8811530 thompson final september 2014 - milton · plot date:13 august 2014 - 1:42 pm plotted by:...

$: 8811530 Thompson Final September 2014 - Milton · Plot Date:13 August 2014 - 1:42 PM Plotted by: Michael Dowdall Cad File No: X:\88\11530 Thompson\Analysis\Transportation\8811530$
Fieldgate Traffic Impact Study

Proposed Retail Commercial and Residential Development

Thompson Road and Louis St. Laurent Avenue

Town of Milton

September 2014

GHD Inc. 6705 Millcreek Drive Unit 1 Mississauga Ontario L5N 5M4 Canada T 1 416 213 7121 F 1 905 890 8499 E [email protected] W www.ghd.com

September 23 2014 Ms Debbie Pacchiarotti Our ref: 8811530 Fieldgate 5400 Yonge Street, 5th Floor Toronto, ON M2N 5R5

Dear Sir,

RE: Traffic Impact Study Proposed Retail Commercial and Residential Development Thompson Road and Louis St. Laurent Avenue, Milton, Ontario

GHD is pleased to submit the enclosed Traffic Impact Study assessing the traffic impacts of the proposed

retail commercial and residential development located in the southeast corner of Thompson Road and

Louis St. Laurent Avenue in the Town of Milton. The site plan of April 14, 2014 identified as SP-132a

Scheme 32 proposes a retail commercial total GFA of 8,818.36 sq.m. (94,932.53 sq.ft.) in eight buildings

identified as A to H. It also proposes maximums of 325 apartment units and 65 townhouse units, with an

option for some of the residential density to be comprised of retirement home beds.

The study concludes that the main site access intersections on Thompson Road and Kennedy Circle, as

well as the secondary access intersections on Kennedy Circle and Louis St. Laurent Avenue can be

expected to have very good overall operational characteristics and provide adequate intersection capacity

for the projected site traffic volumes at the 2017 and 2021 planning horizons (the latter coinciding with full-

build-out of the Boyne Secondary Plan Area), without the need for any improvements.

We trust the enclosed is sufficient for your needs, but please do not hesitate to contact the undersigned

should you require any additional assistance.

Sincerely,

GHD Inc.

Wayne Kay, B.Sc. William Maria, P.Eng. Transportation Planner Transportation Engineer

905 814 4395 905 814 4397

GHD | Report for Fieldgate - Traffic Impact Study Proposed Retail Commercial Development, /8811530/ | i

Executive summary The purpose of this report is to determine the proposed retail commercial and residential related traffic

operational impacts at the Louis St. Laurent Avenue intersections at Thompson Road and Kennedy Circle

(east leg) during the weekday am and pm peak hours under future 2017 and 2021 future traffic

transportation network conditions. It also reports on the expected future operating characteristics of the

retail commercial access and private residential driveways on the perimeter roads.

Future Background Conditions

The 2017 planning horizon assumes full development of the site without the widening of the Louis St.

Laurent Avenue and Thompson Road, planned to commence in 2017. Some initial development will have

occurred in the Boyne Secondary Plan Area as well as some background traffic growth on the arterial

roads, and only the intersection of the Louis St. Laurent Avenue at Thompson Road is signalized.

The 2021 planning horizon assumes full build-out of both the site and the Boyne Secondary Plan Area.

Traffic in the study area adopted the volumes in the Road Needs Assessment of October 2013 for the

Milton Phase 3 Landowners Group. The Louis St. Laurent Avenue intersections with Thompson Road

and Kennedy Circle (east leg) would both be signalized with all roads built to their ultimate lane

configurations.

Retail Commercial Site Traffic

The proposed retail commercial development is estimated to generate 74 new two-way vehicle trips during

the weekday am peak hour and 361 new two-way vehicle trips during the weekday pm peak hour at the

2017 planning horizon of this study. The net site trip generation in 2017 includes a 5% transit mode split,

increasing to 10% in 2021 as expected by the Region of Halton. The proposed retail commercial

development in 2021 is estimated to generate 70 new two-way vehicle trips during the weekday am peak

hour, and 341 new two-way vehicle trips during the weekday pm peak hour.

The new retail commercial vehicular trips at the 2021 planning horizon are expected to be balanced in all

directions because the Boyne Secondary Plan Area is built-out, while in 2017 only a minor proportion will

be oriented south of Louis St. Laurent Avenue. The total site trips also included 39% pass-by trips during

both weekday peak hours. While these trips do not add traffic to the perimeter roads, they do result in

additional turning movements at the site access driveways. These turning movements were oriented

comparable to the existing directional proportions during each study peak hour.

The site shopping centre trips at the study intersections are only a minor increase during the weekday am

peak hour and therefore the impact on the operations is nominal. While the shopping centre trips are

more substantial during the weekday pm peak hour, the available capacity absorbs the commercial site

traffic volume with minimal overall impact on the operating characteristics. In addition, the plaza

driveways are all expected to have very good future operating conditions during the critical pm peak hour.

Only the west driveway on Thompson Road will be subject to queuing, but this can be mitigated by

providing separate left and right turn westbound exit lanes.

Truck manoeuvres to access the proposed loading and garbage bays at the rear of Building A were

modelled using AutoTurn. The design vehicle for the garbage bay was the Region of Halton front-end

loader garbage truck, and the design vehicle for the loading bays was the TAC WB-20 transport truck.

The respective design vehicles can be accommodated at the loading bays and garbage enclosures

provided for all buildings.

ii | GHD | Report for Fieldgate - Traffic Impact Study Proposed Retail Commercial Development, /8811530/

Residential Site Traffic

The proposed residential development is not expected until after 2017. Based on a maximum density of

325 apartment and 65 townhouse units, it is estimated to generate 179 new two-way vehicle trips during

the weekday am peak hour and 215 new two-way vehicle trips during the weekday pm peak hour at the

2021 planning horizon of this study. This includes an allowance for a future 10% transit mode split, as

expected by the Region of Halton.

The new site residential vehicular trips at the 2021 planning horizon are assumed to be oriented

comparable to other development within the Boyne Secondary Plan Area. This is 27% north, 33% south,

25% east and 15% west, and with a predominant 70% of the residential development traffic volume

assigned to the west side Thompson Road driveway. Both the east and west side accesses are private

roads, and there is no shared driveway use between the retail commercial and residential traffic in the

overall development plan.

Conclusions

In conclusion, the Louis St. Laurent intersections at Thompson Road and Kennedy Circle (east leg) can

be expected to have satisfactory operating characteristics with reserve capacity under both the future total

2017 and 2021 traffic conditions in all peak study hours. As a result, the ultimate road network plans are

satisfactory with the expected provision of adequate storage in the left turn lanes. This includes a

recommendation for dual exit left and right turn lanes at the plaza driveway on Thompson Road. ,

Otherwise, only minor traffic signal timing phase modifications are indicated because of the subject site

impact, with the timing details would best determined by the actual future traffic patterns.

GHD | Report for Fieldgate - Traffic Impact Study Proposed Retail Commercial Development, /8811530/ | iii

Table of contents 1. Introduction.......................................................................................................................................... 1

1.1 Retainer and objective .............................................................................................................. 1

2. Site characteristics .............................................................................................................................. 3

2.1 Site environs ............................................................................................................................. 3

2.2 Study area ................................................................................................................................. 3

2.3 Site plan .................................................................................................................................... 3

2.4 Truck manoeuvres .................................................................................................................... 3

3. Existing conditions .............................................................................................................................. 5

3.1 Existing and planned road network ........................................................................................... 5

3.2 Existing traffic ............................................................................................................................ 5

4. Future background traffic .................................................................................................................... 8

4.1 Study horizon years .................................................................................................................. 8

4.2 Study area transportation network improvements .................................................................... 8

4.3 Future background growth ........................................................................................................ 8

4.4 Future background developments ............................................................................................ 8

5. Site generated traffic ......................................................................................................................... 12

5.1 Retail commercial trip generation ........................................................................................... 12

5.2 Retail commercial trip distribution and assignment ................................................................ 13

5.1 Residential trip generation ...................................................................................................... 13

5.1 Residential trip distribution and assignment ........................................................................... 14

6. Future total traffic .............................................................................................................................. 18

6.1 Future total traffic .................................................................................................................... 18

6.2 Intersection capacity analysis ................................................................................................. 18

Table index Table 1 Retail Commercial Trip Generation ................................................................................................ 12

Table 2 Residential Trip Generation............................................................................................................ 14

Table 3 Capacity Analyses of Thompson Road at Louis St. Laurent Avenue ............................................ 21

Table 4 Capacity Analyses of Kennedy Circle at Louis St. Laurent Avenue .............................................. 22

Table 5 Capacity Analyses of Retail Commercial Driveway at Thompson Road ....................................... 23

Table 6 Capacity Analyses of Residential Driveway at Thompson Road ................................................... 24

Table 7 Capacity Analyses of Retail Commercial Driveway at Kennedy Circle .......................................... 24

Table 8 Capacity Analyses of Residential Driveway at Kennedy Circle ..................................................... 25

Table 9 Capacity Analyses of Right In/Out Driveway at Louis St. Laurent Avenue .................................... 25

iv | GHD | Report for Fieldgate - Traffic Impact Study Proposed Retail Commercial Development, /8811530/

Figure index

Figure 1 Site Location ................................................................................................................................... 2

Figure 2 Site Plan .......................................................................................................................................... 4

Figure 3 Lane Configuration .......................................................................................................................... 6

Figure 4 Existing 2014 Traffic ........................................................................................................................ 7

Figure 5 Background Traffic 2017 ............................................................................................................... 10

Figure 6 Background Traffic 2021 ............................................................................................................... 11

Figure 7 Estimated 2017 Retail Commercial Traffic .................................................................................... 15

Figure 8 Estimated 2021 Retail Commercial Traffic .................................................................................... 16

Figure 9 Estimated 2021 Residential Traffic ............................................................................................... 17

Figure 10 Future Total 2017 Traffic ............................................................................................................. 19

Figure 11 Future Total 2021 Traffic ............................................................................................................. 20

Appendices Appendix A – Background Information

Appendix B – Capacity Analyses

GHD | Report for Fieldgate - Traffic Impact Study Proposed Retail Commercial Development, /8811530/ | 1

1. Introduction 1.1 Retainer and objective

GHD was retained to prepare a Traffic Impact Study (TIS) for the proposed retail commercial and

residential development located in the southeast corner of Thompson Road and Louis St. Laurent

Avenue in the Town of Milton. The key elements of this study are:

Establish baseline traffic conditions for the study area and update the existing traffic conditions

based on future development to derive the future background operating conditions for the study

intersections at future 2017 and 2021 planning horizons.

Establish the estimated weekday am and pm peak hour traffic generation and distribution of the

retail commercial and residential development traffic to the adjacent road network, and

determine the future impacts in the context of all local transportation modes.

Review the site plan and access intersections in the context of operational / geometric issues,

including trucks and provide recommendations on how to address any deficiencies (if any are

revealed).

Study background

The site location shown in Figure 1 is within a developing area in south Milton (Boyne Secondary Plan

Area) which is now beginning to build-out. The location on the east side of Thompson Road is

opposite an existing retail commercial plaza on the north side anchored by Metro and Shoppers Drug

Mart. Road network improvement in the vicinity of the site is ongoing and the planned improvements

beginning in 2017 imply that the retail commercial portion of the site could be built-out with the existing

road characteristics.

Study team

The GHD team involved in the preparation of this study are:

William Maria, P. Eng., Transportation Engineer

Wayne Kay, B.Sc., Transportation Planner

Michael Dowdall, C.Tech., Transportation Analyst

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6705 Millcreek Drive, Unit 1, Mississauga Ontario L5N 5M4 T 1 416 213 7121 F 1 416 890 8499 E [email protected] W www.ghd.com

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2. Site characteristics 2.1 Site environs

The site is bounded by Thompson Road to the west, Kennedy Circle to the east, Louis St. Laurent

Avenue to the north and future residential uses to the south. Both Louis St. Laurent Avenue and

Kennedy Circle connect east-west across Thompson Road, however only the Louis St. Laurent

Avenue intersection is currently signalized.

The nearest Milton Transit service (Route #4 Thompson/Clark) is currently located at the intersection

of Louis St. Laurent Avenue and Kennedy Circle, which is at the north east corner of the site. It

provides frequent weekday service to/from the Milton GO Station.

2.2 Study area

The study area includes the following existing intersections:

Thompson Road at Louis St. Laurent Avenue (signalized)

Kennedy Circle at Louis St. Laurent Avenue

2.3 Site plan

The retail commercial portion of the site plan (SP-132a Scheme 32) proposes eight buildings (A, B, C,

Dx, Dy, E, G and H) with a total GFA of 8,818.36 sq.m. (94,932.53 sq.ft.). There are full movement

primary access driveways proposed on Thompson Road and Kennedy Circle, located approximately

100 metres south of the future centreline of Louis St. Laurent Avenue. A secondary right-in only

driveway (primarily as a truck access) is proposed at the south property limit of the plaza on Kennedy

Circle and a right-in/out driveway is proposed approximately mid-block on Louis St. Laurent Avenue,

105 metres east of Thompson Road.

The plaza includes 446 surface parking spaces. Buildings G and H are banks with the drive-thru

facilities providing queuing for 5 vehicles each (minimum of 3 vehicles is required). Building A is a

food store with truck loading bays at the rear, Building C is a dollar store, and the other buildings are

expected to have typical retail commercial units.

The south end of the site is proposed to have maximums of 325 apartment and 65 townhouse units,

with an option for some of the residential density to be comprised of retirement home beds. Access is

provided by a private road connecting to both Thompson Road and Kennedy Circle. There is no

internal road connection into the south side of the plaza.

The proposed site plan (A-132a, Scheme 32) of April 14, 2014 is shown in Figure 2.

2.4 Truck manoeuvres

Truck manoeuvres to access the proposed loading and garbage bays at the rear of Building A were

modelled using AutoTurn. The design vehicle for the garbage bay was the Region of Peel front-end

loader garbage truck, and the design vehicle for the loading bays was the TAC WB-20 transport truck.

The truck paths are appended and show that the respective design vehicles can be accommodated at

the loading and garbage bays.

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3. Existing conditions 3.1 Existing and planned road network

Thompson Road is a major north-south arterial road under Town of Milton jurisdiction. North of Louis

St. Laurent Avenue it has four travel lanes with a centre left turn lane and a posted speed limit of 60

km/h. It has two travel lanes south of Louis St. Laurent Avenue and the transition is accommodated

by a northbound lane beginning at Louis St. Laurent Avenue and the two southbound lanes merging

into a single lane immediately north of Louis St. Laurent Avenue. There are left lanes on the north-

south approaches to Louis St. Laurent Avenue.

Thompson Road is planned to be widened from 2 to 4 lanes from Britannia Road to Louis St. Laurent

Avenue beginning in 2017.

