31.0 31.0 11.0 31.0 31.0 28.0 28.0 28.0 28.0 28.0 28.0

Total Split (s) 31.0 31.0 11.0 42.0 42.0 28.0 28.0 28.0 28.0 28.0 28.0

Total Split (%) 44.3% 44.3% 15.7% 60.0% 60.0% 40.0% 40.0% 40.0% 40.0% 40.0% 40.0%

Maximum Green (s) 25.0 25.0 7.0 36.0 36.0 22.0 22.0 22.0 22.0 22.0 22.0

Yellow Time (s) 4.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 2.0 2.0 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0


Total Lost Time (s) 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0


Lead-Lag Optimize? Yes Yes


Recall Mode C-Max C-Max None C-Max C-Max None None None None None None

Walk Time (s) 10.0 10.0 10.0 10.0 9.0 9.0 9.0 9.0 9.0 9.0

Flash Dont Walk (s) 15.0 15.0 15.0 15.0 13.0 13.0 13.0 13.0 13.0 13.0

Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0 0

Act Effct Green (s) 33.7 33.7 49.2 47.2 47.2 10.8 10.8 10.8 10.8 10.8 10.8


v/c Ratio 0.31 0.36 0.49 0.30 0.17 0.10 0.25 0.42 0.32 0.43 0.05

Control Delay 15.5 12.1 7.2 5.2 1.2 26.2 27.1 8.7 30.9 29.3 0.3

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 15.5 12.1 7.2 5.2 1.2 26.2 27.1 8.7 30.9 29.3 0.3

LOS B B A A A C C A C C A

Approach Delay 12.5 5.0 17.7 28.2

Approach LOS B A B C

90th %ile Green (s) 29.1 29.1 12.2 45.3 45.3 12.7 12.7 12.7 12.7 12.7 12.7

90th %ile Term Code Coord Coord Gap Coord Coord Hold Hold Hold Gap Gap Gap

70th %ile Green (s) 32.4 32.4 10.5 46.9 46.9 11.1 11.1 11.1 11.1 11.1 11.1

70th %ile Term Code Coord Coord Gap Coord Coord Hold Hold Hold Gap Gap Gap

50th %ile Green (s) 34.7 34.7 9.3 48.0 48.0 10.0 10.0 10.0 10.0 10.0 10.0

50th %ile Term Code Coord Coord Gap Coord Coord Min Min Min Min Min Min

30th %ile Green (s) 35.6 35.6 8.4 48.0 48.0 10.0 10.0 10.0 10.0 10.0 10.0


10th %ile Green (s) 36.8 36.8 7.2 48.0 48.0 10.0 10.0 10.0 10.0 10.0 10.0


Stops (vph) 62 461 76 239 11 16 102 26 49 189 0

Fuel Used(l) 6 44 7 20 3 1 8 6 10 38 2

CO Emissions (g/hr) 109 823 136 377 57 21 156 107 177 707 35




Queue Length 50th (m) 7.7 23.0 8.9 15.8 0.0 2.0 8.2 0.0 7.1 15.2 0.0

Queue Length 95th (m) 21.0 36.8 18.3 26.0 5.4 6.8 14.7 13.7 16.5 24.0 0.0


Turn Bay Length (m) 100.0 125.0 100.0 100.0 175.0 75.0










Reduced v/c Ratio 0.31 0.36 0.49 0.30 0.17 0.05 0.12 0.26 0.15 0.21 0.03


Area Type: Other

Cycle Length: 70



Natural Cycle: 70






Splits and Phases: 9: Bryne Dr & Harvie Rd

10: Hwy 400 S-E/W Rramp/Hwy 400 E-N Ramp & Mapleview Drive East Future 2031 Condition





Lane Configurations

Volume (vph) 413 1370 0 0 975 868 408 0 192 0 0 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.0 3.5 3.5 3.5 3.5 3.5 3.8 3.8 3.8 3.7 3.7 3.7

Storage Length (m) 110.0 0.0 0.0 140.0 265.0 265.0 0.0 0.0


Taper Length (m) 7.5 7.5 7.5 7.5

Lane Util. Factor 0.97 *0.95 1.00 1.00 *0.95 1.00 0.97 1.00 0.88 1.00 1.00 1.00


Frt 0.850 0.850


Satd. Flow (prot) 3204 5100 0 0 5250 1566 3475 0 2767 0 0 0


Satd. Flow (perm) 3196 5100 0 0 5250 1537 3475 0 2767 0 0 0



Link Speed (k/h) 60 60 50 50

Link Distance (m) 204.3 248.7 505.8 390.3

Travel Time (s) 12.3 14.9 36.4 28.1



Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Heavy Vehicles (%) 2% 5% 0% 0% 2% 2% 3% 0% 5% 0% 0% 0%

Adj. Flow (vph) 435 1442 0 0 1026 914 429 0 202 0 0 0





Median Width(m) 8.5 6.2 7.6 7.6

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 1.09 1.01 1.01 1.01 1.01 1.01 0.97 0.97 0.97 0.99 0.99 0.99

Turning Speed (k/h) 25 15 25 15 25 15 25 15


Detector Template




Detector 1 Size(m) 10.0 10.0 10.0 10.0 10.0 10.0


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0

Turn Type Prot NA NA Perm custom custom









Switch Phase


Minimum Split (s) 19.0 30.0 30.0 30.0 30.0 30.0

Total Split (s) 19.0 60.0 41.0 41.0 30.0 41.0

Total Split (%) 21.1% 66.7% 45.6% 45.6% 33.3% 45.6%

Maximum Green (s) 15.0 54.0 35.0 35.0 24.0 35.0

Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 2.0 2.0 2.0 2.0 2.0


Total Lost Time (s) 4.0 6.0 6.0 6.0 6.0 6.0

Lead/Lag Lead Lag Lag Lag

Lead-Lag Optimize?


Recall Mode None None C-Max C-Max None C-Max

Walk Time (s) 12.0 12.0 12.0 12.0 12.0

Flash Dont Walk (s) 12.0 12.0 12.0 12.0 12.0


Act Effct Green (s) 14.8 54.0 35.2 35.2 24.0 35.2


v/c Ratio 0.83 0.47 0.50 0.90 0.46 0.17

Control Delay 50.8 10.7 21.8 20.0 29.6 3.1

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 50.8 10.7 21.8 20.0 29.6 3.1

LOS D B C B C A


Approach LOS B C

90th %ile Green (s) 15.0 54.0 35.0 35.0 24.0 35.0

90th %ile Term Code Max Coord Coord Coord Max Coord

70th %ile Green (s) 15.0 54.0 35.0 35.0 24.0 35.0


50th %ile Green (s) 15.0 54.0 35.0 35.0 24.0 35.0


30th %ile Green (s) 15.0 54.0 35.0 35.0 24.0 35.0


10th %ile Green (s) 14.1 54.0 35.9 35.9 24.0 35.9

10th %ile Term Code Gap Coord Coord Coord Max Coord

Stops (vph) 376 710 706 270 330 19

Fuel Used(l) 36 58 60 41 36 10

CO Emissions (g/hr) 659 1082 1114 755 671 187




Queue Length 50th (m) 37.7 44.7 46.3 37.6 31.9 0.0

Queue Length 95th (m) #59.9 54.3 57.9 #138.7 45.4 6.9


Turn Bay Length (m) 110.0 140.0 265.0 265.0










Reduced v/c Ratio 0.81 0.47 0.50 0.90 0.46 0.17


Area Type: Other

Cycle Length: 90



Natural Cycle: 90




Intersection Capacity Utilization 99.5% ICU Level of Service F





Splits and Phases: 10: Hwy 400 S-E/W Rramp/Hwy 400 E-N Ramp & Mapleview Drive East