Louis St. Laurent Avenue Drive is an east-west major arterial road under Town of Milton jurisdiction.

In the study area it has an existing two-lane cross section with a posted speed limit of 50 km/h. There

are no auxiliary turning lanes on the signalized east-west approaches to Thompson Road. It will

eventually become a divided road with four travel lanes and left turn lanes at Thompson Road and

Kennedy Road upon development of the Boyne Secondary Plan Area.

Louis St. Laurent Avenue is planned to be widened from 2 to 4 lanes east of Thompson Road

beginning in 2017. While a similar widening is proposed east of Thompson Road, the timing has not

yet been determined.

Kennedy Circle is a residential two-lane collector road under Town of Milton jurisdiction with a

statutory 50 km/h speed limit. It has bicycle lanes with a left turn lane and stop control at Louis St.

Laurent Avenue (235 metres east of Thompson Road). On-street parking is permitted. It provides a

ring road north of Louis St. Laurent Avenue between the east and west side of Thompson Road, but in

2017 the east leg is a private road on private lands ending in a temporary cul-de-sac at the southerly

limit of the subject development. It will ultimately be constructed to municipal public road standard

upon development of the surrounding residential lands of the Boyne Secondary Plan Area.

The existing and future lane configurations at the study intersections, including the proposed site driveways is shown in Figure 3.

3.2 Existing traffic

GHD obtained weekday peak period traffic data for the intersection of Louis St. Laurent Avenue with

Thompson Road and Kennedy Circle in early June 2013, and for the intersection of Thompson Road

at the commercial driveway in January 2014. The traffic data is appended. It shows Thompson Road

traffic oriented approximately 70% southbound and 30% northbound during the am peak hour, 30%

southbound and 70% northbound during the pm peak hour. Louis St. Laurent Avenue traffic is

oriented approximately 65% eastbound and 35% westbound during the am peak hour, 35% eastbound

and 65% westbound during the pm peak hour. The weekday peak hours at the intersection of

Thompson Road and Louis St. Laurent Avenue occurred from 7:30 to 8:30 am and from 4:45 to 5:45

pm.

Figure 4 summarizes the adopted existing / baseline 2014 traffic volumes during each of the weekday

am and pm peak hours.

Thompson Road

Residential West

Driveway

East Side Plaza

Driveway

West Side Plaza

Driveway

Right-In/Out

Louis St. Laurent Avenue


Thompson Road

Kennedy Circle

Right-In

Future Collector Road (Kennedy

Circle Extension)

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FieldgateTraffic Impact StudyCommercial / Residential Development

2017 & 2021 Horizon YearLane Configurations

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Legend Stop Control Traffic Signal

Additional Lane (2021)

(62

)

(15

6)

(60

)

(12

)

(0)

Thompson Road

Kennedy Circle


168 (243) 22 (42)Louis St. Laurent Avenue

28 (26)

18

039

37

5

11

9

67 (68)

(85) 42 (201) 397 (0) 0

263 (337) 245 (325)

(16) 46

(201) 397(117) 254 9

91

24

Right-In/Out

(58

)

(38

8)

(34

)

Pri

vate

Dri

vew

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(19

8)

44

9

West Side Plaza

Driveway

East Side Plaza

Driveway

(48

0)

12

4

SUBJECT SITE

Right-In

(19

8)

44

9

Residential West

Driveway

Residential East

Driveway

Thompson Road

12

4(4

80

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Circle Extension)

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Existing 2014 Traffic

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Legend XX AM Peak Hour Volumes(XX) PM Peak Hour Volumes

Signalized IntersectionProposed Roadway

8 | GHD | Report for Fieldgate - Traffic Impact Study Proposed Retail Commercial Development, /8811530/

4. Future background traffic 4.1 Study horizon years

The Town of Milton typically requires future background and total traffic analyses at a ten-year

planning horizon, but this study uses 7 years to coincide with build-out of the Boyne Secondary Plan

Area in 2021. Furthermore, since the site could build-out prior to the planned adjacent arterial road

improvements beginning in 2017, our analyses also adopted future background conditions on the

basis of the traffic growth sources and road network conditions expected in 2017 (before road

improvements are effective) in addition to the 2021 (at build-out of the Boyne Secondary Plan Area)

horizon year.

4.2 Study area transportation network improvements

The Town of Milton is planning to widen Thompson Road south of Louis St. Laurent Avenue as well as

Louis St. Laurent Avenue west of Thompson Road from 2 to 4 lanes with work beginning in 2017. The

section of Louis St. Laurent Avenue on the site north frontage is expected to remain two lanes at the

initial horizon year of this study.

4.3 Future background growth

The future background corridor growth rates adopted in the Milton Phase 3 Landowners Group, Boyne

Secondary Plan Survey Area, Roads Network Assessment prepared by GHD in October 2013 were

extracted from the Paradigm report of January 2013. These growth rates were adopted for both the

weekday am and pm peak hours in this study and applied to the existing through traffic as 2.45% per

annum on Louis St. Laurent Avenue and 3.0% per annum on Thompson Road to derive the future

background 2017 traffic conditions. In addition the 3.0% per annum growth rate was applied to the

left and right turn movements during both peak hours at the intersection of Louis St. Laurent Avenue

and Thompson Road.

4.4 Future background developments

Traffic growth in the study area for the 2017 planning horizon will occur from some initial development

in the Boyne Secondary Plan Area, expected to be primarily in the West Block (west of Sixteen Mile

Creek). As a result, the traffic contribution would be east-west volume only on Louis St. Laurent

Avenue, which was assumed to be 15% of the West Block east-west volume at Sixteen Mile Creek.

The south leg of Kennedy Circle at Louis St. Laurent Avenue on the east side of Thompson Road,

which includes future residential development immediately south of the subject site, has no confirmed

timing and is assumed within an undeveloped area in 2017.

Traffic growth in the study area for the 2021 planning horizon will occur from build-out of the Boyne

Secondary Plan Area immediately to the south of the site. The above referenced Milton Phase 3

Landowners Group report was therefore adopted as the future background traffic conditions in 2021.

It included background traffic for the Boyne Secondary Plan Area from the Milton Education Village,

the Fieldgate commercial development at Louis St. Laurent Avenue and Bronte Street, the Derry

Green Corporate Business Park, and from the Sherwood Survey RNA report, the Milton Main Street

Homes and Mattamy Manaman residential blocks. The future total 2021 traffic conditions also


included the 2.45% and 3.0% annual corridor growth rates on Louis St. Laurent Avenue and

Thompson Road, respectively.

Figures 5 and 6 summarize the background traffic volumes at the 2017 and 2021 planning horizons

during each of the weekday am and pm peak hours.

(70

)

(17

6)

(68

)

(12

)

(0)

Thompson Road

Kennedy Circle


289 (366)

378 (460)

18

44

42

4

13

4

76 (77)

(96) 47 (352) 502 (0) 0


32 (29) 396 (472)

0 22 (42)

(261) 344 10

10

3

27

Right-In/Out

52

(352) 502

(18)

Pri

vate

Dri

vew

ay

(66

)

(43

8)

(38

)

(22

4)

50

7

West Side Plaza

Driveway

East Side Plaza

Driveway

(54

2)

14

0

SUBJECT SITE

Right-In

(22

4)

50

7

Residential West

Driveway

Residential East

Driveway

Thompson Road

14

0(5

42

)


Circle Extension)

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Background 2017 Traffic

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(70

)

(17

6)

(68

)

(12

)

(0)

Thompson Road

Kennedy Circle


289 (366)

378 (460)

18

44

42

4

13

4

76 (77)

(96) 47 (352) 502 (0) 0


32 (29) 396 (472)

0 22 (42)

(261) 344 10

10

3

27

Right-In/Out

52

(352) 502

(18)

Pri

vate

Dri

vew

ay

(66

)

(43

8)

(38

)

(22

4)

50

7

West Side Plaza

Driveway

East Side Plaza

Driveway

(54

2)

14

0

SUBJECT SITE

Right-In

(22

4)

50

7

Residential West

Driveway

Residential East

Driveway

Thompson Road

14

0(5

42

)


Circle Extension)

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5. Site generated traffic 5.1 Retail commercial trip generation

The proposed retail commercial development has a total GFA of 8,818.36 sq.m. (94,932.53 sq.ft.).

The traffic generated during the weekday am and pm peak hours was estimated by applying the trip

rates for Land Use Code 820 Shopping Centre in Trip Generation, 8th Edition, published by the

Institute of Transportation Engineers (ITE). The gross trip rates were calculated using the fitted curve

regression equations while the trip ends adopted the average ITE proportions.

The gross trips were adjusted by adopting the 5% transit mode split expected by the Region of Halton

in 2017 and the 10% transit mode split expected by the Region of Halton in 2021. No allowance was

included for other trip modes and therefore the site trip estimates in each horizon year should be

slightly overstated. The remaining trips were divided into pass-by and primary trips. The rates for

each were based on deriving the average pass-by rate for shopping centres with less than 400,000

sq.ft. from the ITE database (also indicating that pass-by rates generally increase as the shopping

centre GFA decreases). The adopted pass-by rate was 39% during the pm peak hour. The weekday

pm peak hour pass-by rate was also adopted for the much lower trip generation during the am peak

hour because no ITE data is available (morning trips are expected to have a substantial pass-by

characteristic).

Table 1 summarizes the estimated trip generation of the 94,933 sq.ft. shopping centre.

Table 1 Retail commercial trip generation

Retail Commercial

Peak Hour Trip Generation

Weekday AM Weekday PM

In Out Total In Out Total

Trip Rate 0.96 0.61 1.57 3.17 3.30 6.47

Trip Ratio 61% 39% - 49% 51% -

Gross Trips 91 58 149 301 314 615

2017 5% Transit Trips 4 3 7 13 13 26

2017 Net Auto Trips 87 55 142 286 298 584

2017 Pass-by Trips 34 34 68 112 112 224

2017 Primary (New) Trips 53 21 74 174 186 360

2021 10% Transit Trips 9 6 15 30 32 62

2021 Net Auto Trips 82 52 134 271 282 553

2021 Pass-by Trips 32 32 64 106 106 212

2021 Primary (New) Trips 50 20 70 165 176 341


The proposed retail commercial development in 2017 is estimated to generate a total of 74 new

vehicle trips during the am peak hour and 361 new vehicle trips during the pm peak hour. In 2021, the

retail commercial development is estimated to generate a total of 70 new vehicle trips during the am

peak hour and 341 new vehicle trips during the pm peak hour.

5.2 Retail commercial trip distribution and assignment

Distribution of the shopping centre primary (new) trips was based on the location within the built-out

residential areas within approximately 2 kilometres of the site. The primary trips would therefore have

different orientation proportions in each of the horizon years. In 2017, the Boyne Secondary Plan

Area, which is all south of Louis St. Laurent Avenue, generates substantially fewer trips than in 2021

when it is expected built-out. The adopted site trip distributions in each horizon year are therefore:

2017: 10% south, 30% north, 30% east and 30% west

2021: 25% south, 25% north, 25% east and 25% west

The north oriented trips assumed 10% north via Kennedy Circle in both horizon years, while the south

oriented trips assumed 10% south via Kennedy Circle in 2021.

Distribution of the shopping centre pass-by trips was based on the existing weekday am and pm peak

hour north-south orientations on Thompson Road and east-west orientations on Louis St. Laurent

Avenue. These existing proportions were applied to the pass-by trips as follows:

Weekday am peak hour: 40% southbound /10% northbound on Thompson Road and 35%

eastbound / 15% westbound on Louis St. Laurent

Weekday pm peak hour: 15% southbound / 40% northbound on Thompson Road and 20%

eastbound / 25% westbound on Louis St. Laurent

The primary (new) shopping centre trip assignments applied 95% to the east and west side driveways

and 5% to the east rear driveway. All pass-by trips were applied to the primary driveways, with the

eastbound primary and pass-by trips assigned to the right in/out driveway on Louis St. Laurent

Avenue, as appropriate.

Some of the retail commercial trips could be destined to the subject shopping centre as well as the

existing shopping centre on the north side of Louis St. Laurent Avenue. These trips between the

plazas were assumed balanced.

The estimated retail commercial trip assignments for each of the 2017 and 2021 planning horizons during the weekday am and pm peak hours are shown in Figures 7 and 8, respectively.

5.1 Residential trip generation

The proposed residential development is currently conceptual and can have a maximums of 325

apartment and 65 townhouse units. While some of this density can be applied as a retirement home,

the trip generation of assisted living units is substantially less than typical residential units. As a result,

the residential trips were estimated by applying the higher trip rates for Land Use Codes 220

Apartments and 230 Condominium Townhouses in Trip Generation, 8th Edition, published by the

Institute of Transportation Engineers (ITE). It was assumed that the residential portion of the site

would not begin developing until after 2017.


The gross trip rates were calculated using the fitted curve regression equations while the trip ends

adopted the average ITE proportions and were adjusted by adopting the 10% transit mode split

expected by the Region of Halton in 2021. No allowance was included for other trip modes and

therefore the site trip estimates in each horizon year should be slightly overstated.

Table 2 summarizes the estimated trip generation of the apartment and townhouse units.

Table 2 Residential trip generation

Residential

Peak Hour Trip Generation

Weekday AM Weekday PM

In Out Total In Out Total

Apartment Trip Rate 0.10 0.40 0.50 0.39 0.21 0.60

Apartment Trip Ratio 20% 80% - 65% 35% -

Apartment Gross Trips 33 130 163 128 69 197

Townhouse Trip Rate 0.10 0.46 0.56 0.43 0.22 0.65

Townhouse Trip Ratio 17% 83% - 67% 33% -

Townhouse Gross Trips 6 30 36 28 14 42

2021 Total Residential Trips 39 160 199 156 83 239

2021 10% Transit Trips 4 16 20 16 8 24

2021 Net Auto Residential Trips 35 144 179 140 75 215

The proposed residential development in 2021 is estimated to generate a total of 179 new vehicle trips

during the am peak hour and 215 new vehicle trips during the pm peak hour.

5.1 Residential trip distribution and assignment

Distribution of the site residential trips was based on that adopted in previous studies within the Boyne

Secondary Plan Area. The residential trip distributions in 2021 are 27% north, 33% south, 25% east

and 15% west. Assignment to the private road intersections assumed 70% oriented to Thompson

Road and 30% oriented to Kennedy Circle.

The estimated residential trip assignments at the 2021 planning horizon during the weekday am and

pm peak hours is shown in Figure 9.

(0)

(45

)

(6)

(0)

(0)

(0)

Thompson Road

Kennedy Circle


-5 (-28) -5 (52)0 20 14

0

0 (0)

(0) 0 (-16) -12 (0) 0


0 (80) -5 (52) 21 (0)

23 16

0

0 (0)

(16) 5 (6) 0

(39) 4 0 1 2(36) 11 11 5 0 (58)

(0)

(17

)

Right-In/Out

(84

)

(56

)

(0)

(61

)

(0)

Pri

vate

Dri

vew

ay

(-1

7)

(15

9)

(34

)

(1)

-14

33

21

219 (185)West Side

Plaza Driveway

East Side Plaza

Driveway

16 (36)

Right-In

(19

)

(17) 3

(-4

5)

(62

)

(0)

(0)

-3 8 (0) 0

SUBJECT SITE

0 0

2

Residential West

Driveway

Residential East

Driveway

Thompson Road

5(1

7)


Circle Extension)

Job Number

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07


Estimated 2017 Retail Commercial Traffic Volumes

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Signalized Intersection

`

(0)

(37

)

(4)

(0)

(0)

(0)

Thompson Road

Kennedy Circle


-5 (-27) -5 (41)0 90 4 0

0 (0)

(0) 0 (-17) -11 (0) 0


0 (68) -5 (41) 18 (0)

20 11

0

0 (0)

(12) 4 (4) 0

(31) 0 0 5 5(29) 9 10 0 0 (50)

(0)

(13

)

Right-In/Out

(72

)

(44

)

(0)

(52

)

(0)

Pri

vate

Dri

vew

ay

(-1

6)

(13

3)

(4)

(0)

-13

21

26

113 (154)West Side

Plaza Driveway

East Side Plaza

Driveway

18 (56)

Right-In

(40

)

(17) 10

(-3

8)

(75

)

(8)

(-4

)

-3 15 (4) 0

SUBJECT SITE

1 0

5

Residential West

Driveway

Residential East

Driveway

Thompson Road

12

(37

)


Circle Extension)

Job Number

Revision

FigureDate



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FieldgateTraffic Impact StudyCommercial / Residnetial Development

Estimated 2021 Retail Commercial Traffic Volumes

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Thompson Road

4 0

(14

)

(0)

(0)

(32

)


Circle Extension)

Residential West

Driveway

Residential East

Driveway (25) 48

(7) 140 8

(47

)

(0)

11

0

0

48

(25

)

(0)

(0)

(25

)

49 0 (0) 0

(0) 0

0 (0)West Side

Plaza Driveway

East Side Plaza

Driveway

0 (0)

Pri

vate

Dri

vew

ay

(47

)

(0)

(0)

(47

)

12

0 0 11

(6)

(19

)

Right-In/Out

(11

)

(14

)

(0)

(0)

(0)

(21) 5 (0) 0

(0) 0 0

12

36(0) 0 22

27 0 (0)


0 (0) 0 (0) 9 (35)

0 0

0

0 (0)


0 (0) 0 (0)0 20 7 0

0 (0)

(0) 0 (0)

(12

)

(0)

Thompson Road

Kennedy Circle

(0)

(26

)

(0)

(0)

SUBJECT SITE

Right-In

(0)

(47

)

0 12 49 (25)

34 (18)

0 (0) 0

Job Number

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6. Future total traffic 6.1 Future total traffic

The future total traffic conditions during the weekday am and pm peak study hours for the 2017 and

2021 planning horizons were derived by combining the projected future background traffic with the

corresponding estimates of the site generated traffic. The 2017 analyses assumed build-out of the

retail commercial portion of the site without completion of the planned widening of Louis St. Laurent

Avenue and Thompson Road on the site perimeters. The 2021 analyses represent full build-out of

both the site (retail commercial and residential) and the Boyne Secondary Plan Area and associated

road network in the area. The shopping centre driveways and private residential driveways on each of

Thompson Road and Kennedy Circle are independent and there is no shared commercial and

residential use of the driveways.

Figure 10 and 11 summarize the future total traffic volumes during each of the weekday am and pm

peak hours at the 2017 and 2021 planning horizons, respectively

6.2 Intersection capacity analysis

The capacity analysis identifies how well an intersection is operating. The analysis contained within

this report utilized the Highway Capacity Manual (HCM) 2000 techniques within the Synchro Version 8

Software package. The reported intersection volume-to-capacity ratios (v/c) are a measure of the

saturation volume for each turning movement, while the levels-of-service (LOS) are a measure of the

average delay for each turning movement. Queuing characteristics are reported as the predicted 95th

percentile queue for each turning movement. The existing heavy vehicle proportions are included in

the intersection analyses.

In accordance with Region of Halton Terms of Reference for Traffic Impact Studies, the analysis

includes identification of critical movements (bold highlighted in the following tables, if any).

Deficiencies may require modifications and improvements at intersections where the addition of

background growth or background growth plus site-generated traffic/transit volumes causes the

following:

Unsignalized: Level of service (LOS), based on average delay per vehicle, on individual

movements exceed LOS ‘E’

Unsignalized: The estimated 95th percentile queue length for an individual movement exceeds

the available queue storage

Signalized: v/c ratios for overall intersection operations, through movements or shared

through/turning movements increase to 0.85 or above

Signalized: v/c ratios for exclusive movements increase to 0.95 or above

Signalized: Queues for an individual movement are projected to exceed available turning lane

storage

The traffic signal timing plans at the intersection of Thompson Road and Louis St. Laurent Avenue

were optimized for each of the traffic scenarios because of the significant growth traffic volume and

the intersection lane improvements expected with the planned road widening beginning in 2017.

(70

)

(22

1)

(74

)

(12

)

(6)

(0)

Thompson Road

Kennedy Circle


284 (338) 373 (512)18

244

43

8

13

4

76 (77)

(96) 47 (336) 490 (0) 0


32 (109) 391 (524) 21 (0)

23 16

0

22 (42)

(34) 57 (6) 0

(391) 506 0 1 2(297) 355 21

10

8

27 (58)

(0)

(17

)

Right-In/Out

(15

0)

(49

4)

(38

)

(61

)

(0)

Pri

vate

Dri

vew

ay

(20

7)

(15

9)

(34

)

(1)

49

3

33

21

219 (185)West Side

Plaza Driveway

East Side Plaza

Driveway

16 (36)

Right-In

(24

3)

(17) 3

(49

7)

(62

)

(0)

(0)

13

7 8 (0) 0

SUBJECT SITE

0 0

50

9

Residential West

Driveway

Residential East

Driveway

Thompson Road

14

5(5

59

)


Circle Extension)

Job Number

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Future Total 2017 Traffic

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Circle Extension)

Pri

vate

Dri

vew

ay

Residential West

Driveway

Residential East

Driveway

(15

1)

(65

1)

(21

4)

(14

)

(51

)

(29

)

Thompson Road

1267 (1433)

22

34

28

22 (45)

1111 (1336)

(224) 142

(1339) 1192(138) 181

(1065) 920

22

1

56

0

13

9

64

7

17

9

220 (202)

984 (1032)

(26

6)

(80

2)

(11

0)

11

3

(52

)1

1(50) 20


63 (199)

(14

)

(20

8)

12

11

7

25

5(7) 14 4

Thompson Road

(4)

(35

0)

64 (128)

(20)

(4)

4

(1196) 1142

13

4

50

12

8

(175)

(17) 10

(25) 48

(94

1)

(13

3)

83

1

21

0

(8)

26

12

9

East Side Plaza

Driveway

West Side Plaza

Driveway

(22

5)

(47

)

(30

7)

1

30

2


Kennedy Circle

Right-In/Out

15

(10

24

)

(75

)

88

1

13 (154)

18 (56)

57

(12

0)

(27

)

(95

)

84

7 8

(10

74

)

(32

)

SUBJECT SITE

Right-In

(95

0)

(47

)

83

7

12 49 (25)

34 (18)

Job Number

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Future Total 2021 Traffic

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Thompson Road at Louis St. Laurent Avenue

Capacity analyses under existing and both future (background and total) 2017 and 2021 traffic conditions during the weekday am and peak hours is summarized in Table 3 from detailed Synchro

reports attached in the appendix. This intersection is currently signalized and the prevailing lane

configuration has been adopted at the 2017 planning horizon. Both Thompson Road and Louis St.

Laurent Avenue were improved to their ultimate lane configurations under the future total 2021 traffic

conditions.

Table 3 Capacity analyses of Thompson Road at Louis St. Laurent Avenue

Traffic Condition

Movement v/c (LOS) delay in seconds, 95th Percentile Queue

AM Peak Hour PM Peak Hour

Existing 2014

Overall: 0.32 v/c LOS B EBT: 0.37 (B) 19s, 55m WBT: 0.28 (B) 18s, 40m NBL: 0.02 (B) 15s, 10m NBT: 0.13 (B) 16s, 20m SBL: 0.16 (B) 17s, 20m SBT: 0.27 (B) 17s, 35m

Overall: 0.45 v/c LOS B EBT: 0.18 (B) 17s, 30m WBT 0.38 (B) 19s, 45m NBL: 0.12 (B) 16s,15m NBT: 0.52 (C) 21s, 80m SBL: 0.07 (B) 16s, 10m SBT: 0.12 (B) 16s, 15m

Future Background 2017

Overall: 0.40 v/c LOS B EBT: 0.49 (C) 21s, 75m WBT: 0.45 (B) 20s, 65m NBL: 0.03 (B) 15s, 10m NBT: 0.15 (B) 16s, 25m SBL: 0.19 (B) 17s, 25m SBT: 0.30 (B) 18s, 40m

Overall: 0.57 v/c LOS B EBT: 0.36 (B) 19s, 55m WBT 0.55 (C) 22s, 85m NBL: 0.14 (B) 16s, 15m NBT: 0.59 (C) 23s, 90m SBL: 0.10 (B) 16s, 10m SBT: 0.14 (B) 16s, 20m

Future Total 2017

Overall: 0.41 v/c LOS B EBT: 0.51 (C) 21s, 80m WBT: 0.44 (B) 20s, 65m NBL: 0.06 (B) 16s, 10m NBT: 0.16 (B) 16s, 25m SBL: 0.19 (B) 17s, 25m SBT: 0.31 (B) 18s, 40m

Overall: 0.58 v/c LOS C EBT: 0.43 (B) 20s, 65m WBT 0.51(C) 21s, 75m NBL: 0.32 (B) 19s, 30m

NBT: 0.65 (C) 24s, 105m SBL: 0.11 (B) 17s, 10m SBT: 0.17 (B) 16s, 20m


Overall: 0.85 v/c LOS D EBT: 0.66 (C) 29s, 125m WBT: 0.84 (D) 49s, 160m NBL: 0.91 (E) 73s, 70m NBT: 0.71 (D) 45s, 95m SBL: 0.71 (D) 46s, 50m

SBT: 0.85 (D) 53s, 120m

Overall: 0.93 v/c LOS D EBT: 0.85 (D) 39s, 165m WBT 0.88 (D) 51s, 185m

NBL: 0.78 (D) 53s, 50m NBT: 0.80 (D) 46s, 120m SBL: 0.95 (E) 76s, 80m

SBT: 0.64 (D) 38s, 100m

Future Total 2021

Overall: 0.88 v/c LOS D

EBT: 0.67 (C) 29s, 125m WBT: 0.84 (D) 51s, 180m NBL: 0.92 (E) 71s, 80m

NBT: 0.73 (D) 46s, 100m SBL: 0.74 (D) 50s, 50m SBT: 0.92 (E) 61s, 130m

Overall: 0.97 v/c LOS E EBT: 0.95 (D) 52s, 200m WBT 0.89 (D) 53s, 190m NBL: 0.93 (E) 71s, 95m

NBT: 0.88 (D) 52s, 145m SBL: 0.95 (E) 79s, 80m

SBT: 0.87 (D) 55s, 130m


This intersection currently has very good operating characteristics during both study peak hours, and

is substantially under its capacity. This is expected to continue under the future background and total

2017 traffic conditions. The incremental impact of the added commercial site traffic is negligible during

the weekday am peak hour and apparent but minimal during the weekday pm peak hour.

Under the future background and total 2021 traffic conditions the operational characteristics continue

to be satisfactory during the weekday am peak hour, with negligible impact due to the added

commercial site traffic. During the weekday pm peak hour, build-out of the Boyne Secondary Plan

Area substantially increases the east-west through volume. The incremental impact of the added

commercial site traffic is apparent under these future total traffic conditions, and while the intersection

has reserve capacity, the optimization of the traffic signal timing is indicative of competing demands

for green time. The future traffic signal timing plans are expected to be adapted to the prevailing

turning movement demands. The only recommended lane improvements at the intersection are

based on accommodating the future left turn queues by providing satisfactory storage lengths at the

detailed design stage of the future improvements.

Kennedy Circle at Louis St. Laurent Avenue

Capacity analyses under existing and both future (background and total) 2017 and 2021 traffic

conditions during the weekday am and peak hours is summarized in Table 4 from detailed Synchro

reports attached in the appendix. The future total 2017 analyses assumed stop control on Kennedy

Circle and without a significant extension of the road south of the subject site. The future total 2021

analyses assumed that the intersection is signalized during build-out of the Boyne Secondary Plan

Area.

Table 4 Capacity analyses of Kennedy Circle at Louis St. Laurent Avenue

Traffic Condition



Existing 2014 SBL: 0.07 (B) 15s, 1 veh SBR: 0.02 (A) 10s, 1 veh

SBL: 0.06 (B) 14s, 1 veh SBR: 0.02 (B) 11s, 1 veh

Future Background 2017 SBL: 0.10 (C) 20s, 1 veh SBR: 0.03 (B) 11s, 1 veh

SBL: 0.10 (C) 20s, 1 veh SBR: 0.02 (B) 12s, 1 veh

Future Total 2017 SBL: 0.11 (C) 22s, 1 veh

SBTR: 0.03 (B) 12s, 1 veh NBTR: 0.01 (B) 14s, 1 veh

SBL: 0.15 (D) 28s, 1 veh SBTR: 0.05 (C) 15s, 1 veh NBTR: 0.06 (B) 15s, 1 veh


Overall: 0.55 v/c LOS B EBT: 0.63 (B) 15s, 125m WBT: 0.60 (B) 11s, 60m NBT: 0.17 (B) 18s, 15m SBT: 0.07 (B) 17s, 10m


Future Total 2021


Overall: 0.72 v/c LOS C EBT: 0.96 (D) 38s, 160m

WBT: 0.73 (B) 14s, 80m NBT: 0.12 (B) 18s, 15m SBT: 0.11 (B) 18s, 15m


Kennedy Circle currently ‘Tee’ intersects with Louis St. Laurent Avenue and has very good

unsignalized operating conditions during both study peak hours. It is expected to continue with very

good future background and total 2017 operational characteristics during both the weekday am and

pm peak hours, and without any predicted queuing. The incremental impact of the added commercial

site traffic is negligible during the weekday am peak hour and apparent but minimal during the

weekday pm peak hour.