11: Highway 400 E/W-S Ramp/Hwy 400 N-E/W Rramp & Mapleview Drive WestFuture 2031 Condition





Lane Configurations

Volume (vph) 0 1048 270 361 1022 0 0 0 0 735 0 836

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.5 3.5 3.5 3.2 3.5 3.7 3.7 3.7 3.7 3.2 3.7 4.8

Grade (%) -4% 0% 0% 0%

Storage Length (m) 0.0 50.0 132.0 0.0 0.0 0.0 300.0 300.0


Taper Length (m) 7.5 7.5 7.5 7.5

Lane Util. Factor 1.00 *0.95 1.00 1.00 *0.95 1.00 1.00 1.00 1.00 0.97 1.00 0.88


Frt 0.850 0.850


Satd. Flow (prot) 0 7070 1551 1675 5250 0 0 0 0 3098 0 3158


Satd. Flow (perm) 0 7070 1510 347 5250 0 0 0 0 3098 0 3158



Link Speed (k/h) 60 60 50 50

Link Distance (m) 142.3 204.3 254.2 416.8

Travel Time (s) 8.5 12.3 18.3 30.0



Peak Hour Factor 0.95 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 1.00 0.95 1.00

Heavy Vehicles (%) 0% 3% 5% 3% 2% 0% 0% 0% 0% 8% 0% 2%

Adj. Flow (vph) 0 1048 270 361 1022 0 0 0 0 735 0 836





Median Width(m) 3.2 7.5 6.4 6.4

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 0.99 0.99 0.99 1.06 1.01 0.99 0.99 0.99 0.99 1.06 0.99 0.85

Turning Speed (k/h) 25 15 25 15 25 15 25 15


Detector Template




Detector 1 Size(m) 10.0 10.0 10.0 10.0 10.0 10.0


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0

Turn Type NA Perm pm+pt NA custom custom









Switch Phase


Minimum Split (s) 30.0 30.0 14.0 30.0 34.0 34.0

Total Split (s) 30.0 30.0 16.0 46.0 34.0 34.0

Total Split (%) 37.5% 37.5% 20.0% 57.5% 42.5% 42.5%

Maximum Green (s) 24.0 24.0 12.0 40.0 28.0 28.0

Yellow Time (s) 4.0 4.0 3.0 4.0 4.0 4.0

All-Red Time (s) 2.0 2.0 1.0 2.0 2.0 2.0


Total Lost Time (s) 6.0 6.0 4.0 6.0 6.0 6.0


Lead-Lag Optimize?



Walk Time (s) 12.0 12.0 11.0 11.0

Flash Dont Walk (s) 12.0 12.0 17.0 17.0


Act Effct Green (s) 24.6 24.6 43.2 41.2 26.8 26.8


v/c Ratio 0.48 0.41 0.91 0.38 0.71 0.73

Control Delay 23.6 5.1 44.9 12.5 27.3 24.1

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 23.6 5.1 44.9 12.5 27.3 24.1

LOS C A D B C C


Approach LOS B C

90th %ile Green (s) 24.0 24.0 12.0 40.0 28.0 28.0

90th %ile Term Code Coord Coord Max Coord Max Max

70th %ile Green (s) 24.0 24.0 12.0 40.0 28.0 28.0


50th %ile Green (s) 24.0 24.0 12.0 40.0 28.0 28.0


30th %ile Green (s) 24.0 24.0 12.3 40.3 27.7 27.7

30th %ile Term Code Coord Coord Max Coord Gap Gap

10th %ile Green (s) 27.0 27.0 14.7 45.7 22.3 22.3


Stops (vph) 816 31 189 581 614 614

Fuel Used(l) 58 5 25 47 58 62

CO Emissions (g/hr) 1079 100 462 863 1079 1154




Queue Length 50th (m) 34.2 0.0 32.3 32.0 48.2 52.5

Queue Length 95th (m) 42.8 15.8 #82.9 40.8 66.7 74.3


Turn Bay Length (m) 50.0 132.0 300.0 300.0










Reduced v/c Ratio 0.48 0.41 0.91 0.38 0.68 0.71


Area Type: Other

Cycle Length: 80



Natural Cycle: 80















Lane Configurations

Volume (vph) 0 0 0 206 905 77 0 1270 721 83 849 145

Ideal Flow (vphpl) 2200 2200 2200 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.7 3.7 3.7 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5

Grade (%) 0% 0% -2% 2%

Storage Length (m) 0.0 0.0 175.0 0.0 0.0 25.0 80.0 60.0


Taper Length (m) 2.5 70.0 2.5 40.0

Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.91 1.00 1.00 0.91 1.00


Frt 0.850 0.850 0.850


Satd. Flow (prot) 0 0 0 1767 1824 1581 0 5030 1597 1667 5028 1535


Satd. Flow (perm) 0 0 0 1767 1824 1556 0 5030 1575 249 5028 1535



Link Speed (k/h) 60 60 50 50

Link Distance (m) 274.8 497.7 104.7 327.4

Travel Time (s) 16.5 29.9 7.5 23.6

Confl. Peds. (#/hr) 4 7 7

Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Heavy Vehicles (%) 0% 0% 0% 1% 3% 1% 0% 3% 1% 6% 1% 3%

Adj. Flow (vph) 0 0 0 206 905 77 0 1270 721 83 849 145





Median Width(m) 0.0 3.5 7.0 7.0

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 0.81 0.81 0.81 1.01 1.01 1.01 1.00 1.00 1.00 1.03 1.03 1.03