Under the future background and total 2021 traffic conditions the signalized operational characteristics

are again very good during the weekday am peak hour, and the intersection has substantial reserve

capacity. During the weekday pm peak hour, build-out of the Boyne Secondary Plan Area

substantially increases the east-west through volume. While the future total traffic Kennedy Circle

approach volumes limit the east-west through green time, the intersection otherwise has very good

operating characteristics, and has significant reserve capacity. The incremental impact of the added

commercial site traffic is apparent under the future total traffic conditions as the demand for

westbound left turn green time (with a short protected phase) further limits the available eastbound

green time, but overall operations are otherwise expected to be satisfactory. There are no

recommended lane improvements at the intersection, and the future traffic signal timing plans are

expected to be adapted to the prevailing built-out conditions.

Retail Commercial (West) Driveway at Thompson Road

Capacity analyses under future total 2017 and 2021 traffic conditions during the weekday am and

peak hours is summarized in Table 5 from detailed Synchro reports attached in the appendix. The

capacity analyses assume a five-lane cross–section with either dedicated or two-way left turn lanes on

Thompson Road.

Table 5 Capacity analyses of Retail Commercial Driveway at Thompson Road

Future Total Traffic Condition and Commercial

Driveway



2017 West Driveway SBL: 0.02 (A) 8s, 1 veh

WBLR: 0.06 (B) 12s, 1 veh SBL: 0.08 (A) 9s, 1 veh

WBLR: 0.45 (C) 19s, 3 veh


WBLR: 0.11 (C) 20s, 1 veh

SBL: 0.21 (B) 13s, 1 veh WBLR: 1.11 (F) 150s, 11 veh (WBL: 0.79 (F) 152s, 4 veh)*

The west side site driveway intersection with Thompson Road is expected to have very good future

total 2017 operational characteristics during both the weekday am and pm peak hours. There is a

nominal predicted 95th percentile queue of 3 vehicles during the weekday pm peak hour.

Under the future total 2021 traffic conditions the operational characteristics are again very good during

the weekday am peak hour. During the weekday pm peak hour and typical of a neighbourhood plaza

at this time of day, there is an overall higher traffic volume and longer average delays, particularly for

the westbound exit movements from the plaza.

The operation of this intersection would benefit significantly from a widened throat for the provision of

separate left and right turn lanes to better accommodate the higher right turn volume. Under this

condition the left turn exit queues* are predicted to intermittently reach 4 vehicles. The intervals would


be typically short and are acceptable plaza driveway operating conditions in a built-out area. There

are no other recommended lane improvements at the intersection

Residential Private (West) Driveway at Thompson Road

Capacity analyses under future total 2021 traffic conditions during the weekday am and peak hours is

summarized in Table 6 from detailed Synchro reports attached in the appendix. The capacity

analyses assume a five-lane cross–section with either dedicated or two-way left turn lanes on

Thompson Road.

Table 6 Capacity analyses of Residential Driveway at Thompson Road

Future Total Traffic Condition and Residential

Driveway




WBLR: 0.23 (C) 19s, 1 veh SBL: 0.07 (B) 12s, 1 veh

WBLR: 0.22 (D) 30s, 1 veh

The west side site driveway intersection with Thompson Road is expected to have good future total

2021 operational characteristics during both the weekday am and pm peak hours. While the

Thompson Road volumes result in moderate westbound exit delays, there is no queuing. There are

no recommended lane improvements at the intersection

Retail Commercial (East) Driveway at Kennedy Circle


peak hours is summarized in Table 7 from detailed Synchro reports attached in the appendix. The

analyses did not include any auxiliary turning lanes.

Table 7 Capacity analyses of Retail Commercial Driveway at Kennedy Circle

Future Total Traffic Condition and Commercial

Driveway



2017 East Driveway EBLR: 0.01 (A) 9s, 1 veh EBLR: 0.02 (A) 9s, 1 veh

2021 East Driveway NBL: 0.01 (A) 1 s, 1 veh EBLR: 0.02 (B) 12s, 1 veh

NBL: 0.01 (A) 1 s, 1 veh EBLR: 0.04 (B) 13s, 1 veh

The east side site driveway intersection with Kennedy Circle is expected to have very good future total

2017 and 2021 operational characteristics during both the weekday am and pm peak hours. There is

no predicted queuing and there are no recommended lane improvements at the intersection.

Residential Private (East) Driveway at Kennedy Circle

Capacity analyses under future total 2021 traffic conditions during the weekday am and peak hours is summarized in Table 8 from detailed Synchro reports attached in the appendix. The analyses did not

include any auxiliary turning lanes.


Table 8 Capacity analyses of Residential Driveway at Kennedy Circle

Future Total Traffic Condition and Residential

Driveway



2021 East Driveway NBL: 0.01 (A) 1 s, 1 veh EBLR: 0.09 (B) 11s, 1 veh

NBL: 0.01 (A) 1 s, 1 veh EBLR: 0.06 (B) 13s, 1 veh

The east side site driveway intersection with Kennedy Circle is expected to have very good future total

2021 operational characteristics during both the weekday am and pm peak hours. There is no

predicted queuing and there are no recommended lane improvements at the intersection.

Right In/Out Driveway at Louis St. Laurent Avenue


peak hours is summarized in Table 9 from detailed Synchro reports attached in the appendix.

Table 9 Capacity analyses of Right In/Out Driveway at Louis St. Laurent Avenue

Future Total Traffic Condition and Driveway



2017 Right In/Out Driveway NBR: 0.03 (B) 11s, 1 veh NBR: 0.08 (B) 11s, 1 veh

2021 Right In/Out Driveway NBR: 0.01 (A) 10s, 1 veh NBR: 0.07 (B) 11s, 1 veh

The right-in/out site driveway intersection with Louis St. Laurent Avenue is expected to have very good

future total 2017 and 2021 operational characteristics during both the weekday am and pm peak

hours. There is no predicted queuing and there are no recommended lane improvements at the

intersection.

GHD | Report for Fieldgate - Traffic Impact Study Proposed Retail Commercial Development, /8811530/

Appendices


Appendix A – Background Information

119 CARS

EXTERIOR GARBAGEENCLOSURE

42

53.04

5.80

2.20

3.20

4

6.83

21.47

6.00 5.80 21.77

22.55

3.00

16.55

6.00

3.00

& ELECT. RM. 13.63

S.F.)

WB-20TAC-1999 (CA)

WB-20TAC-1999 (CA)

WB-20TAC-1999 (CA)

119 CARS

EXTERIOR GARBAGEENCLOSURE

42

53.04

5.80

2.20

3.20

4

6.83

21.47

6.00 5.80 21.77

22.55

3.00

16.55

6.00

3.00

& ELECT. RM. 13.63

S.F.)

Halt on-Fron t EndCusto m

Halton-Front EndCustom

5.44m

Job Number

Revision

FigureDate


X:\88\11530 Thompson\CADD\Drawings\Autoturn\8811530 Truck Path Analysis.dwgCad File No:23 September 2014 - 2:49 PMPlot Date: Michael DowdallPlotted by:

AT-1

FieldgateThompson R. and Louis St. Laurent Ave.Traffic Impact Study

Garbage and Loading AreaTruck Swept Path Analysis

88-11530

A

Sept 20140

SCALE 1:500 AT ORIGINAL SIZE

15m5 10

Ontario Traffic Inc.Morning Peak Diagram Specified Period

From:To:

7:00:00

9:00:00

One Hour PeakFrom:To:

7:30:00

8:30:00

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

Milton

1309400014

Louis St. Laurent Ave & Kennedy Ci

12

6-Jun-13

Weather conditions:

Person(s) who counted:

** Non-Signalized Intersection ** Major Road: Louis St. Laurent Ave runs W/E

North Leg Total:

North Entering:

North Peds:

Peds Cross:

67

50

18

Heavys

Trucks

Cars

Totals

2

0

27

29

0

0

21

21

2

0

48

Heavys

Trucks

Cars

Totals

4

0

13

17

Heavys Trucks Cars Totals

6 3 202 211


3 0 9 12

0 1 323 324

3 1 332

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

336

547

Kennedy Circle

Louis St. Laurent AveW

N

E

S

Louis St. Laurent Ave

East Leg Total:

East Entering:

East Peds:

Peds Cross:

532

187

0

Cars Trucks Heavys Totals

4 0 1 5

175 3 4 182

179 3 5


344 1 0 345

Comments

Ontario Traffic Inc.Afternoon Peak Diagram Specified Period

From:To:

16:00:00

18:00:00


17:00:00

18:00:00


Milton

1309400014

Louis St. Laurent Ave & Kennedy Ci

12

6-Jun-13

Weather conditions:


** Non-Signalized Intersection ** Major Road: Louis St. Laurent Ave runs W/E

North Leg Total:

North Entering:

North Peds:

Peds Cross:

91

34

15

Heavys

Trucks

Cars

Totals

0

0

22

22

0

1

11

12

0

1

33

Heavys

Trucks

Cars

Totals

0

0

57

57


0 3 356 359


0 0 23 23

0 0 217 217

0 0 240

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

240

599

Kennedy Circle


N

E

S


East Leg Total:

East Entering:

East Peds:

Peds Cross:

600

371

0


34 0 0 34

334 3 0 337

368 3 0


228 1 0 229

Comments

Ontario Traffic Inc.Morning Peak Diagram Specified Period

From:To:

7:00:00

9:00:00


7:30:00

8:30:00


Milton

1309400015

Thompson Rd & Louis St. Laurent A

3

5-Jun-13

Weather conditions:


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

North Leg Total:

North Entering:

North Peds:

Peds Cross:

681

505

8

Heavys

Trucks

Cars

Totals

0

0

39

39

1

3

371

375

0

2

89

91

1

5

499

Heavys

Trucks

Cars

Totals

2

2

172

176


0 1 165 166


1 0 37 38

1 3 254 258

0 0 46 46

2 3 337

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

342

508

Thompson Rd


N

E

S


Thompson Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

558

185

0


47 0 0 47

117 1 0 118

20 0 0 20

184 1 0


367 5 1 373

Cars

Trucks

Heavys

Totals

437

3

1

441

Cars

Trucks

Heavys

Totals

9

0

0

9

88

2

1

91

24

0

0

24

121

2

1

Peds Cross:

South Peds:

South Entering:

South Leg Total:

2

124

565

Comments

Ontario Traffic Inc.Afternoon Peak Diagram Specified Period

From:To:

16:00:00

18:00:00


16:45:00

17:45:00


Milton

1309400015

Thompson Rd & Louis St. Laurent A

3

5-Jun-13

Weather conditions:


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

North Leg Total:

North Entering:

North Peds:

Peds Cross:

752

241

9

Heavys

Trucks

Cars

Totals

0

0

62

62

0

1

155

156

0

0

23

23

0

1

240

Heavys

Trucks

Cars

Totals

2

5

504

511


0 0 319 319


1 0 66 67

1 0 134 135

0 0 16 16

2 0 216

Peds Cross:

West Peds:

West Entering:

West Leg Total:

0

218

537

Thompson Rd


N

E

S


Thompson Rd

East Leg Total:

East Entering:

East Peds:

Peds Cross:

468

276

0


56 0 0 56

199 0 0 199

20 1 0 21

275 1 0


191 0 1 192

Cars

Trucks

Heavys

Totals

191

2

0

193

Cars

Trucks

Heavys

Totals

58

0

0

58

382

5

1

388

34

0

0

34

474

5

1

Peds Cross:

South Peds:

South Entering:

South Leg Total:

0

480

673

Comments

GHD | Report for Fieldgate - Traffic Impact Study Proposed Retail Commercial Development, /8811530/

Appendix B – Capacity Analyses

Timings 2014 Existing Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. AM Peak Hour

GHD Synchro 8 Report9/23/2014

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 38 258 46 28 168 67 9 91 24 91 375 39Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 60.0 0.0 60.0 0.0 45.0 0.0 60.0 0.0Storage Lanes 1 0 1 0 1 0 1 0Taper Length (m) 15.0 15.0 15.0 15.0Right Turn on Red Yes Yes Yes YesLink Speed (k/h) 50 50 50 50Link Distance (m) 150.0 135.0 90.0 150.0Travel Time (s) 10.8 9.7 6.5 10.8Lane Group Flow (vph) 38 304 0 28 235 0 9 115 0 91 414 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Minimum Split (s) 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0Total Split (s) 45.0 45.0 45.0 45.0 45.0 45.0 45.0 45.0Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lead/LagLead-Lag Optimize?v/c Ratio 0.08 0.38 0.07 0.30 0.02 0.14 0.16 0.27Control Delay 15.7 18.2 15.6 15.7 14.9 13.4 16.6 16.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 15.7 18.2 15.6 15.7 14.9 13.4 16.6 16.3Queue Length 50th (m) 3.7 32.9 2.7 22.2 0.9 9.6 9.3 22.5Queue Length 95th (m) 9.6 52.7 7.7 38.3 3.6 19.6 18.8 32.5Internal Link Dist (m) 126.0 111.0 66.0 126.0Turn Bay Length (m) 60.0 60.0 45.0 60.0Base Capacity (vph) 478 804 416 796 404 801 557 1537Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.08 0.38 0.07 0.30 0.02 0.14 0.16 0.27

Intersection SummaryArea Type: OtherCycle Length: 90Actuated Cycle Length: 90Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of GreenNatural Cycle: 45Control Type: Pretimed

Splits and Phases: 2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave.

HCM Signalized Intersection Capacity Analysis 2014 Existing Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. AM Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 38 258 46 28 168 67 9 91 24 91 375 39Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95Frt 1.00 0.98 1.00 0.96 1.00 0.97 1.00 0.99Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1789 1841 1789 1803 1789 1824 1789 3528Flt Permitted 0.59 1.00 0.51 1.00 0.50 1.00 0.68 1.00Satd. Flow (perm) 1104 1841 962 1803 934 1824 1286 3528Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj. Flow (vph) 38 258 46 28 168 67 9 91 24 91 375 39RTOR Reduction (vph) 0 7 0 0 16 0 0 11 0 0 9 0Lane Group Flow (vph) 38 297 0 28 219 0 9 104 0 91 406 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 39.0 39.0 39.0 39.0 39.0 39.0 39.0 39.0Effective Green, g (s) 39.0 39.0 39.0 39.0 39.0 39.0 39.0 39.0Actuated g/C Ratio 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 478 797 416 781 404 790 557 1528v/s Ratio Prot c0.16 0.12 0.06 c0.11v/s Ratio Perm 0.03 0.03 0.01 0.07v/c Ratio 0.08 0.37 0.07 0.28 0.02 0.13 0.16 0.27Uniform Delay, d1 15.0 17.2 14.9 16.5 14.6 15.3 15.6 16.3Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.3 1.3 0.3 0.9 0.1 0.3 0.6 0.4Delay (s) 15.3 18.6 15.2 17.3 14.7 15.7 16.2 16.8Level of Service B B B B B B B BApproach Delay (s) 18.2 17.1 15.6 16.6Approach LOS B B B B

Intersection SummaryHCM 2000 Control Delay 17.1 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.32Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.0Intersection Capacity Utilization 46.4% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis 2014 Existing Traffic6: Kennedy Cir. & L.St.Laurent Ave./L.St. Laurent Ave. AM Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 4 369 0 0 245 22 0 0 0 28 0 18Sign Control Free Free Stop StopGrade 0% 0% 0% 0%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 1.00Hourly flow rate (vph) 4 369 0 0 245 22 0 0 0 28 0 18PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 236pX, platoon unblocked 0.93 0.93 0.93 0.93 0.93 0.93vC, conflicting volume 267 369 640 644 369 633 633 256vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 267 282 574 578 282 566 566 256tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 100 100 100 100 100 93 100 98cM capacity (veh/h) 1297 1189 389 395 703 403 401 783

Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2Volume Total 4 369 0 267 0 0 28 18Volume Left 4 0 0 0 0 0 28 0Volume Right 0 0 0 22 0 0 0 18cSH 1297 1700 1700 1700 1700 1700 403 783Volume to Capacity 0.00 0.22 0.00 0.16 0.00 0.00 0.07 0.02Queue Length 95th (m) 0.1 0.0 0.0 0.0 0.0 0.0 1.7 0.5Control Delay (s) 7.8 0.0 0.0 0.0 0.0 0.0 14.6 9.7Lane LOS A A A B AApproach Delay (s) 0.1 0.0 0.0 12.7Approach LOS A B

Intersection SummaryAverage Delay 0.9Intersection Capacity Utilization 29.4% ICU Level of Service AAnalysis Period (min) 15

Timings 2104 Existing Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. PM Peak Hour





HCM Signalized Intersection Capacity Analysis 2104 Existing Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. PM Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 67 135 16 26 243 68 58 388 34 23 156 62Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95Frt 1.00 0.98 1.00 0.97 1.00 0.99 1.00 0.96Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1789 1854 1789 1822 1789 1861 1789 3426Flt Permitted 0.50 1.00 0.66 1.00 0.62 1.00 0.39 1.00Satd. Flow (perm) 948 1854 1245 1822 1159 1861 732 3426Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj. Flow (vph) 67 135 16 26 243 68 58 388 34 23 156 62RTOR Reduction (vph) 0 5 0 0 11 0 0 3 0 0 35 0Lane Group Flow (vph) 67 146 0 26 300 0 58 419 0 23 183 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 39.0 39.0 39.0 39.0 39.0 39.0 39.0 39.0Effective Green, g (s) 39.0 39.0 39.0 39.0 39.0 39.0 39.0 39.0Actuated g/C Ratio 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 410 803 539 789 502 806 317 1484v/s Ratio Prot 0.08 c0.16 c0.22 0.05v/s Ratio Perm 0.07 0.02 0.05 0.03v/c Ratio 0.16 0.18 0.05 0.38 0.12 0.52 0.07 0.12Uniform Delay, d1 15.6 15.7 14.8 17.3 15.2 18.6 14.9 15.3Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.9 0.5 0.2 1.4 0.5 2.4 0.4 0.2Delay (s) 16.4 16.2 14.9 18.7 15.7 21.0 15.4 15.4Level of Service B B B B B C B BApproach Delay (s) 16.3 18.4 20.4 15.4Approach LOS B B C B

Intersection SummaryHCM 2000 Control Delay 18.2 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.45Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.0Intersection Capacity Utilization 66.5% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis 2104 Existing Traffic6: Kennedy Cir. & L.St.Laurent Ave./L.St. Laurent Ave. PM Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (veh/h) 18 174 0 0 325 42 0 0 0 27 0 12Sign Control Free Free Stop StopGrade 0% 0% 0% 0%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 1.00Hourly flow rate (vph) 18 174 0 0 325 42 0 0 0 27 0 12PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 236pX, platoon unblockedvC, conflicting volume 367 174 547 577 174 556 556 346vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 367 174 547 577 174 556 556 346tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2tC, 2 stage (s)tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3p0 queue free % 98 100 100 100 100 94 100 98cM capacity (veh/h) 1192 1403 435 421 869 437 433 697

Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2Volume Total 18 174 0 367 0 0 27 12Volume Left 18 0 0 0 0 0 27 0Volume Right 0 0 0 42 0 0 0 12cSH 1192 1700 1700 1700 1700 1700 437 697Volume to Capacity 0.02 0.10 0.00 0.22 0.00 0.00 0.06 0.02Queue Length 95th (m) 0.3 0.0 0.0 0.0 0.0 0.0 1.5 0.4Control Delay (s) 8.1 0.0 0.0 0.0 0.0 0.0 13.8 10.3Lane LOS A A A B BApproach Delay (s) 0.8 0.0 0.0 12.7Approach LOS A B


Timings 2017 Background Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. AM Peak Hour





HCM Signalized Intersection Capacity Analysis 2017 Background Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. AM Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 43 348 52 32 289 76 10 103 27 103 424 44Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95Frt 1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.99Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1789 1847 1789 1825 1789 1825 1789 3528Flt Permitted 0.45 1.00 0.41 1.00 0.46 1.00 0.67 1.00Satd. Flow (perm) 841 1847 774 1825 862 1825 1269 3528Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj. Flow (vph) 43 348 52 32 289 76 10 103 27 103 424 44RTOR Reduction (vph) 0 6 0 0 11 0 0 11 0 0 9 0Lane Group Flow (vph) 43 394 0 32 354 0 10 119 0 103 460 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 39.0 39.0 39.0 39.0 39.0 39.0 39.0 39.0Effective Green, g (s) 39.0 39.0 39.0 39.0 39.0 39.0 39.0 39.0Actuated g/C Ratio 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 364 800 335 790 373 790 549 1528v/s Ratio Prot c0.21 0.19 0.07 c0.13v/s Ratio Perm 0.05 0.04 0.01 0.08v/c Ratio 0.12 0.49 0.10 0.45 0.03 0.15 0.19 0.30Uniform Delay, d1 15.2 18.4 15.1 17.9 14.6 15.5 15.7 16.6Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.7 2.2 0.6 1.8 0.1 0.4 0.8 0.5Delay (s) 15.9 20.5 15.6 19.8 14.8 15.9 16.5 17.1Level of Service B C B B B B B BApproach Delay (s) 20.1 19.4 15.8 17.0Approach LOS C B B B

Intersection SummaryHCM 2000 Control Delay 18.4 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.40Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.0Intersection Capacity Utilization 61.3% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis 2017 Background Traffic6: Kennedy Cir. & L.St.Laurent Ave./L.St. Laurent Ave. AM Peak Hour



Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2Volume Total 4 474 0 400 0 0 28 18Volume Left 4 0 0 0 0 0 28 0Volume Right 0 0 0 22 0 0 0 18cSH 1159 1700 1700 1700 1700 1700 272 659Volume to Capacity 0.00 0.28 0.00 0.24 0.00 0.00 0.10 0.03Queue Length 95th (m) 0.1 0.0 0.0 0.0 0.0 0.0 2.6 0.6Control Delay (s) 8.1 0.0 0.0 0.0 0.0 0.0 19.7 10.6Lane LOS A A A C BApproach Delay (s) 0.1 0.0 0.0 16.2Approach LOS A C


Timings 2017 Background Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. PM Peak Hour





HCM Signalized Intersection Capacity Analysis 2017 Background Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. PM Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 76 279 18 29 366 77 66 438 38 26 176 70Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95Frt 1.00 0.99 1.00 0.97 1.00 0.99 1.00 0.96Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1789 1866 1789 1834 1789 1861 1789 3426Flt Permitted 0.37 1.00 0.52 1.00 0.60 1.00 0.34 1.00Satd. Flow (perm) 693 1866 976 1834 1128 1861 632 3426Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj. Flow (vph) 76 279 18 29 366 77 66 438 38 26 176 70RTOR Reduction (vph) 0 3 0 0 9 0 0 3 0 0 40 0Lane Group Flow (vph) 76 294 0 29 435 0 66 473 0 26 206 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 39.0 39.0 39.0 39.0 39.0 39.0 39.0 39.0Effective Green, g (s) 39.0 39.0 39.0 39.0 39.0 39.0 39.0 39.0Actuated g/C Ratio 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 300 808 422 794 488 806 273 1484v/s Ratio Prot 0.16 c0.24 c0.25 0.06v/s Ratio Perm 0.11 0.03 0.06 0.04v/c Ratio 0.25 0.36 0.07 0.55 0.14 0.59 0.10 0.14Uniform Delay, d1 16.2 17.2 14.9 18.9 15.3 19.4 15.1 15.4Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 2.0 1.3 0.3 2.7 0.6 3.1 0.7 0.2Delay (s) 18.3 18.4 15.2 21.6 15.9 22.5 15.8 15.6Level of Service B B B C B C B BApproach Delay (s) 18.4 21.3 21.7 15.6Approach LOS B C C B

Intersection SummaryHCM 2000 Control Delay 19.8 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.57Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.0Intersection Capacity Utilization 76.8% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis 2017 Background Traffic6: Kennedy Cir. & L.St.Laurent Ave./L.St. Laurent Ave. PM Peak Hour



Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2Volume Total 18 325 0 502 0 0 27 12Volume Left 18 0 0 0 0 0 27 0Volume Right 0 0 0 42 0 0 0 12cSH 1062 1700 1700 1700 1700 1700 282 585Volume to Capacity 0.02 0.19 0.00 0.30 0.00 0.00 0.10 0.02Queue Length 95th (m) 0.4 0.0 0.0 0.0 0.0 0.0 2.4 0.5Control Delay (s) 8.4 0.0 0.0 0.0 0.0 0.0 19.1 11.3Lane LOS A A A C BApproach Delay (s) 0.4 0.0 0.0 16.7Approach LOS A C


Timings 2017 Total Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. AM Peak Hour





HCM Signalized Intersection Capacity Analysis 2017 Total Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. AM Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 43 359 57 32 284 76 21 108 27 103 438 44Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95Frt 1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.99Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1789 1845 1789 1824 1789 1827 1789 3530Flt Permitted 0.45 1.00 0.39 1.00 0.45 1.00 0.67 1.00Satd. Flow (perm) 851 1845 743 1824 844 1827 1263 3530Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj. Flow (vph) 43 359 57 32 284 76 21 108 27 103 438 44RTOR Reduction (vph) 0 6 0 0 11 0 0 10 0 0 9 0Lane Group Flow (vph) 43 410 0 32 349 0 21 125 0 103 474 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 39.0 39.0 39.0 39.0 39.0 39.0 39.0 39.0Effective Green, g (s) 39.0 39.0 39.0 39.0 39.0 39.0 39.0 39.0Actuated g/C Ratio 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 368 799 321 790 365 791 547 1529v/s Ratio Prot c0.22 0.19 0.07 c0.13v/s Ratio Perm 0.05 0.04 0.02 0.08v/c Ratio 0.12 0.51 0.10 0.44 0.06 0.16 0.19 0.31Uniform Delay, d1 15.2 18.6 15.1 17.9 14.8 15.5 15.7 16.7Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.6 2.3 0.6 1.8 0.3 0.4 0.8 0.5Delay (s) 15.9 20.9 15.7 19.7 15.1 15.9 16.5 17.2Level of Service B C B B B B B BApproach Delay (s) 20.5 19.3 15.8 17.1Approach LOS C B B B


HCM Unsignalized Intersection Capacity Analysis 2017 Total Traffic4: Site RIRO & L.St. Laurent Ave./L.St.Laurent Ave. AM Peak Hour


Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (veh/h) 466 23 0 391 0 16Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00Hourly flow rate (vph) 466 23 0 391 0 16PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 135pX, platoon unblocked 0.84 0.84 0.84vC, conflicting volume 489 868 478vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 294 747 281tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 97cM capacity (veh/h) 1063 319 636

Direction, Lane # EB 1 WB 1 NB 1Volume Total 489 391 16Volume Left 0 0 0Volume Right 23 0 16cSH 1700 1700 636Volume to Capacity 0.29 0.23 0.03Queue Length 95th (m) 0.0 0.0 0.6Control Delay (s) 0.0 0.0 10.8Lane LOS BApproach Delay (s) 0.0 0.0 10.8Approach LOS B


HCM Unsignalized Intersection Capacity Analysis 2017 Total Traffic6: Kennedy Cir. & L.St.Laurent Ave./L.St. Laurent Ave. AM Peak Hour



Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2Volume Total 4 478 21 395 0 3 28 20Volume Left 4 0 21 0 0 0 28 0Volume Right 0 0 0 22 0 2 0 18cSH 1164 1700 1074 1700 1700 423 247 575Volume to Capacity 0.00 0.28 0.02 0.23 0.00 0.01 0.11 0.03Queue Length 95th (m) 0.1 0.0 0.5 0.0 0.0 0.2 2.9 0.8Control Delay (s) 8.1 0.0 8.4 0.0 0.0 13.6 21.4 11.5Lane LOS A A A B C BApproach Delay (s) 0.1 0.4 13.6 17.3Approach LOS B C


HCM Unsignalized Intersection Capacity Analysis 2017 Total Traffic9: Kennedy Cir. & Front East AM Peak Hour


Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsVolume (veh/h) 3 0 0 0 2 21Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00Hourly flow rate (vph) 3 0 0 0 2 21PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m)pX, platoon unblockedvC, conflicting volume 12 12 23vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 12 12 23tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 100 100 100cM capacity (veh/h) 1007 1068 1592

Direction, Lane # EB 1 NB 1 SB 1Volume Total 3 0 23Volume Left 3 0 0Volume Right 0 0 21cSH 1007 1700 1700Volume to Capacity 0.00 0.00 0.01Queue Length 95th (m) 0.1 0.0 0.0Control Delay (s) 8.6 0.0 0.0Lane LOS AApproach Delay (s) 8.6 0.0 0.0Approach LOS A


HCM Unsignalized Intersection Capacity Analysis 2017 Total Traffic11: Thompson Rd. & Front West AM Peak Hour


Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsVolume (veh/h) 16 19 137 8 33 493Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00Hourly flow rate (vph) 16 19 137 8 33 493PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 90pX, platoon unblocked 0.88vC, conflicting volume 700 141 145vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 595 141 145tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 96 98 98cM capacity (veh/h) 403 907 1437

Direction, Lane # WB 1 NB 1 SB 1 SB 2Volume Total 35 145 33 493Volume Left 16 0 33 0Volume Right 19 8 0 0cSH 577 1700 1437 1700Volume to Capacity 0.06 0.09 0.02 0.29Queue Length 95th (m) 1.5 0.0 0.5 0.0Control Delay (s) 11.6 0.0 7.6 0.0Lane LOS B AApproach Delay (s) 11.6 0.0 0.5Approach LOS B


Timings 2017 Total Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. PM Peak Hour