Turning Speed (k/h) 24 14 24 14 24 14 24 14


Detector Template Left Thru Right Thru Right Left Thru Right




Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0




Detector 2 Channel







Turn Type Perm NA Perm NA Free pm+pt NA Perm


Permitted Phases 8 8 Free 6 6


Switch Phase


Minimum Split (s) 35.0 35.0 35.0 28.0 13.0 30.0 30.0

Total Split (s) 54.0 54.0 54.0 28.0 13.0 41.0 41.0

Total Split (%) 56.8% 56.8% 56.8% 29.5% 13.7% 43.2% 43.2%

Maximum Green (s) 48.0 48.0 48.0 22.0 9.0 35.0 35.0

Yellow Time (s) 4.0 4.0 4.0 4.0 3.0 4.0 4.0

All-Red Time (s) 2.0 2.0 2.0 2.0 1.0 2.0 2.0


Total Lost Time (s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0

Lead/Lag Lag Lead

Lead-Lag Optimize? Yes


Recall Mode None None None C-Max None C-Max C-Max

Walk Time (s) 12.0 12.0 12.0 9.0 9.0 9.0

Flash Dont Walk (s) 17.0 17.0 17.0 13.0 13.0 13.0


Act Effct Green (s) 48.0 48.0 48.0 25.0 95.0 37.0 35.0 35.0


v/c Ratio 0.23 0.98 0.09 0.96 0.46 0.38 0.46 0.23

Control Delay 14.0 50.3 3.1 37.9 3.1 23.9 23.8 8.7

Queue Delay 0.0 0.0 0.0 1.3 0.0 0.0 0.0 0.0

Total Delay 14.0 50.3 3.1 39.3 3.1 23.9 23.8 8.7

LOS B D A D A C C A


Approach LOS D C C

90th %ile Green (s) 48.0 48.0 48.0 22.0 9.0 35.0 35.0


70th %ile Green (s) 48.0 48.0 48.0 22.0 9.0 35.0 35.0


50th %ile Green (s) 48.0 48.0 48.0 22.5 8.5 35.0 35.0

50th %ile Term Code Max Max Max Coord Gap Coord Coord

30th %ile Green (s) 48.0 48.0 48.0 23.6 7.4 35.0 35.0

30th %ile Term Code Max Max Max Coord Gap Coord Coord

10th %ile Green (s) 48.0 48.0 48.0 35.0 0.0 35.0 35.0

10th %ile Term Code Max Max Max Coord Skip Coord Coord

Stops (vph) 110 757 8 952 212 51 619 37

Fuel Used(l) 17 107 4 71 14 5 56 6

CO Emissions (g/hr) 306 1975 83 1314 253 97 1033 117




Queue Length 50th (m) 20.2 155.6 0.0 ~92.4 6.8 9.6 42.6 5.4

Queue Length 95th (m) 33.3 #241.5 6.3 #118.4 130.4 19.2 54.1 17.7







Turn Bay Length (m) 175.0 25.0 80.0 60.0





Reduced v/c Ratio 0.23 0.98 0.09 0.97 0.46 0.36 0.47 0.23


Area Type: Other

Cycle Length: 95


Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Green, Master Intersection

Natural Cycle: 90
















Lane Configurations

Volume (vph) 25 0 27 323 0 596 0 1370 0 0 1055 0

Ideal Flow (vphpl) 1900 1900 1900 2200 2200 2200 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.5 3.5 3.5 3.7 3.7 3.7 3.5 3.5 3.5 3.5 3.5 3.5

Grade (%) 0% 0% -1% 1%

Storage Length (m) 0.0 0.0 0.0 150.0 30.0 0.0 0.0 30.0


Taper Length (m) 2.5 2.5 20.0 2.5

Lane Util. Factor 1.00 1.00 1.00 0.95 0.91 0.95 1.00 0.91 1.00 1.00 0.91 1.00

Frt 0.850 0.865 0.850

Flt Protected 0.950 0.950 0.995

Satd. Flow (prot) 1785 0 1597 1968 1678 1727 1888 5005 0 0 5053 1869

Flt Permitted 0.345 0.950 0.995

Satd. Flow (perm) 648 0 1597 1968 1678 1727 1888 5005 0 0 5053 1869



Link Speed (k/h) 48 60 50 50

Link Distance (m) 79.3 462.0 49.7 104.7

Travel Time (s) 5.9 27.7 3.6 7.5

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 0% 0% 0% 2% 0% 4% 0% 3% 0% 0% 1% 0%

Adj. Flow (vph) 27 0 29 351 0 648 0 1489 0 0 1147 0





Median Width(m) 3.7 3.7 3.5 3.5

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 1.01 1.01 1.01 0.81 0.81 0.81 1.01 1.01 1.01 1.02 1.02 1.02

Turning Speed (k/h) 24 15 25 14 24 14 24 14


Detector Template Left Right Left Thru Right Left Thru Thru Right




Detector 1 Size(m) 6.1 6.1 6.1 1.8 6.1 6.1 1.8 1.8 6.1


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0




Detector 2 Channel


Turn Type custom custom Split NA Perm Perm NA NA Perm









Switch Phase


Minimum Split (s) 31.0 31.0 31.0 31.0 31.0 30.0 30.0 30.0 30.0

Total Split (s) 31.0 31.0 31.0 31.0 31.0 33.0 33.0 33.0 33.0

Total Split (%) 32.6% 32.6% 32.6% 32.6% 32.6% 34.7% 34.7% 34.7% 34.7%

Maximum Green (s) 25.0 25.0 25.0 25.0 25.0 27.0 27.0 27.0 27.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0


Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0

Lead/Lag

Lead-Lag Optimize?


Recall Mode None None None None None C-Max C-Max C-Max C-Max

Walk Time (s) 10.0 10.0 10.0 10.0 10.0 7.0 7.0 7.0 7.0

Flash Dont Walk (s) 15.0 15.0 15.0 15.0 15.0 9.0 9.0 9.0 9.0

Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0

Act Effct Green (s) 15.6 15.6 21.9 21.9 21.9 45.9 45.9


v/c Ratio 0.25 0.08 0.70 0.55 0.51 0.62 0.47

Control Delay 37.6 0.5 41.6 8.6 6.2 23.8 12.2

Queue Delay 0.0 0.0 0.0 0.1 0.1 0.3 0.0

Total Delay 37.6 0.5 41.6 8.7 6.3 24.1 12.2

LOS D A D A A C B


Approach LOS B C B

90th %ile Green (s) 25.0 25.0 25.0 25.0 25.0 27.0 27.0 27.0 27.0

90th %ile Term Code Max Max Max Max Max Coord Coord Coord Coord

70th %ile Green (s) 19.1 19.1 26.8 26.8 26.8 31.1 31.1 31.1 31.1


50th %ile Green (s) 13.8 13.8 23.6 23.6 23.6 39.6 39.6 39.6 39.6


30th %ile Green (s) 0.0 0.0 19.4 19.4 19.4 63.6 63.6 63.6 63.6


10th %ile Green (s) 0.0 0.0 14.7 14.7 14.7 68.3 68.3 68.3 68.3


Stops (vph) 23 0 257 51 32 809 429

Fuel Used(l) 1 0 29 17 15 60 30

CO Emissions (g/hr) 26 4 542 306 277 1114 555




Queue Length 50th (m) 4.5 0.0 54.7 5.3 0.0 63.3 26.8

Queue Length 95th (m) 11.0 0.0 82.0 29.3 20.7 #134.9 34.8












Reduced v/c Ratio 0.16 0.06 0.60 0.53 0.49 0.71 0.48


Area Type: Other

Cycle Length: 95



Natural Cycle: 95














Lane Configurations

Volume (vph) 655 0 893 0 0 0 0 1474 0 0 1209 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.7 3.7 3.7 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5

Grade (%) 0% 0% -1% 1%

Storage Length (m) 150.0 150.0 0.0 0.0 0.0 0.0 0.0 0.0


Taper Length (m) 60.0 2.5 60.0 2.5

Lane Util. Factor 0.97 0.95 0.95 1.00 1.00 1.00 1.00 0.91 0.91 1.00 0.91 1.00


Frt 0.850 0.850

Flt Protected 0.950

Satd. Flow (prot) 3340 1450 1450 0 0 0 0 4957 0 0 5053 0

Flt Permitted 0.950

Satd. Flow (perm) 3336 1450 1450 0 0 0 0 4957 0 0 5053 0



Link Speed (k/h) 60 60 50 50

Link Distance (m) 530.9 30.3 117.6 33.7

Travel Time (s) 31.9 1.8 8.5 2.4


Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 6% 0% 7% 0% 0% 0% 0% 4% 0% 0% 1% 0%

Adj. Flow (vph) 712 0 971 0 0 0 0 1602 0 0 1314 0

Shared Lane Traffic (%) 50%




Median Width(m) 7.4 7.4 0.0 0.0

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 0.99 0.99 0.99 1.01 1.01 1.01 1.01 1.01 1.01 1.02 1.02 1.02

Turning Speed (k/h) 24 15 25 14 24 14 24 14


Detector Template Left Thru Right Thru Thru




Detector 1 Size(m) 6.1 1.8 6.1 1.8 1.8


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0




Detector 2 Channel







Turn Type Perm NA Perm NA NA




Switch Phase


Minimum Split (s) 28.0 28.0 28.0 30.0 30.0

Total Split (s) 50.0 50.0 50.0 45.0 45.0

Total Split (%) 52.6% 52.6% 52.6% 47.4% 47.4%

Maximum Green (s) 44.0 44.0 44.0 39.0 39.0

Yellow Time (s) 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 2.0 2.0 2.0 2.0 2.0


Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0

Lead/Lag

Lead-Lag Optimize?


Recall Mode None None None C-Max C-Max

Walk Time (s) 9.0 9.0 9.0 7.0 7.0

Flash Dont Walk (s) 13.0 13.0 13.0 13.0 13.0


Act Effct Green (s) 39.4 39.4 39.4 43.6 43.6


v/c Ratio 0.51 0.78 0.78 0.70 0.57

Control Delay 21.6 31.5 31.4 23.7 11.9

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 21.6 31.5 31.4 23.7 11.9

LOS C C C C B


Approach LOS C C B

90th %ile Green (s) 44.0 44.0 44.0 39.0 39.0

90th %ile Term Code Max Max Max Coord Coord

70th %ile Green (s) 44.0 44.0 44.0 39.0 39.0

70th %ile Term Code Max Max Max Coord Coord

50th %ile Green (s) 43.2 43.2 43.2 39.8 39.8


30th %ile Green (s) 37.2 37.2 37.2 45.8 45.8


10th %ile Green (s) 28.5 28.5 28.5 54.5 54.5


Stops (vph) 456 351 349 1149 490

Fuel Used(l) 56 43 43 69 32

CO Emissions (g/hr) 1032 791 788 1279 600




Queue Length 50th (m) 45.1 68.5 68.3 90.1 27.7

Queue Length 95th (m) 58.8 107.0 106.7 109.8 44.8












Reduced v/c Ratio 0.46 0.71 0.70 0.70 0.57


Area Type: Other

Cycle Length: 95



Natural Cycle: 60












Lane Configurations

Volume (vph) 45 753 27 355 1019 728 180 366 578 558 19 17

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.5 3.5 3.5 3.5 3.5 3.5 3.7 3.7 3.7 3.7 3.7 3.7

Grade (%) -8% 1% 0% 0%

Storage Length (m) 80.0 0.0 100.0 130.0 70.0 300.0 85.0 0.0


Taper Length (m) 60.0 100.0 50.0 30.0

Lane Util. Factor 1.00 0.91 0.91 0.97 0.91 1.00 1.00 0.95 1.00 1.00 0.95 0.95

Ped Bike Factor 1.00 0.99 0.99 0.99 1.00 0.99

Frt 0.995 0.850 0.850 0.929

Flt Protected 0.950 0.950 0.950 0.950

Satd. Flow (prot) 1856 5106 0 3313 5004 1485 1825 3614 1601 1521 3352 0

Flt Permitted 0.269 0.950 0.732 0.386

Satd. Flow (perm) 526 5106 0 3288 5004 1485 1390 3614 1578 617 3352 0



Link Speed (k/h) 50 50 50 60

Link Distance (m) 378.3 163.0 314.0 150.7

Travel Time (s) 27.2 11.7 22.6 9.0

Confl. Peds. (#/hr) 8 8 10 2 2 10

Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Heavy Vehicles (%) 0% 4% 0% 4% 2% 7% 0% 1% 2% 20% 0% 0%

Mid-Block Traffic (%) 0% 0% 25% 0%

Adj. Flow (vph) 45 753 27 355 1019 728 180 366 578 558 19 17





Median Width(m) 7.0 7.0 3.7 3.7

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 0.96 0.96 0.96 1.02 1.02 1.02 0.99 0.99 0.99 0.99 0.99 0.99

Turning Speed (k/h) 25 15 25 14 24 15 25 15

Number of Detectors 1 2 1 2 1 1 2 1 1 2

Detector Template Left Thru Left Thru Right Left Thru Right Left Thru

Leading Detector (m) 6.1 30.5 6.1 30.5 6.1 6.1 30.5 6.1 6.1 30.5

Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Size(m) 6.1 1.8 6.1 1.8 6.1 6.1 1.8 6.1 6.1 1.8

Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex

Detector 1 Channel

Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0


Detector 2 Size(m) 1.8 1.8 1.8 1.8







Detector 2 Channel


Turn Type Perm NA Prot NA Perm Perm NA Perm pm+pt NA

Protected Phases 2 1 6 8 7 4


Detector Phase 2 2 1 6 6 8 8 8 7 4

Switch Phase

Minimum Initial (s) 24.0 24.0 7.0 24.0 24.0 10.0 10.0 10.0 7.0 10.0

Minimum Split (s) 30.0 30.0 11.0 30.0 30.0 35.0 35.0 35.0 11.0 35.0

Total Split (s) 32.0 32.0 18.0 50.0 50.0 35.0 35.0 35.0 35.0 70.0

Total Split (%) 26.7% 26.7% 15.0% 41.7% 41.7% 29.2% 29.2% 29.2% 29.2% 58.3%

Maximum Green (s) 26.0 26.0 14.0 44.0 44.0 29.0 29.0 29.0 31.0 64.0

Yellow Time (s) 4.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0 3.0 4.0

All-Red Time (s) 2.0 2.0 1.0 2.0 2.0 2.0 2.0 2.0 1.0 2.0

Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Lost Time (s) 6.0 6.0 4.0 6.0 6.0 6.0 6.0 6.0 4.0 6.0

Lead/Lag Lag Lag Lead Lag Lag Lag Lead

Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes

Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0

Recall Mode C-Max C-Max None C-Max C-Max None None None None None

Walk Time (s) 9.0 9.0 9.0 9.0 12.0 12.0 12.0 12.0

Flash Dont Walk (s) 13.0 13.0 13.0 13.0 17.0 17.0 17.0 17.0


Act Effct Green (s) 26.3 26.3 14.2 44.5 44.5 28.5 28.5 28.5 65.5 63.5

Actuated g/C Ratio 0.22 0.22 0.12 0.37 0.37 0.24 0.24 0.24 0.55 0.53

v/c Ratio 0.39 0.70 0.91 0.55 0.77 0.55 0.43 0.97 0.98 0.02

Control Delay 52.2 46.9 79.7 31.3 10.9 47.0 40.5 54.6 55.0 8.4

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 52.2 46.9 79.7 31.3 10.9 47.0 40.5 54.6 55.0 8.4

LOS D D E C B D D D D A

Approach Delay 47.2 32.4 48.8 52.2

Approach LOS D C D D

90th %ile Green (s) 26.0 26.0 14.0 44.0 44.0 29.0 29.0 29.0 31.0 64.0

90th %ile Term Code Coord Coord Max Coord Coord Max Max Max Max Hold

70th %ile Green (s) 26.0 26.0 14.0 44.0 44.0 29.0 29.0 29.0 31.0 64.0


50th %ile Green (s) 26.0 26.0 14.0 44.0 44.0 29.0 29.0 29.0 31.0 64.0


30th %ile Green (s) 26.0 26.0 14.0 44.0 44.0 29.0 29.0 29.0 31.0 64.0


10th %ile Green (s) 27.3 27.3 15.0 46.3 46.3 26.7 26.7 26.7 31.0 61.7


Stops (vph) 39 698 320 782 142 155 302 285 347 11

Fuel Used(l) 4 72 36 62 23 34 67 108 42 1

CO Emissions (g/hr) 80 1329 662 1142 432 629 1239 1993 779 20

NOx Emissions (g/hr) 15 259 129 222 84 122 241 388 152 4

VOC Emissions (g/hr) 18 308 154 265 100 146 287 462 181 5

Dilemma Vehicles (#) 0 0 0 0 0 0 0 0 0 1

Queue Length 50th (m) 9.1 62.3 43.2 69.3 14.8 37.1 38.4 77.0 89.4 1.0






Queue Length 95th (m) 21.6 76.9 #70.6 83.2 66.8 60.4 52.7 #150.3 #155.1 3.6


Turn Bay Length (m) 80.0 100.0 130.0 70.0 300.0 85.0

Base Capacity (vph) 114 1120 392 1853 949 335 873 598 570 1795

Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0

Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0

Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0

Reduced v/c Ratio 0.39 0.70 0.91 0.55 0.77 0.54 0.42 0.97 0.98 0.02


Area Type: Other

Cycle Length: 120



Natural Cycle: 100








Splits and Phases: 4: Bryne Dr/Ardagh Rd & Essa Rd






Lane Configurations

Volume (vph) 68 576 612 122 600 204

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Storage Length (m) 0.0 0.0 0.0 100.0