HCM Signalized Intersection Capacity Analysis 2017 Total Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. PM Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 76 315 34 29 338 77 150 487 38 26 222 70Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95Frt 1.00 0.99 1.00 0.97 1.00 0.99 1.00 0.96Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1789 1856 1789 1831 1789 1863 1789 3450Flt Permitted 0.40 1.00 0.46 1.00 0.57 1.00 0.29 1.00Satd. Flow (perm) 745 1856 872 1831 1080 1863 544 3450Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj. Flow (vph) 76 315 34 29 338 77 150 487 38 26 222 70RTOR Reduction (vph) 0 5 0 0 9 0 0 3 0 0 33 0Lane Group Flow (vph) 76 344 0 29 406 0 150 522 0 26 259 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 39.0 39.0 39.0 39.0 39.0 39.0 39.0 39.0Effective Green, g (s) 39.0 39.0 39.0 39.0 39.0 39.0 39.0 39.0Actuated g/C Ratio 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 322 804 377 793 468 807 235 1495v/s Ratio Prot 0.19 c0.22 c0.28 0.07v/s Ratio Perm 0.10 0.03 0.14 0.05v/c Ratio 0.24 0.43 0.08 0.51 0.32 0.65 0.11 0.17Uniform Delay, d1 16.1 17.7 14.9 18.6 16.8 20.1 15.2 15.6Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 1.7 1.7 0.4 2.4 1.8 4.0 1.0 0.3Delay (s) 17.8 19.4 15.3 20.9 18.6 24.0 16.1 15.9Level of Service B B B C B C B BApproach Delay (s) 19.1 20.6 22.8 15.9Approach LOS B C C B

Intersection SummaryHCM 2000 Control Delay 20.3 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.58Actuated Cycle Length (s) 90.0 Sum of lost time (s) 12.0Intersection Capacity Utilization 77.9% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis 2017 Total Traffic4: Site RIRO & L.St. Laurent Ave./L.St.Laurent Ave. PM Peak Hour


Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (veh/h) 321 58 0 444 0 61Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00Hourly flow rate (vph) 321 58 0 444 0 61PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 135pX, platoon unblocked 0.88 0.88 0.88vC, conflicting volume 379 794 350vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 223 696 190tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 92cM capacity (veh/h) 1181 358 748

Direction, Lane # EB 1 WB 1 NB 1Volume Total 379 444 61Volume Left 0 0 0Volume Right 58 0 61cSH 1700 1700 748Volume to Capacity 0.22 0.26 0.08Queue Length 95th (m) 0.0 0.0 2.0Control Delay (s) 0.0 0.0 10.2Lane LOS BApproach Delay (s) 0.0 0.0 10.2Approach LOS B


HCM Unsignalized Intersection Capacity Analysis 2017 Total Traffic6: Kennedy Cir. & L.St.Laurent Ave./L.St. Laurent Ave. PM Peak Hour



Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 SB 2Volume Total 18 364 80 474 0 24 27 18Volume Left 18 0 80 0 0 0 27 0Volume Right 0 0 0 42 0 17 0 12cSH 1088 1700 1194 1700 1700 416 185 377Volume to Capacity 0.02 0.21 0.07 0.28 0.00 0.06 0.15 0.05Queue Length 95th (m) 0.4 0.0 1.6 0.0 0.0 1.4 3.8 1.1Control Delay (s) 8.4 0.0 8.2 0.0 0.0 14.2 27.8 15.0Lane LOS A A A B D CApproach Delay (s) 0.4 1.2 14.2 22.7Approach LOS B C


HCM Unsignalized Intersection Capacity Analysis 2017 Total Traffic9: Kennedy Cir. & Front East PM Peak Hour


Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsVolume (veh/h) 24 0 0 0 1 85Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00Hourly flow rate (vph) 24 0 0 0 1 85PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m)pX, platoon unblockedvC, conflicting volume 44 44 86vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 44 44 86tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 98 100 100cM capacity (veh/h) 967 1027 1510

Direction, Lane # EB 1 NB 1 SB 1Volume Total 24 0 86Volume Left 24 0 0Volume Right 0 0 85cSH 967 1700 1700Volume to Capacity 0.02 0.00 0.05Queue Length 95th (m) 0.6 0.0 0.0Control Delay (s) 8.8 0.0 0.0Lane LOS AApproach Delay (s) 8.8 0.0 0.0Approach LOS A


HCM Unsignalized Intersection Capacity Analysis 2017 Total Traffic11: Thompson Rd. & Front West PM Peak Hour



Direction, Lane # WB 1 NB 1 SB 1 SB 2Volume Total 214 559 79 207Volume Left 36 0 79 0Volume Right 178 62 0 0cSH 476 1700 1012 1700Volume to Capacity 0.45 0.33 0.08 0.12Queue Length 95th (m) 17.4 0.0 1.9 0.0Control Delay (s) 18.6 0.0 8.9 0.0Lane LOS C AApproach Delay (s) 18.6 0.0 2.4Approach LOS C

Intersection SummaryAverage Delay 4.4Intersection Capacity Utilization 57.3% ICU Level of Service BAnalysis Period (min) 15

Timings 2021 Background Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. AM Peak Hour


Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 181 917 139 69 991 220 191 535 115 179 642 139Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 60.0 0.0 60.0 0.0 45.0 0.0 60.0 0.0Storage Lanes 1 0 1 0 1 0 1 0Taper Length (m) 15.0 15.0 15.0 15.0Right Turn on Red Yes Yes Yes YesLink Speed (k/h) 50 50 50 50Link Distance (m) 150.0 135.0 90.0 150.0Travel Time (s) 10.8 9.7 6.5 10.8Lane Group Flow (vph) 181 1056 0 69 1211 0 191 650 0 179 781 0Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NAProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8 2 6Minimum Split (s) 10.0 22.0 10.0 22.0 10.0 22.0 10.0 22.0Total Split (s) 15.0 60.0 10.0 55.0 13.0 37.0 13.0 37.0Total Split (%) 12.5% 50.0% 8.3% 45.8% 10.8% 30.8% 10.8% 30.8%Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0All-Red Time (s) 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 3.0 6.0 3.0 6.0 3.0 6.0 3.0 6.0Lead/Lag Lead Lag Lead Lag Lead Lag Lead LagLead-Lag Optimize?v/c Ratio 0.74 0.66 0.29 0.84 0.88 0.71 0.69 0.85Control Delay 42.3 27.9 19.7 47.6 64.6 44.2 40.0 51.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 42.3 27.9 19.7 47.6 64.6 44.2 40.0 51.5Queue Length 50th (m) 24.6 98.8 6.7 130.0 30.3 71.2 28.1 90.2Queue Length 95th (m) #56.6 121.8 m12.1 159.7 #68.9 92.0 #47.4 #116.9Internal Link Dist (m) 126.0 111.0 66.0 126.0Turn Bay Length (m) 60.0 60.0 45.0 60.0Base Capacity (vph) 245 1588 242 1437 217 914 261 915Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.74 0.66 0.29 0.84 0.88 0.71 0.69 0.85

Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 120Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of GreenNatural Cycle: 80Control Type: Pretimed# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.m Volume for 95th percentile queue is metered by upstream signal.


HCM Signalized Intersection Capacity Analysis 2021 Background Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. AM Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 181 917 139 69 991 220 191 535 115 179 642 139Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 3.0 6.0 3.0 6.0 3.0 6.0 3.0 6.0Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 1.00 0.95Frt 1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.97Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1789 3508 1789 3481 1789 3484 1789 3483Flt Permitted 0.08 1.00 0.17 1.00 0.13 1.00 0.21 1.00Satd. Flow (perm) 145 3508 318 3481 243 3484 396 3483Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj. Flow (vph) 181 917 139 69 991 220 191 535 115 179 642 139RTOR Reduction (vph) 0 10 0 0 16 0 0 15 0 0 16 0Lane Group Flow (vph) 181 1046 0 69 1195 0 191 635 0 179 765 0Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NAProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8 2 6Actuated Green, G (s) 64.0 54.0 56.0 49.0 41.0 31.0 41.0 31.0Effective Green, g (s) 64.0 54.0 56.0 49.0 41.0 31.0 41.0 31.0Actuated g/C Ratio 0.53 0.45 0.47 0.41 0.34 0.26 0.34 0.26Clearance Time (s) 3.0 6.0 3.0 6.0 3.0 6.0 3.0 6.0Lane Grp Cap (vph) 241 1578 234 1421 211 900 251 899v/s Ratio Prot c0.07 0.30 0.02 c0.34 c0.08 0.18 0.06 0.22v/s Ratio Perm 0.32 0.12 c0.23 0.18v/c Ratio 0.75 0.66 0.29 0.84 0.91 0.71 0.71 0.85Uniform Delay, d1 28.5 25.9 19.4 32.0 31.5 40.4 30.1 42.3Progression Factor 1.00 1.00 1.36 1.34 1.00 1.00 1.00 1.00Incremental Delay, d2 19.2 2.2 2.7 5.2 41.4 4.6 15.9 10.0Delay (s) 47.7 28.1 29.0 48.1 72.8 45.0 46.0 52.3Level of Service D C C D E D D DApproach Delay (s) 30.9 47.0 51.3 51.1Approach LOS C D D D

Intersection SummaryHCM 2000 Control Delay 44.2 HCM 2000 Level of Service DHCM 2000 Volume to Capacity ratio 0.85Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0Intersection Capacity Utilization 93.9% ICU Level of Service FAnalysis Period (min) 15c Critical Lane Group

Timings 2021 Background Traffic6: Kennedy Cir. & L.St.Laurent Ave./L.St. Laurent Ave. AM Peak Hour


Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 4 1138 63 43 1118 22 136 35 89 28 29 22Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 30.0 0.0 30.0 0.0 30.0 0.0 30.0 0.0Storage Lanes 1 0 1 0 1 0 1 0Taper Length (m) 15.0 15.0 15.0 15.0Right Turn on Red Yes Yes Yes YesLink Speed (k/h) 50 50 50 50Link Distance (m) 100.5 120.0 115.5 100.0Travel Time (s) 7.2 8.6 8.3 7.2Lane Group Flow (vph) 4 1201 0 43 1140 0 136 124 0 28 51 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Minimum Split (s) 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0Total Split (s) 38.0 38.0 38.0 38.0 22.0 22.0 22.0 22.0Total Split (%) 63.3% 63.3% 63.3% 63.3% 36.7% 36.7% 36.7% 36.7%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lead/LagLead-Lag Optimize?v/c Ratio 0.02 0.63 0.26 0.60 0.37 0.25 0.08 0.11Control Delay 5.8 14.8 12.5 11.2 21.6 11.2 17.4 11.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 5.8 14.8 12.5 11.2 21.6 11.2 17.4 11.9Queue Length 50th (m) 0.3 104.6 2.3 40.6 12.1 5.1 2.3 2.4Queue Length 95th (m) m0.4 124.5 8.3 56.9 25.4 15.8 7.4 9.1Internal Link Dist (m) 76.5 96.0 91.5 76.0Turn Bay Length (m) 30.0 30.0 30.0 30.0Base Capacity (vph) 187 1899 168 1905 363 494 340 485Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.02 0.63 0.26 0.60 0.37 0.25 0.08 0.11

Intersection SummaryArea Type: OtherCycle Length: 60Actuated Cycle Length: 60Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of GreenNatural Cycle: 55Control Type: Pretimedm Volume for 95th percentile queue is metered by upstream signal.

Splits and Phases: 6: Kennedy Cir. & L.St.Laurent Ave./L.St. Laurent Ave.

HCM Signalized Intersection Capacity Analysis 2021 Background Traffic6: Kennedy Cir. & L.St.Laurent Ave./L.St. Laurent Ave. AM Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 4 1138 63 43 1118 22 136 35 89 28 29 22Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00Frt 1.00 0.99 1.00 1.00 1.00 0.89 1.00 0.94Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1789 3550 1789 3568 1789 1681 1789 1762Flt Permitted 0.19 1.00 0.17 1.00 0.72 1.00 0.68 1.00Satd. Flow (perm) 352 3550 315 3568 1363 1681 1276 1762Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj. Flow (vph) 4 1138 63 43 1118 22 136 35 89 28 29 22RTOR Reduction (vph) 0 7 0 0 2 0 0 46 0 0 16 0Lane Group Flow (vph) 4 1194 0 43 1138 0 136 78 0 28 35 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 32.0 32.0 32.0 32.0 16.0 16.0 16.0 16.0Effective Green, g (s) 32.0 32.0 32.0 32.0 16.0 16.0 16.0 16.0Actuated g/C Ratio 0.53 0.53 0.53 0.53 0.27 0.27 0.27 0.27Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 187 1893 168 1902 363 448 340 469v/s Ratio Prot c0.34 0.32 0.05 0.02v/s Ratio Perm 0.01 0.14 c0.10 0.02v/c Ratio 0.02 0.63 0.26 0.60 0.37 0.17 0.08 0.07Uniform Delay, d1 6.6 9.8 7.6 9.6 17.9 16.9 16.5 16.5Progression Factor 0.83 1.38 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 1.2 3.6 1.4 2.9 0.8 0.5 0.3Delay (s) 5.6 14.7 11.2 11.0 20.9 17.8 17.0 16.8Level of Service A B B B C B B BApproach Delay (s) 14.7 11.0 19.4 16.8Approach LOS B B B B


Timings 2021 Background Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. PM Peak Hour


Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 138 1036 191 131 1059 202 183 744 110 210 588 151Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 60.0 0.0 60.0 0.0 45.0 0.0 60.0 0.0Storage Lanes 1 0 1 0 1 0 1 0Taper Length (m) 15.0 15.0 15.0 15.0Right Turn on Red Yes Yes Yes YesLink Speed (k/h) 50 50 50 50Link Distance (m) 150.0 135.0 90.0 150.0Travel Time (s) 10.8 9.7 6.5 10.8Lane Group Flow (vph) 138 1227 0 131 1261 0 183 854 0 210 739 0Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NAProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8 2 6Minimum Split (s) 10.0 22.0 10.0 22.0 10.0 22.0 10.0 22.0Total Split (s) 10.0 55.0 10.0 55.0 10.0 42.0 13.0 45.0Total Split (%) 8.3% 45.8% 8.3% 45.8% 8.3% 35.0% 10.8% 37.5%Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0All-Red Time (s) 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 3.0 6.0 3.0 6.0 3.0 6.0 3.0 6.0Lead/Lag Lead Lag Lead Lag Lead Lag Lead LagLead-Lag Optimize?v/c Ratio 0.81 0.85 0.77 0.88 0.74 0.80 0.93 0.64Control Delay 54.1 38.7 48.8 49.9 43.6 44.9 68.9 36.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 54.1 38.7 48.8 49.9 43.6 44.9 68.9 36.3Queue Length 50th (m) 16.4 134.0 15.9 142.1 26.7 96.1 31.2 75.1Queue Length 95th (m) #49.4 163.7 m#34.4 181.6 #50.0 120.2 #75.5 95.8Internal Link Dist (m) 126.0 111.0 66.0 126.0Turn Bay Length (m) 60.0 60.0 45.0 60.0Base Capacity (vph) 171 1439 171 1439 247 1063 227 1146Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.81 0.85 0.77 0.88 0.74 0.80 0.93 0.64



HCM Signalized Intersection Capacity Analysis 2021 Background Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. PM Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 138 1036 191 131 1059 202 183 744 110 210 588 151Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 3.0 6.0 3.0 6.0 3.0 6.0 3.0 6.0Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 1.00 0.95Frt 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1789 3495 1789 3493 1789 3509 1789 3469Flt Permitted 0.08 1.00 0.08 1.00 0.23 1.00 0.12 1.00Satd. Flow (perm) 154 3495 154 3493 440 3509 225 3469Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj. Flow (vph) 138 1036 191 131 1059 202 183 744 110 210 588 151RTOR Reduction (vph) 0 12 0 0 13 0 0 10 0 0 19 0Lane Group Flow (vph) 138 1215 0 131 1248 0 183 844 0 210 720 0Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NAProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8 2 6Actuated Green, G (s) 56.0 49.0 56.0 49.0 43.0 36.0 49.0 39.0Effective Green, g (s) 56.0 49.0 56.0 49.0 43.0 36.0 49.0 39.0Actuated g/C Ratio 0.47 0.41 0.47 0.41 0.36 0.30 0.41 0.32Clearance Time (s) 3.0 6.0 3.0 6.0 3.0 6.0 3.0 6.0Lane Grp Cap (vph) 167 1427 167 1426 236 1052 222 1127v/s Ratio Prot c0.05 0.35 0.05 c0.36 0.05 0.24 c0.08 0.21v/s Ratio Perm 0.34 0.32 0.23 c0.31v/c Ratio 0.83 0.85 0.78 0.88 0.78 0.80 0.95 0.64Uniform Delay, d1 25.5 32.2 24.9 32.7 31.1 38.7 27.7 34.5Progression Factor 1.00 1.00 1.35 1.35 1.00 1.00 1.00 1.00Incremental Delay, d2 35.3 6.6 23.8 6.0 21.7 6.5 47.8 2.8Delay (s) 60.8 38.8 57.4 50.3 52.8 45.2 75.5 37.3Level of Service E D E D D D E DApproach Delay (s) 41.0 50.9 46.5 45.7Approach LOS D D D D


Timings 2021 Background Traffic6: Kennedy Cir. & L.St.Laurent Ave./L.St. Laurent Ave. PM Peak Hour


Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 20 1165 171 93 1258 45 120 21 63 29 39 14Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 30.0 0.0 30.0 0.0 30.0 0.0 30.0 0.0Storage Lanes 1 0 1 0 1 0 1 0Taper Length (m) 15.0 15.0 15.0 15.0Right Turn on Red Yes Yes Yes YesLink Speed (k/h) 50 50 50 50Link Distance (m) 100.5 120.0 115.5 100.0Travel Time (s) 7.2 8.6 8.3 7.2Lane Group Flow (vph) 20 1336 0 93 1303 0 120 84 0 29 53 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Minimum Split (s) 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0Total Split (s) 38.0 38.0 38.0 38.0 22.0 22.0 22.0 22.0Total Split (%) 63.3% 63.3% 63.3% 63.3% 36.7% 36.7% 36.7% 36.7%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lead/LagLead-Lag Optimize?v/c Ratio 0.15 0.71 0.73 0.68 0.33 0.17 0.08 0.11Control Delay 6.0 12.8 49.1 12.6 20.9 8.9 17.3 14.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 6.0 12.8 49.1 12.6 20.9 8.9 17.3 14.0Queue Length 50th (m) 0.8 122.4 7.1 49.8 10.6 2.0 2.4 3.2Queue Length 95th (m) m1.0 m102.1 #30.7 69.4 22.7 10.6 7.6 10.1Internal Link Dist (m) 76.5 96.0 91.5 76.0Turn Bay Length (m) 30.0 30.0 30.0 30.0Base Capacity (vph) 137 1891 128 1903 362 488 352 492Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.15 0.71 0.73 0.68 0.33 0.17 0.08 0.11



HCM Signalized Intersection Capacity Analysis 2021 Background Traffic6: Kennedy Cir. & L.St.Laurent Ave./L.St. Laurent Ave. PM Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 20 1165 171 93 1258 45 120 21 63 29 39 14Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00Frt 1.00 0.98 1.00 0.99 1.00 0.89 1.00 0.96Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1789 3510 1789 3560 1789 1672 1789 1809Flt Permitted 0.14 1.00 0.13 1.00 0.72 1.00 0.70 1.00Satd. Flow (perm) 259 3510 242 3560 1361 1672 1323 1809Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj. Flow (vph) 20 1165 171 93 1258 45 120 21 63 29 39 14RTOR Reduction (vph) 0 19 0 0 4 0 0 43 0 0 10 0Lane Group Flow (vph) 20 1317 0 93 1299 0 120 41 0 29 43 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 32.0 32.0 32.0 32.0 16.0 16.0 16.0 16.0Effective Green, g (s) 32.0 32.0 32.0 32.0 16.0 16.0 16.0 16.0Actuated g/C Ratio 0.53 0.53 0.53 0.53 0.27 0.27 0.27 0.27Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 138 1872 129 1898 362 445 352 482v/s Ratio Prot 0.38 0.36 0.02 0.02v/s Ratio Perm 0.08 c0.38 c0.09 0.02v/c Ratio 0.14 0.70 0.72 0.68 0.33 0.09 0.08 0.09Uniform Delay, d1 7.1 10.5 10.6 10.3 17.7 16.5 16.5 16.5Progression Factor 0.65 1.14 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 1.1 1.1 29.2 2.0 2.4 0.4 0.5 0.4Delay (s) 5.7 13.0 39.9 12.3 20.1 16.9 17.0 16.9Level of Service A B D B C B B BApproach Delay (s) 12.9 14.1 18.8 16.9Approach LOS B B B B


Timings 2021 Total Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. AM Peak Hour


Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 181 920 142 63 984 220 221 560 113 179 647 139Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 60.0 0.0 60.0 0.0 45.0 0.0 60.0 0.0Storage Lanes 1 0 1 0 1 0 1 0Taper Length (m) 15.0 15.0 15.0 15.0Right Turn on Red Yes Yes Yes YesLink Speed (k/h) 50 50 50 50Link Distance (m) 150.0 135.0 90.0 150.0Travel Time (s) 10.8 9.7 6.5 10.8Lane Group Flow (vph) 181 1062 0 63 1204 0 221 673 0 179 786 0Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NAProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8 2 6Minimum Split (s) 10.0 22.0 10.0 22.0 10.0 22.0 10.0 22.0Total Split (s) 15.0 60.0 10.0 55.0 15.0 37.0 13.0 35.0Total Split (%) 12.5% 50.0% 8.3% 45.8% 12.5% 30.8% 10.8% 29.2%Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0All-Red Time (s) 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 3.0 6.0 3.0 6.0 3.0 6.0 3.0 6.0Lead/Lag Lead Lag Lead Lag Lead Lag Lead LagLead-Lag Optimize?v/c Ratio 0.74 0.67 0.26 0.84 0.89 0.74 0.71 0.92Control Delay 42.3 28.0 21.1 50.5 64.3 45.2 42.1 59.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 42.3 28.0 21.1 50.5 64.3 45.2 42.1 59.9Queue Length 50th (m) 24.6 99.5 6.7 139.6 35.7 74.5 28.1 93.3Queue Length 95th (m) #56.6 122.6 m12.1 179.0 #79.3 95.8 #49.6 #129.0Internal Link Dist (m) 126.0 111.0 66.0 126.0Turn Bay Length (m) 60.0 60.0 45.0 60.0Base Capacity (vph) 245 1588 239 1437 247 915 253 856Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.74 0.67 0.26 0.84 0.89 0.74 0.71 0.92



HCM Signalized Intersection Capacity Analysis 2021 Total Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. AM Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 181 920 142 63 984 220 221 560 113 179 647 139Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 3.0 6.0 3.0 6.0 3.0 6.0 3.0 6.0Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 1.00 0.95Frt 1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.97Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1789 3507 1789 3480 1789 3488 1789 3484Flt Permitted 0.08 1.00 0.17 1.00 0.13 1.00 0.21 1.00Satd. Flow (perm) 145 3507 314 3480 243 3488 391 3484Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj. Flow (vph) 181 920 142 63 984 220 221 560 113 179 647 139RTOR Reduction (vph) 0 10 0 0 16 0 0 14 0 0 15 0Lane Group Flow (vph) 181 1052 0 63 1188 0 221 659 0 179 771 0Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NAProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8 2 6Actuated Green, G (s) 64.0 54.0 56.0 49.0 43.0 31.0 39.0 29.0Effective Green, g (s) 64.0 54.0 56.0 49.0 43.0 31.0 39.0 29.0Actuated g/C Ratio 0.53 0.45 0.47 0.41 0.36 0.26 0.32 0.24Clearance Time (s) 3.0 6.0 3.0 6.0 3.0 6.0 3.0 6.0Lane Grp Cap (vph) 241 1578 232 1421 241 901 243 841v/s Ratio Prot c0.07 0.30 0.02 c0.34 c0.09 0.19 0.06 0.22v/s Ratio Perm 0.32 0.11 c0.24 0.18v/c Ratio 0.75 0.67 0.27 0.84 0.92 0.73 0.74 0.92Uniform Delay, d1 28.4 25.9 19.4 31.9 31.1 40.7 31.4 44.3Progression Factor 1.00 1.00 1.49 1.44 1.00 1.00 1.00 1.00Incremental Delay, d2 19.2 2.2 2.4 5.0 39.9 5.2 18.0 16.4Delay (s) 47.6 28.2 31.3 51.0 71.0 45.9 49.4 60.7Level of Service D C C D E D D EApproach Delay (s) 31.0 50.0 52.1 58.6Approach LOS C D D E


HCM Unsignalized Intersection Capacity Analysis 2021 Total Traffic4: Site RIRO & L.St. Laurent Ave./L.St.Laurent Ave. AM Peak Hour


Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (veh/h) 1192 20 0 1267 0 11Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00Hourly flow rate (vph) 1192 20 0 1267 0 11PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 135 101pX, platoon unblocked 0.77 0.88 0.77vC, conflicting volume 1212 1836 606vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 681 546 0tC, single (s) 4.1 6.8 6.9tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 99cM capacity (veh/h) 700 413 836

Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1Volume Total 795 417 634 634 11Volume Left 0 0 0 0 0Volume Right 0 20 0 0 11cSH 1700 1700 1700 1700 836Volume to Capacity 0.47 0.25 0.37 0.37 0.01Queue Length 95th (m) 0.0 0.0 0.0 0.0 0.3Control Delay (s) 0.0 0.0 0.0 0.0 9.4Lane LOS AApproach Delay (s) 0.0 0.0 9.4Approach LOS A


Timings 2021 Total Traffic6: Kennedy Cir. & L.St.Laurent Ave./L.St. Laurent Ave. AM Peak Hour


Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 4 1142 57 64 1111 22 134 50 128 28 34 22Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 30.0 0.0 30.0 0.0 30.0 0.0 30.0 0.0Storage Lanes 1 0 1 0 1 0 1 0Taper Length (m) 15.0 15.0 15.0 15.0Right Turn on Red Yes Yes Yes YesLink Speed (k/h) 50 50 50 50Link Distance (m) 100.5 120.0 115.5 100.0Travel Time (s) 7.2 8.6 8.3 7.2Lane Group Flow (vph) 4 1199 0 64 1133 0 134 178 0 28 56 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Minimum Split (s) 22.0 22.0 22.0 22.0 22.0 22.0 22.0 22.0Total Split (s) 38.0 38.0 38.0 38.0 22.0 22.0 22.0 22.0Total Split (%) 63.3% 63.3% 63.3% 63.3% 36.7% 36.7% 36.7% 36.7%Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lead/LagLead-Lag Optimize?v/c Ratio 0.02 0.63 0.38 0.59 0.37 0.36 0.09 0.11Control Delay 6.5 16.2 16.5 11.1 21.5 14.2 17.5 12.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 6.5 16.2 16.5 11.1 21.5 14.2 17.5 12.4Queue Length 50th (m) 0.3 106.7 3.7 40.4 12.0 10.0 2.3 2.8Queue Length 95th (m) m0.4 127.2 13.1 56.4 25.1 23.7 7.4 9.8Internal Link Dist (m) 76.5 96.0 91.5 76.0Turn Bay Length (m) 30.0 30.0 30.0 30.0Base Capacity (vph) 189 1901 168 1905 361 493 324 488Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.02 0.63 0.38 0.59 0.37 0.36 0.09 0.11

Intersection SummaryArea Type: OtherCycle Length: 60Actuated Cycle Length: 60Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of GreenNatural Cycle: 55Control Type: Pretimedm Volume for 95th percentile queue is metered by upstream signal.