Lane Util. Factor 1.00 1.00 0.95 0.95 0.97 1.00

Frt 0.850 0.975


Satd. Flow (prot) 1785 1566 3379 0 3298 1842


Satd. Flow (perm) 1785 1566 3379 0 3298 1842




Link Distance (m) 210.9 372.4 103.8

Travel Time (s) 12.7 22.3 6.2

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 0% 2% 3% 3% 5% 2%

Adj. Flow (vph) 74 626 665 133 652 222









Headway Factor 1.01 1.01 1.01 1.01 1.01 1.01







Detector 1 Size(m) 6.1 6.1 1.8 6.1 1.8


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0




Detector 2 Channel


Turn Type NA Perm NA Prot NA


Permitted Phases 8







Switch Phase


Minimum Split (s) 25.0 25.0 30.0 11.0 30.0

Total Split (s) 25.0 25.0 30.0 20.0 50.0

Total Split (%) 33.3% 33.3% 40.0% 26.7% 66.7%

Maximum Green (s) 19.0 19.0 24.0 16.0 44.0

Yellow Time (s) 4.0 4.0 4.0 3.0 4.0

All-Red Time (s) 2.0 2.0 2.0 1.0 2.0


Total Lost Time (s) 6.0 6.0 6.0 4.0 6.0

Lead/Lag Lag Lead

Lead-Lag Optimize?


Recall Mode None None Max None Max

Walk Time (s) 8.0 8.0 7.0

Flash Dont Walk (s) 11.0 11.0 9.0

Pedestrian Calls (#/hr) 0 0 0

Act Effct Green (s) 14.8 14.8 24.2 15.9 44.1


v/c Ratio 0.20 0.89 0.68 0.88 0.19

Control Delay 23.9 23.6 23.5 43.5 7.0

Queue Delay 0.0 0.0 0.0 0.0 0.0

Total Delay 23.9 23.6 23.5 43.5 7.0

LOS C C C D A


Approach LOS C C C

90th %ile Green (s) 19.0 19.0 24.0 16.0 44.0


70th %ile Green (s) 19.0 19.0 24.0 16.0 44.0


50th %ile Green (s) 16.6 16.6 24.0 16.0 44.0


30th %ile Green (s) 10.5 10.5 24.0 16.0 44.0


10th %ile Green (s) 10.0 10.0 24.6 15.4 44.0

10th %ile Term Code Min Min Hold Gap MaxR

Stops (vph) 52 156 584 513 84

Fuel Used(l) 4 26 123 68 14

CO Emissions (g/hr) 77 482 2273 1257 268




Queue Length 50th (m) 8.2 17.4 47.2 44.7 12.1

Queue Length 95th (m) 17.9 #77.2 69.2 #76.9 23.1












Reduced v/c Ratio 0.15 0.81 0.68 0.88 0.19


Area Type: Other

Cycle Length: 75


Natural Cycle: 75



















Lane Configurations

Volume (vph) 313 2051 180 29 1344 209 216 111 70 191 29 280

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Storage Length (m) 110.0 0.0 50.0 0.0 50.0 0.0 50.0 0.0


Taper Length (m) 30.0 30.0 30.0 30.0

Lane Util. Factor 1.00 0.91 0.91 1.00 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00

Frt 0.988 0.980 0.850 0.864

Flt Protected 0.950 0.950 0.950 0.950

Satd. Flow (prot) 1716 4854 0 1733 4941 0 1733 1842 1597 1767 1594 0

Flt Permitted 0.108 0.121 0.320 0.685

Satd. Flow (perm) 195 4854 0 221 4941 0 584 1842 1597 1274 1594 0


Satd. Flow (RTOR) 20 31 126 280

Link Speed (k/h) 60 60 50 50

Link Distance (m) 449.2 272.6 511.1 482.0

Travel Time (s) 27.0 16.4 36.8 34.7

Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

Heavy Vehicles (%) 4% 4% 9% 3% 2% 0% 3% 2% 0% 1% 0% 2%

Adj. Flow (vph) 313 2051 180 29 1344 209 216 111 70 191 29 280





Median Width(m) 3.5 3.5 3.5 3.5

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01

Turning Speed (k/h) 25 20 25 20 25 20 25 20


Detector Template Left Thru Left Thru Left Thru Right Left Thru




Detector 1 Size(m) 2.0 0.6 2.0 0.6 2.0 0.6 2.0 2.0 0.6


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0


Detector 2 Size(m) 0.6 0.6 0.6 0.6


Detector 2 Channel


Turn Type pm+pt NA Perm NA pm+pt NA Perm pm+pt NA









Switch Phase


Minimum Split (s) 11.0 30.0 30.0 30.0 11.0 31.0 31.0 11.0 31.0

Total Split (s) 17.0 50.0 33.0 33.0 14.0 31.0 31.0 14.0 31.0

Total Split (%) 17.9% 52.6% 34.7% 34.7% 14.7% 32.6% 32.6% 14.7% 32.6%

Maximum Green (s) 13.0 44.0 27.0 27.0 10.0 25.0 25.0 10.0 25.0

Yellow Time (s) 3.0 4.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0

All-Red Time (s) 1.0 2.0 2.0 2.0 1.0 2.0 2.0 1.0 2.0


Total Lost Time (s) 4.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0

Lead/Lag Lead Lag Lag Lead Lag Lag Lead Lag

Lead-Lag Optimize? Yes Yes Yes Yes Yes



Walk Time (s) 7.0 7.0 7.0 10.0 10.0 10.0

Flash Dont Walk (s) 9.0 9.0 9.0 15.0 15.0 15.0


Act Effct Green (s) 58.7 56.7 33.1 33.1 24.5 12.5 12.5 24.0 12.3


v/c Ratio 0.72 0.77 0.38 0.89 0.80 0.46 0.22 0.51 0.69

Control Delay 29.6 16.9 44.1 37.6 49.6 43.9 2.5 31.4 15.1

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 29.6 16.9 44.1 37.6 49.6 43.9 2.5 31.4 15.1

LOS C B D D D D A C B

Approach Delay 18.4 37.7 39.7 21.3

Approach LOS B D D C

90th %ile Green (s) 20.6 51.6 27.0 27.0 10.0 17.4 17.4 10.0 17.4

90th %ile Term Code Max Coord Coord Coord Max Hold Hold Max Gap

70th %ile Green (s) 21.8 56.2 30.4 30.4 10.0 12.8 12.8 10.0 12.8

70th %ile Term Code Gap Coord Coord Coord Max Gap Gap Max Hold

50th %ile Green (s) 20.0 57.9 33.9 33.9 10.0 11.1 11.1 10.0 11.1

50th %ile Term Code Gap Coord Coord Coord Max Gap Gap Max Hold

30th %ile Green (s) 18.3 59.0 36.7 36.7 10.0 10.0 10.0 10.0 10.0

30th %ile Term Code Gap Coord Coord Coord Max Min Min Max Min

10th %ile Green (s) 17.4 59.0 37.6 37.6 10.0 11.2 11.2 8.8 10.0

10th %ile Term Code Gap Coord Coord Coord Max Hold Hold Gap Min

Stops (vph) 200 1579 25 1261 175 99 2 153 57

Fuel Used(l) 26 167 2 122 23 11 4 17 19

CO Emissions (g/hr) 477 3088 46 2265 419 210 66 311 352




Queue Length 50th (m) 35.7 98.2 3.9 94.4 32.3 19.4 0.0 28.0 4.9

Queue Length 95th (m) #68.8 140.4 #17.1 #146.3 #53.8 33.2 2.1 42.1 28.1


Turn Bay Length (m) 110.0 50.0 50.0 50.0










Reduced v/c Ratio 0.72 0.77 0.38 0.89 0.80 0.23 0.14 0.51 0.49


Area Type: Other

Cycle Length: 95



Natural Cycle: 85




Intersection Capacity Utilization 112.8% ICU Level of Service H










Lane Configurations

Volume (vph) 95 1881 0 0 1273 567 221 62 587 69 0 196

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 2200 2200 2200 1900 1900 1900

Storage Length (m) 75.0 0.0 0.0 150.0 200.0 200.0 50.0 0.0


Taper Length (m) 60.0 30.0 60.0 30.0

Lane Util. Factor 1.00 0.91 1.00 1.00 0.91 1.00 0.91 0.86 0.91 1.00 1.00 1.00

Frt 0.850 0.883 0.850 0.850

Flt Protected 0.950 0.950 0.997 0.950

Satd. Flow (prot) 1700 5129 0 0 4980 1581 1808 3126 1588 1767 0 1581

Flt Permitted 0.090 0.950 0.997 0.160

Satd. Flow (perm) 161 5129 0 0 4980 1581 1808 3126 1588 298 0 1581


Satd. Flow (RTOR) 616 267 267 196

Link Speed (k/h) 60 60 60 60

Link Distance (m) 174.5 449.2 407.1 255.6

Travel Time (s) 10.5 27.0 24.4 15.3

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 1.00 1.00 1.00 1.00 1.00 1.00

Heavy Vehicles (%) 5% 0% 4% 0% 3% 1% 4% 3% 6% 1% 0% 1%

Adj. Flow (vph) 103 2045 0 0 1384 616 221 62 587 69 0 196




Lane Alignment L NA Left R NA L NA Left R NA Left Left R NA L NA Left Right

Median Width(m) 3.5 3.5 3.5 3.5

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 1.01 1.01 1.01 1.01 1.01 1.01 0.84 0.84 0.84 1.01 1.01 1.01

Turning Speed (k/h) 25 20 25 20 25 20 25 20


Detector Template Left Thru Thru Right Left Thru Right Left Right




Detector 1 Size(m) 10.0 1.8 1.8 6.1 2.0 0.6 6.1 10.0 2.0


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0




Detector 2 Channel


Turn Type pm+pt NA NA Perm Split NA Perm custom custom









Switch Phase


Minimum Split (s) 13.0 30.0 30.0 30.0 31.0 31.0 31.0 31.0 31.0

Total Split (s) 13.0 53.0 40.0 40.0 31.0 31.0 31.0 31.0 31.0

Total Split (%) 11.3% 46.1% 34.8% 34.8% 27.0% 27.0% 27.0% 27.0% 27.0%

Maximum Green (s) 9.0 47.0 34.0 34.0 25.0 25.0 25.0 25.0 25.0

Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0


Total Lost Time (s) 4.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0


Lead-Lag Optimize?



Walk Time (s) 7.0 7.0 7.0 10.0 10.0 10.0 10.0 10.0

Flash Dont Walk (s) 9.0 9.0 9.0 15.0 15.0 15.0 15.0 15.0


Act Effct Green (s) 55.3 53.3 40.4 40.4 18.7 18.7 18.7 25.0 25.0


v/c Ratio 0.53 0.86 0.79 0.65 0.68 0.52 0.61 1.08 0.39

Control Delay 29.0 33.1 38.6 6.1 56.2 14.9 12.4 180.7 7.7

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 29.0 33.1 38.6 6.1 56.2 14.9 12.4 180.7 7.7

LOS C C D A E B B F A


Approach LOS C C C

90th %ile Green (s) 9.0 47.0 34.0 34.0 25.0 25.0 25.0 25.0 25.0

90th %ile Term Code Max Coord Coord Coord Max Max Max Max Max

70th %ile Green (s) 10.8 49.9 35.1 35.1 22.1 22.1 22.1 25.0 25.0


50th %ile Green (s) 9.3 53.2 39.9 39.9 18.8 18.8 18.8 25.0 25.0


30th %ile Green (s) 8.0 55.8 43.8 43.8 16.2 16.2 16.2 25.0 25.0


10th %ile Green (s) 7.0 60.4 49.4 49.4 11.6 11.6 11.6 25.0 25.0

10th %ile Term Code Min Coord Coord Coord Gap Gap Gap Max Max

Stops (vph) 54 1558 1080 52 181 101 48 49 25

Fuel Used(l) 6 141 122 26 21 21 15 20 26

CO Emissions (g/hr) 111 2601 2263 489 398 388 272 365 485




Queue Length 50th (m) 12.5 146.8 102.4 0.0 46.8 12.7 5.4 ~17.2 0.0

Queue Length 95th (m) 26.3 #200.4 #140.2 29.0 69.0 26.4 31.4 #46.3 18.3


Turn Bay Length (m) 75.0 150.0 200.0 200.0 50.0










Reduced v/c Ratio 0.51 0.86 0.79 0.65 0.51 0.43 0.53 1.08 0.39


Area Type: Other

Cycle Length: 115



Natural Cycle: 115










Splits and Phases: 7: Hwy 400 S-E/W Rramp/Fairview Road & Big Bay Point Rd






Lane Configurations

Volume (vph) 0 998 1163 0 988 444

Ideal Flow (vphpl) 1900 1900 1900 1900 2200 2200

Storage Length (m) 0.0 0.0 0.0 100.0



Lane Util. Factor 1.00 0.91 0.91 1.00 0.97 1.00

Frt 0.850

Flt Protected 0.950

Satd. Flow (prot) 0 5079 5029 0 3747 1622

Flt Permitted 0.950

Satd. Flow (perm) 0 5079 5029 0 3747 1622


Satd. Flow (RTOR) 14


Link Distance (m) 110.2 87.2 212.7

Travel Time (s) 6.6 5.2 12.8

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 0% 1% 2% 0% 7% 14%

Adj. Flow (vph) 0 1085 1264 0 1074 483



Enter Blocked Intersection Yes Yes Yes Yes Yes Yes

Lane Alignment Left Left Left Right Left R NA





Headway Factor 1.01 1.01 1.01 1.01 0.84 0.84


Number of Detectors 2 2 1 1

Detector Template Thru Thru Left Right

Leading Detector (m) 10.0 10.0 2.0 2.0

Trailing Detector (m) 0.0 0.0 0.0 0.0


Detector 1 Size(m) 0.6 0.6 2.0 2.0


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0




Detector 2 Channel


Turn Type NA NA NA Perm


Permitted Phases 6






Detector Phase 4 8 6 6

Switch Phase

Minimum Initial (s) 24.0 24.0 10.0 10.0

Minimum Split (s) 30.0 30.0 22.0 22.0

Total Split (s) 30.0 30.0 30.0 30.0

Total Split (%) 50.0% 50.0% 50.0% 50.0%

Maximum Green (s) 24.0 24.0 24.0 24.0

Yellow Time (s) 4.0 4.0 4.0 4.0

All-Red Time (s) 2.0 2.0 2.0 2.0



Lead/Lag

Lead-Lag Optimize?