HCM Signalized Intersection Capacity Analysis 2021 Total Traffic6: Kennedy Cir. & L.St.Laurent Ave./L.St. Laurent Ave. AM Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 4 1142 57 64 1111 22 134 50 128 28 34 22Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00Frt 1.00 0.99 1.00 1.00 1.00 0.89 1.00 0.94Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1789 3553 1789 3568 1789 1680 1789 1772Flt Permitted 0.19 1.00 0.17 1.00 0.72 1.00 0.64 1.00Satd. Flow (perm) 356 3553 316 3568 1357 1680 1215 1772Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj. Flow (vph) 4 1142 57 64 1111 22 134 50 128 28 34 22RTOR Reduction (vph) 0 6 0 0 2 0 0 45 0 0 16 0Lane Group Flow (vph) 4 1193 0 64 1131 0 134 133 0 28 40 0Turn Type Perm NA Perm NA Perm NA Perm NAProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 32.0 32.0 32.0 32.0 16.0 16.0 16.0 16.0Effective Green, g (s) 32.0 32.0 32.0 32.0 16.0 16.0 16.0 16.0Actuated g/C Ratio 0.53 0.53 0.53 0.53 0.27 0.27 0.27 0.27Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 189 1894 168 1902 361 448 324 472v/s Ratio Prot c0.34 0.32 0.08 0.02v/s Ratio Perm 0.01 0.20 c0.10 0.02v/c Ratio 0.02 0.63 0.38 0.59 0.37 0.30 0.09 0.08Uniform Delay, d1 6.6 9.8 8.2 9.6 17.9 17.5 16.5 16.5Progression Factor 0.93 1.52 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 1.2 6.4 1.4 2.9 1.7 0.5 0.4Delay (s) 6.3 16.1 14.6 10.9 20.8 19.2 17.0 16.9Level of Service A B B B C B B BApproach Delay (s) 16.1 11.1 19.9 16.9Approach LOS B B B B


HCM Unsignalized Intersection Capacity Analysis 2021 Total Traffic9: Kennedy Cir. & Front East AM Peak Hour


Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsVolume (veh/h) 10 0 1 302 129 26Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00Hourly flow rate (vph) 10 0 1 302 129 26PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 116pX, platoon unblockedvC, conflicting volume 446 142 155vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 446 142 155tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 98 100 100cM capacity (veh/h) 569 906 1425

Direction, Lane # EB 1 NB 1 SB 1Volume Total 10 303 155Volume Left 10 1 0Volume Right 0 0 26cSH 569 1425 1700Volume to Capacity 0.02 0.00 0.09Queue Length 95th (m) 0.4 0.0 0.0Control Delay (s) 11.4 0.0 0.0Lane LOS B AApproach Delay (s) 11.4 0.0 0.0Approach LOS B


HCM Unsignalized Intersection Capacity Analysis 2021 Total Traffic11: Thompson Rd. & Front West AM Peak Hour



Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3Volume Total 31 587 309 21 416 416Volume Left 18 0 0 21 0 0Volume Right 13 0 15 0 0 0cSH 284 1700 1700 753 1700 1700Volume to Capacity 0.11 0.35 0.18 0.03 0.24 0.24Queue Length 95th (m) 2.8 0.0 0.0 0.7 0.0 0.0Control Delay (s) 19.2 0.0 0.0 9.9 0.0 0.0Lane LOS C AApproach Delay (s) 19.2 0.0 0.2Approach LOS C


HCM Unsignalized Intersection Capacity Analysis 2021 Total Traffic13: Thompson Rd. & Condo West AM Peak Hour



Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3Volume Total 83 565 290 12 418 418Volume Left 34 0 0 12 0 0Volume Right 49 0 8 0 0 0cSH 355 1700 1700 781 1700 1700Volume to Capacity 0.23 0.33 0.17 0.02 0.25 0.25Queue Length 95th (m) 6.8 0.0 0.0 0.4 0.0 0.0Control Delay (s) 18.2 0.0 0.0 9.7 0.0 0.0Lane LOS C AApproach Delay (s) 18.2 0.0 0.1Approach LOS C


HCM Unsignalized Intersection Capacity Analysis 2021 Total Traffic15: Kennedy Cir. & Condo East AM Peak Hour





Timings 2021 Total Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. PM Peak Hour


Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 138 1065 224 199 1032 202 266 802 110 214 651 151Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 60.0 0.0 60.0 0.0 45.0 0.0 60.0 0.0Storage Lanes 1 0 1 0 1 0 1 0Taper Length (m) 15.0 15.0 15.0 15.0Right Turn on Red Yes Yes Yes YesLink Speed (k/h) 50 50 50 50Link Distance (m) 150.0 135.0 90.0 150.0Travel Time (s) 10.8 9.7 6.5 10.8Lane Group Flow (vph) 138 1289 0 199 1234 0 266 912 0 214 802 0Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NAProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8 2 6Minimum Split (s) 10.0 22.0 10.0 22.0 10.0 22.0 10.0 22.0Total Split (s) 12.0 52.0 13.0 53.0 18.0 41.0 14.0 37.0Total Split (%) 10.0% 43.3% 10.8% 44.2% 15.0% 34.2% 11.7% 30.8%Yellow Time (s) 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0All-Red Time (s) 0.0 2.0 0.0 2.0 0.0 2.0 0.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 3.0 6.0 3.0 6.0 3.0 6.0 3.0 6.0Lead/Lag Lead Lag Lead Lag Lead Lag Lead LagLead-Lag Optimize?v/c Ratio 0.69 0.95 0.93 0.89 0.91 0.88 0.92 0.88Control Delay 38.6 51.5 69.1 52.1 63.9 51.2 70.7 53.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 38.6 51.5 69.1 52.1 63.9 51.2 70.7 53.4Queue Length 50th (m) 16.4 151.4 25.5 149.1 45.0 106.4 33.0 93.2Queue Length 95th (m) #41.7 #198.4 m#64.3 #186.5 #94.1 #140.4 #78.6 #125.1Internal Link Dist (m) 126.0 111.0 66.0 126.0Turn Bay Length (m) 60.0 60.0 45.0 60.0Base Capacity (vph) 201 1350 215 1379 292 1034 232 915Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.69 0.95 0.93 0.89 0.91 0.88 0.92 0.88



HCM Signalized Intersection Capacity Analysis 2021 Total Traffic2: Thompson Rd. & L.St.Laurent Ave./L.St. Laurent Ave. PM Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 138 1065 224 199 1032 202 266 802 110 214 651 151Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 3.0 6.0 3.0 6.0 3.0 6.0 3.0 6.0Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 0.95 1.00 0.95Frt 1.00 0.97 1.00 0.98 1.00 0.98 1.00 0.97Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1789 3485 1789 3491 1789 3514 1789 3477Flt Permitted 0.09 1.00 0.09 1.00 0.12 1.00 0.13 1.00Satd. Flow (perm) 164 3485 160 3491 222 3514 243 3477Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj. Flow (vph) 138 1065 224 199 1032 202 266 802 110 214 651 151RTOR Reduction (vph) 0 15 0 0 13 0 0 9 0 0 17 0Lane Group Flow (vph) 138 1274 0 199 1221 0 266 903 0 214 785 0Turn Type pm+pt NA pm+pt NA pm+pt NA pm+pt NAProtected Phases 7 4 3 8 5 2 1 6Permitted Phases 4 8 2 6Actuated Green, G (s) 55.0 46.0 57.0 47.0 49.0 35.0 42.0 31.0Effective Green, g (s) 55.0 46.0 57.0 47.0 49.0 35.0 42.0 31.0Actuated g/C Ratio 0.46 0.38 0.48 0.39 0.41 0.29 0.35 0.26Clearance Time (s) 3.0 6.0 3.0 6.0 3.0 6.0 3.0 6.0Lane Grp Cap (vph) 197 1335 211 1367 286 1024 226 898v/s Ratio Prot 0.05 0.37 c0.08 0.35 c0.12 0.26 0.09 0.23v/s Ratio Perm 0.27 c0.37 c0.26 0.24v/c Ratio 0.70 0.95 0.94 0.89 0.93 0.88 0.95 0.87Uniform Delay, d1 25.3 36.0 32.1 34.1 32.3 40.5 31.3 42.6Progression Factor 1.00 1.00 1.26 1.34 1.00 1.00 1.00 1.00Incremental Delay, d2 18.8 15.9 39.7 6.9 37.9 10.9 47.5 11.6Delay (s) 44.1 51.9 80.1 52.6 70.3 51.4 78.9 54.2Level of Service D D F D E D E DApproach Delay (s) 51.1 56.4 55.7 59.4Approach LOS D E E E

Intersection SummaryHCM 2000 Control Delay 55.3 HCM 2000 Level of Service EHCM 2000 Volume to Capacity ratio 0.97Actuated Cycle Length (s) 120.0 Sum of lost time (s) 18.0Intersection Capacity Utilization 101.8% ICU Level of Service GAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis 2021 Total Traffic4: Site RIRO & L.St. Laurent Ave./L.St.Laurent Ave. PM Peak Hour


Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsVolume (veh/h) 1339 50 0 1433 0 52Sign Control Free Free StopGrade 0% 0% 0%Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00Hourly flow rate (vph) 1339 50 0 1433 0 52PedestriansLane Width (m)Walking Speed (m/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (m) 135 101pX, platoon unblocked 0.65 0.80 0.65vC, conflicting volume 1389 2080 694vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 526 158 0tC, single (s) 4.1 6.8 6.9tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 100 100 93cM capacity (veh/h) 675 656 706

Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1Volume Total 893 496 716 716 52Volume Left 0 0 0 0 0Volume Right 0 50 0 0 52cSH 1700 1700 1700 1700 706Volume to Capacity 0.53 0.29 0.42 0.42 0.07Queue Length 95th (m) 0.0 0.0 0.0 0.0 1.8Control Delay (s) 0.0 0.0 0.0 0.0 10.5Lane LOS BApproach Delay (s) 0.0 0.0 10.5Approach LOS B


Timings 2021 Total Traffic6: Kennedy Cir. & L.St.Laurent Ave./L.St. Laurent Ave. PM Peak Hour


Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 20 1196 175 128 1336 45 120 27 95 29 51 14Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 30.0 0.0 30.0 0.0 30.0 0.0 30.0 0.0Storage Lanes 1 0 1 0 1 0 1 0Taper Length (m) 15.0 15.0 15.0 15.0Right Turn on Red Yes Yes Yes YesLink Speed (k/h) 50 50 50 50Link Distance (m) 100.5 120.0 115.5 100.0Travel Time (s) 7.2 8.6 8.3 7.2Lane Group Flow (vph) 20 1371 0 128 1381 0 120 122 0 29 65 0Turn Type Perm NA pm+pt NA Perm NA Perm NAProtected Phases 4 3 8 2 6Permitted Phases 4 8 2 6Minimum Split (s) 22.0 22.0 10.0 22.0 22.0 22.0 22.0 22.0Total Split (s) 30.0 30.0 8.0 38.0 22.0 22.0 22.0 22.0Total Split (%) 50.0% 50.0% 13.3% 63.3% 36.7% 36.7% 36.7% 36.7%Yellow Time (s) 4.0 4.0 3.0 4.0 4.0 4.0 4.0 4.0All-Red Time (s) 2.0 2.0 0.0 2.0 2.0 2.0 2.0 2.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.0 6.0 3.0 6.0 6.0 6.0 6.0 6.0Lead/Lag Lag Lag LeadLead-Lag Optimize?v/c Ratio 0.16 0.96 0.44 0.73 0.33 0.24 0.09 0.13Control Delay 10.8 37.7 10.7 13.4 20.9 7.8 17.4 14.8Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 10.8 37.7 10.7 13.4 20.9 7.8 17.4 14.8Queue Length 50th (m) 1.7 136.5 5.5 54.7 10.6 2.2 2.4 4.2Queue Length 95th (m) m1.8 m#162.1 11.4 76.6 22.8 12.5 7.6 11.9Internal Link Dist (m) 76.5 96.0 91.5 76.0Turn Bay Length (m) 30.0 30.0 30.0 30.0Base Capacity (vph) 126 1423 288 1902 359 513 341 496Starvation Cap Reductn 0 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0 0Reduced v/c Ratio 0.16 0.96 0.44 0.73 0.33 0.24 0.09 0.13



HCM Signalized Intersection Capacity Analysis 2021 Total Traffic6: Kennedy Cir. & L.St.Laurent Ave./L.St. Laurent Ave. PM Peak Hour


Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 20 1196 175 128 1336 45 120 27 95 29 51 14Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.0 6.0 3.0 6.0 6.0 6.0 6.0 6.0Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00Frt 1.00 0.98 1.00 1.00 1.00 0.88 1.00 0.97Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1789 3510 1789 3561 1789 1663 1789 1823Flt Permitted 0.17 1.00 0.15 1.00 0.71 1.00 0.68 1.00Satd. Flow (perm) 314 3510 279 3561 1346 1663 1278 1823Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Adj. Flow (vph) 20 1196 175 128 1336 45 120 27 95 29 51 14RTOR Reduction (vph) 0 19 0 0 4 0 0 70 0 0 10 0Lane Group Flow (vph) 20 1352 0 128 1377 0 120 52 0 29 55 0Turn Type Perm NA pm+pt NA Perm NA Perm NAProtected Phases 4 3 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 24.0 24.0 32.0 32.0 16.0 16.0 16.0 16.0Effective Green, g (s) 24.0 24.0 32.0 32.0 16.0 16.0 16.0 16.0Actuated g/C Ratio 0.40 0.40 0.53 0.53 0.27 0.27 0.27 0.27Clearance Time (s) 6.0 6.0 3.0 6.0 6.0 6.0 6.0 6.0Lane Grp Cap (vph) 125 1404 274 1899 358 443 340 486v/s Ratio Prot c0.39 0.04 c0.39 0.03 0.03v/s Ratio Perm 0.06 0.21 c0.09 0.02v/c Ratio 0.16 0.96 0.47 0.73 0.34 0.12 0.09 0.11Uniform Delay, d1 11.5 17.6 11.2 10.7 17.7 16.7 16.5 16.6Progression Factor 0.79 1.65 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 1.1 8.7 5.6 2.5 2.5 0.5 0.5 0.5Delay (s) 10.2 37.7 16.8 13.1 20.2 17.2 17.0 17.1Level of Service B D B B C B B BApproach Delay (s) 37.3 13.4 18.7 17.1Approach LOS D B B B

Intersection SummaryHCM 2000 Control Delay 24.2 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.72Actuated Cycle Length (s) 60.0 Sum of lost time (s) 15.0Intersection Capacity Utilization 74.7% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group

HCM Unsignalized Intersection Capacity Analysis 2021 Total Traffic9: Kennedy Cir. & Front East PM Peak Hour





HCM Unsignalized Intersection Capacity Analysis 2021 Total Traffic11: Thompson Rd. & Front West PM Peak Hour



Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3Volume Total 210 683 416 133 470 470Volume Left 56 0 0 133 0 0Volume Right 154 0 75 0 0 0cSH 190 1700 1700 631 1700 1700Volume to Capacity 1.11 0.40 0.24 0.21 0.28 0.28Queue Length 95th (m) 77.8 0.0 0.0 6.0 0.0 0.0Control Delay (s) 148.4 0.0 0.0 12.2 0.0 0.0Lane LOS F BApproach Delay (s) 148.4 0.0 1.5Approach LOS F

Intersection SummaryAverage Delay 13.8Intersection Capacity Utilization 60.6% ICU Level of Service BAnalysis Period (min) 15

HCM Unsignalized Intersection Capacity Analysis 2021 Total Traffic13: Thompson Rd. & Condo West PM Peak Hour



Direction, Lane # WB 1 NB 1 NB 2 SB 1 SB 2 SB 3Volume Total 43 716 390 47 475 475Volume Left 18 0 0 47 0 0Volume Right 25 0 32 0 0 0cSH 191 1700 1700 627 1700 1700Volume to Capacity 0.22 0.42 0.23 0.07 0.28 0.28Queue Length 95th (m) 6.3 0.0 0.0 1.8 0.0 0.0Control Delay (s) 29.2 0.0 0.0 11.2 0.0 0.0Lane LOS D BApproach Delay (s) 29.2 0.0 0.5Approach LOS D


HCM Unsignalized Intersection Capacity Analysis 2021 Total Traffic15: Kennedy Cir. & Condo East PM Peak Hour





GHD

6705 Millcreek Drive Unit 1 Mississauga ON L5N 5M4

T: 1 416 213 7121 F: 1 905 890 8499 E: [email protected]

© GHD 2014

This document is and shall remain the property of GHD. The document may only be used for the purpose for which it was commissioned and in accordance with the Terms of Engagement for the commission. Unauthorised use of this document in any form whatsoever is prohibited.

Document Status

Rev No.

Author Reviewer Approved for Issue Name Signature Name Signature Date

M. Dowdall W. Kay W. Maria Aug. 2014

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8811530 thompson final september 2014 - milton · plot date:13 august 2014 - 1:42 pm plotted by:...

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