Vehicle Extension (s) 3.0 3.0 3.0 3.0

Recall Mode None None Max Max

Walk Time (s) 9.0 9.0 7.0 7.0

Flash Dont Walk (s) 13.0 13.0 9.0 9.0


Act Effct Green (s) 24.0 24.0 24.0 24.0


v/c Ratio 0.53 0.63 0.72 0.74

Control Delay 14.9 16.2 18.5 23.4

Queue Delay 0.0 0.0 0.0 0.0

Total Delay 14.9 16.2 18.5 23.4

LOS B B B C


Approach LOS B B B

90th %ile Green (s) 24.0 24.0 24.0 24.0


70th %ile Green (s) 24.0 24.0 24.0 24.0


50th %ile Green (s) 24.0 24.0 24.0 24.0


30th %ile Green (s) 24.0 24.0 24.0 24.0


10th %ile Green (s) 24.0 24.0 24.0 24.0


Stops (vph) 711 872 783 347

Fuel Used(l) 44 51 78 37

CO Emissions (g/hr) 813 951 1450 679




Queue Length 50th (m) 32.0 39.1 49.1 42.1

Queue Length 95th (m) 42.8 51.7 68.4 #84.0












Reduced v/c Ratio 0.53 0.63 0.72 0.74


Area Type: Other

Cycle Length: 60


Natural Cycle: 60













Splits and Phases: 8: Harvie Rd & Hwy 400 N-E/W Rramp






Lane Configurations

Volume (vph) 58 917 24 178 1144 285 109 500 401 204 65 132

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Storage Length (m) 100.0 0.0 125.0 50.0 100.0 0.0 175.0 75.0


Taper Length (m) 60.0 60.0 60.0 60.0

Lane Util. Factor 1.00 0.91 0.91 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00

Ped Bike Factor 1.00 1.00 1.00 0.98 0.98 1.00 0.98

Frt 0.996 0.850 0.850 0.850

Flt Protected 0.950 0.950 0.950 0.950

Satd. Flow (prot) 1750 5008 0 1733 3336 1581 1767 3535 1581 1767 3570 1581

Flt Permitted 0.170 0.165 0.708 0.274

Satd. Flow (perm) 313 5008 0 300 3336 1546 1317 3535 1544 507 3570 1544


Satd. Flow (RTOR) 5 281 228 141

Link Speed (k/h) 60 60 50 50

Link Distance (m) 322.0 138.8 207.4 251.0

Travel Time (s) 19.3 8.3 14.9 18.1

Confl. Peds. (#/hr) 10 10 10 10 10 10 10

Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92

Heavy Vehicles (%) 2% 2% 0% 3% 7% 1% 1% 1% 1% 1% 0% 1%

Adj. Flow (vph) 63 997 26 193 1243 310 118 543 436 222 71 143




Lane Alignment L NA Left R NA Left Left R NA L NA L NA R NA L NA Left R NA

Median Width(m) 3.5 3.5 3.5 3.5

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01

Turning Speed (k/h) 25 20 25 20 25 30 25 20






Detector 1 Size(m) 2.0 0.6 2.0 0.6 6.1 2.0 10.0 10.0 10.0 10.0 2.0


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0




Detector 2 Channel


Turn Type Perm NA pm+pt NA Perm pm+pt NA Perm pm+pt NA Perm







Permitted Phases 2 6 6 8 8 4 4

Detector Phase 2 2 1 6 6 3 8 8 7 4 4

Switch Phase


Minimum Split (s) 31.0 31.0 11.0 31.0 31.0 11.0 28.0 28.0 11.0 28.0 28.0

Total Split (s) 34.0 34.0 11.0 45.0 45.0 11.0 28.0 28.0 12.0 29.0 29.0

Total Split (%) 40.0% 40.0% 12.9% 52.9% 52.9% 12.9% 32.9% 32.9% 14.1% 34.1% 34.1%

Maximum Green (s) 28.0 28.0 7.0 39.0 39.0 7.0 22.0 22.0 8.0 23.0 23.0

Yellow Time (s) 4.0 4.0 3.0 4.0 4.0 3.0 4.0 4.0 3.0 4.0 4.0

All-Red Time (s) 2.0 2.0 1.0 2.0 2.0 1.0 2.0 2.0 1.0 2.0 2.0


Total Lost Time (s) 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0

Lead/Lag Lag Lag Lead Lead Lag Lag Lead Lag Lag

Lead-Lag Optimize? Yes Yes


Recall Mode C-Max C-Max None C-Max C-Max None None None None None None

Walk Time (s) 10.0 10.0 10.0 10.0 9.0 9.0 9.0 9.0

Flash Dont Walk (s) 15.0 15.0 15.0 15.0 13.0 13.0 13.0 13.0


Act Effct Green (s) 29.9 29.9 43.9 41.9 41.9 28.1 19.1 19.1 30.7 22.3 22.3


v/c Ratio 0.57 0.58 0.67 0.76 0.34 0.25 0.68 0.83 0.74 0.08 0.28

Control Delay 48.7 24.4 26.2 21.9 3.7 17.7 34.6 29.4 34.6 24.1 6.3

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 48.7 24.4 26.2 21.9 3.7 17.7 34.6 29.4 34.6 24.1 6.3

LOS D C C C A B C C C C A

Approach Delay 25.8 19.1 30.7 23.6

Approach LOS C B C C

90th %ile Green (s) 28.0 28.0 7.0 39.0 39.0 7.0 22.0 22.0 8.0 23.0 23.0

90th %ile Term Code Coord Coord Max Coord Coord Max Max Max Max Hold Hold

70th %ile Green (s) 28.0 28.0 7.0 39.0 39.0 7.0 22.0 22.0 8.0 23.0 23.0

70th %ile Term Code Coord Coord Max Coord Coord Max Max Max Max Hold Hold

50th %ile Green (s) 28.0 28.0 8.4 40.4 40.4 7.0 20.6 20.6 8.0 21.6 21.6

50th %ile Term Code Coord Coord Max Coord Coord Max Gap Gap Max Hold Hold

30th %ile Green (s) 30.1 30.1 9.7 43.8 43.8 7.0 17.2 17.2 8.0 18.2 18.2

30th %ile Term Code Coord Coord Gap Coord Coord Max Gap Gap Max Hold Hold

10th %ile Green (s) 35.5 35.5 7.8 47.3 47.3 0.0 13.7 13.7 8.0 25.7 25.7

10th %ile Term Code Coord Coord Gap Coord Coord Skip Gap Gap Max Hold Hold

Stops (vph) 48 738 90 899 33 70 438 188 138 46 20

Fuel Used(l) 5 68 9 66 6 6 38 25 36 11 19

CO Emissions (g/hr) 99 1254 171 1219 116 116 703 466 661 202 346




Queue Length 50th (m) 8.5 50.4 16.8 85.0 2.4 11.9 41.6 31.7 23.8 4.6 0.3

Queue Length 95th (m) #27.9 63.9 #38.7 115.2 15.8 21.8 56.6 #75.9 #44.4 9.4 13.1


Turn Bay Length (m) 100.0 125.0 50.0 100.0 175.0 75.0










Reduced v/c Ratio 0.57 0.58 0.67 0.76 0.34 0.25 0.59 0.77 0.74 0.07 0.27


Area Type: Other

Cycle Length: 85



Natural Cycle: 85








Splits and Phases: 9: Bryne Dr & Harvie Rd






Lane Configurations

Volume (vph) 606 2210 0 0 1472 848 503 0 355 0 0 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.0 3.5 3.5 3.5 3.5 3.5 3.8 3.8 3.8 3.7 3.7 3.7

Storage Length (m) 110.0 0.0 0.0 140.0 265.0 265.0 0.0 0.0


Taper Length (m) 7.5 7.5 7.5 7.5

Lane Util. Factor 0.97 *0.95 1.00 1.00 *0.95 1.00 0.97 1.00 0.88 1.00 1.00 1.00


Frt 0.850 0.850


Satd. Flow (prot) 3204 5100 0 0 5250 1566 3475 0 2767 0 0 0


Satd. Flow (perm) 3199 5100 0 0 5250 1533 3475 0 2767 0 0 0



Link Speed (k/h) 60 60 50 50

Link Distance (m) 204.3 248.7 505.8 390.3

Travel Time (s) 12.3 14.9 36.4 28.1



Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95

Heavy Vehicles (%) 2% 5% 0% 0% 2% 2% 3% 0% 5% 0% 0% 0%

Adj. Flow (vph) 638 2326 0 0 1549 893 529 0 374 0 0 0





Median Width(m) 8.5 6.2 7.6 7.6

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 1.09 1.01 1.01 1.01 1.01 1.01 0.97 0.97 0.97 0.99 0.99 0.99

Turning Speed (k/h) 25 15 25 15 25 15 25 15


Detector Template




Detector 1 Size(m) 10.0 10.0 10.0 10.0 10.0 10.0


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0

Turn Type Prot NA NA Perm custom custom









Switch Phase


Minimum Split (s) 19.0 30.0 30.0 30.0 34.0 34.0

Total Split (s) 30.0 86.0 56.0 56.0 34.0 34.0

Total Split (%) 25.0% 71.7% 46.7% 46.7% 28.3% 28.3%

Maximum Green (s) 26.0 80.0 50.0 50.0 28.0 28.0

Yellow Time (s) 3.0 4.0 4.0 4.0 4.0 4.0

All-Red Time (s) 1.0 2.0 2.0 2.0 2.0 2.0


Total Lost Time (s) 4.0 6.0 6.0 6.0 6.0 6.0


Lead-Lag Optimize?


Recall Mode None None C-Max C-Max None None

Walk Time (s) 12.0 12.0 12.0 11.0 11.0

Flash Dont Walk (s) 12.0 12.0 12.0 17.0 17.0


Act Effct Green (s) 26.7 82.8 52.1 52.1 25.2 25.2


v/c Ratio 0.90 0.66 0.68 0.90 0.72 0.59

Control Delay 20.1 3.6 29.6 24.9 50.1 38.8

Queue Delay 0.0 0.5 0.0 0.0 0.0 0.0

Total Delay 20.1 4.1 29.6 24.9 50.1 38.8

LOS C A C C D D


Approach LOS A C

90th %ile Green (s) 26.0 80.0 50.0 50.0 28.0 28.0


70th %ile Green (s) 26.0 80.0 50.0 50.0 28.0 28.0


50th %ile Green (s) 27.3 81.3 50.0 50.0 26.7 26.7

50th %ile Term Code Max Coord Coord Coord Gap Gap

30th %ile Green (s) 29.3 84.3 51.0 51.0 23.7 23.7


10th %ile Green (s) 24.9 88.3 59.4 59.4 19.7 19.7


Stops (vph) 313 928 1151 355 456 261

Fuel Used(l) 30 75 102 46 54 34

CO Emissions (g/hr) 559 1393 1895 851 995 620




Queue Length 50th (m) 11.4 7.4 104.1 85.7 59.2 36.9

Queue Length 95th (m) m23.0 35.0 120.7 #189.5 76.5 53.2


Turn Bay Length (m) 110.0 140.0 265.0 265.0










Reduced v/c Ratio 0.89 0.81 0.68 0.90 0.65 0.54


Area Type: Other

Cycle Length: 120



Natural Cycle: 85










Splits and Phases: 10: Hwy 400 S-E/W Rramp/Hwy 400 E-N Ramp & Mapleview Drive East






Lane Configurations

Volume (vph) 0 1782 195 386 1581 0 0 0 0 1032 0 650

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.5 3.5 3.5 3.2 3.5 3.7 3.7 3.7 3.7 3.2 3.7 4.8

Grade (%) -4% 0% 0% 0%

Storage Length (m) 0.0 50.0 132.0 0.0 0.0 0.0 300.0 300.0


Taper Length (m) 7.5 7.5 7.5 7.5

Lane Util. Factor 1.00 *0.95 1.00 1.00 *0.95 1.00 1.00 1.00 1.00 0.97 1.00 0.88


Frt 0.850 0.850


Satd. Flow (prot) 0 7070 1551 1675 5250 0 0 0 0 3098 0 3158


Satd. Flow (perm) 0 7070 1507 180 5250 0 0 0 0 3098 0 3158



Link Speed (k/h) 60 60 50 50

Link Distance (m) 142.3 204.3 254.2 416.8

Travel Time (s) 8.5 12.3 18.3 30.0



Peak Hour Factor 0.95 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 1.00 0.95 1.00

Heavy Vehicles (%) 0% 3% 5% 3% 2% 0% 0% 0% 0% 8% 0% 2%

Adj. Flow (vph) 0 1782 195 386 1581 0 0 0 0 1032 0 650





Median Width(m) 3.2 7.5 6.4 6.4

Link Offset(m) 0.0 0.0 0.0 0.0



Headway Factor 0.99 0.99 0.99 1.06 1.01 0.99 0.99 0.99 0.99 1.06 0.99 0.85

Turning Speed (k/h) 25 15 25 15 25 15 25 15


Detector Template




Detector 1 Size(m) 10.0 10.0 10.0 10.0 10.0 10.0


Detector 1 Channel


Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0

Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0

Turn Type NA Perm pm+pt NA custom custom









Switch Phase


Minimum Split (s) 30.0 30.0 14.0 30.0 34.0 34.0

Total Split (s) 39.0 39.0 31.0 70.0 50.0 50.0

Total Split (%) 32.5% 32.5% 25.8% 58.3% 41.7% 41.7%

Maximum Green (s) 33.0 33.0 27.0 64.0 44.0 44.0

Yellow Time (s) 4.0 4.0 3.0 4.0 4.0 4.0

All-Red Time (s) 2.0 2.0 1.0 2.0 2.0 2.0


Total Lost Time (s) 6.0 6.0 4.0 6.0 6.0 6.0


Lead-Lag Optimize?



Walk Time (s) 12.0 12.0 11.0 11.0

Flash Dont Walk (s) 12.0 12.0 17.0 17.0


Act Effct Green (s) 35.1 35.1 66.3 64.3 43.7 43.7


v/c Ratio 0.86 0.37 0.93 0.56 0.91 0.55

Control Delay 45.9 14.6 50.4 15.8 49.6 29.0

Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0

Total Delay 45.9 14.6 50.4 15.8 49.6 29.0

LOS D B D B D C


Approach LOS D C

90th %ile Green (s) 33.0 33.0 27.0 64.0 44.0 44.0


70th %ile Green (s) 33.0 33.0 27.0 64.0 44.0 44.0


50th %ile Green (s) 33.0 33.0 27.0 64.0 44.0 44.0


30th %ile Green (s) 34.2 34.2 25.8 64.0 44.0 44.0


10th %ile Green (s) 42.1 42.1 19.2 65.3 42.7 42.7


Stops (vph) 1613 59 364 1074 925 454

Fuel Used(l) 137 7 34 82 101 50

CO Emissions (g/hr) 2535 120 621 1516 1868 933




Queue Length 50th (m) 107.2 11.6 96.6 93.1 117.8 61.4

Queue Length 95th (m) #121.0 31.6 #129.0 105.7 #156.8 80.9


Turn Bay Length (m) 50.0 132.0 300.0 300.0










Reduced v/c Ratio 0.86 0.37 0.89 0.56 0.91 0.54


Area Type: Other

Cycle Length: 120



Natural Cycle: 80










Documents

REPORT - Barrie Hall/environmental-assessment-studies/Documen… · 6. FUTURE OPERATIONAL ANALYSIS IN SYNCHRO 36 7. ADDITIONAL PRELIMINARY IMPROVEMENTS IN AIMSUN 42 8. WEAVING ANALYSIS