traffic impact study - oakville planning/sp-123000202-tis.pdf · following traffic impact study...

Transportation Planning | Traffic Engineering | Specialized Traffic Assessments | Site and Location Investigation | Strategic Advisory

A Member of The Sernas Group Inc.

6705 Millcreek Drive, Unit 1

Mississauga, Ontario L4Z 1X3 Mississauga, Ontario L5N 5M4

T: 416.213.7121

F: 905.890.8499

www.transtech.co

TRAFFIC IMPACT STUDY

PROPOSED MOSQUE DEVELOPMENT

4269 REGIONAL ROAD 25 TOWN OF OAKVILLE

PREPARED FOR: MUSLIM ASSOCIATION OF MILTON

August 2012 12192

Transportation Planning | Traffic Engineering | Specialized Traffic Assessments | Site and Location Investigation | Strategic

August 20, 2012 Muslim Association of Milton 511 Ontario Street Milton, Ontario L9T 2N2 Attention: Mr. Shoukat Choudry Dear Sir: Re: Traffic Impact Study

Proposed Mosque Development4269 Regional Road 25 Town of Oakville Our Project No. 12192

Transtech is pleased to submit the the proposed mosque development located The 12.7 acre site is currently a The proposal is to use 210 m2 (2260.4 sqthe storage building and relocateHenderson Road. The driveway will connect to a Our study concludes that traffic generated by the proposed mosque development can be accommodated at the existing includes provision of a warranted southbound lcan be included as part of the planned We trust the enclosed is sufficient for your needs, but please do not hesitate to contact the undersigned should you require any additional assistance.

Yours truly, TRANSTECH William Maria, P.Eng. Associate, Transportation Engineer MD/db Encl

Transportation Planning | Traffic Engineering | Specialized Traffic Assessments | Site and Location Investigation | Strategic

A Member of The Sernas Group Inc.

6705 Millcreek Drive, Unit 1

Mississauga, Ontario L4Z 1X3 Mississauga, Ontario L5N 5M4

T: 416.213.7121

F: 905.890.8499

www.transtech.co

Shoukat Choudry, President

Development

the following Traffic Impact Study assessing the traffic impacts of development located at 4269 Regional Road 25, in the Town of Oakville.

residential property with a house and separate storage building. (2260.4 sq-ft) of the house as the mosque prayer

locate the site driveway to the south on Regional Road 25. The driveway will connect to a new 40 space parking lot.

Our study concludes that traffic generated by the proposed mosque development can be existing Regional Road 25 and Henderson Road intersection.

includes provision of a warranted southbound left turn lane at the proposed site driveway, which planned 2012/2013 widening of Regional Road 25

s sufficient for your needs, but please do not hesitate to contact the undersigned should you require any additional assistance.

William Maria, P.Eng. Michael Dowdall, Dipl.T.Transportation Engineer Transportation Analyst

Transportation Planning | Traffic Engineering | Specialized Traffic Assessments | Site and Location Investigation | Strategic Advisory

assessing the traffic impacts of Town of Oakville.

residential property with a house and separate storage building. mosque prayer area, maintain

Regional Road 25, opposite

Our study concludes that traffic generated by the proposed mosque development can be Regional Road 25 and Henderson Road intersection. This

at the proposed site driveway, which egional Road 25.

s sufficient for your needs, but please do not hesitate to contact the

Michael Dowdall, Dipl.T. Transportation Analyst

TABLE OF CONTENTS

PAGE

EXECUTIVE SUMMARY

1.0 INTRODUCTION ...................................................................................................... 1

1.1. RETAINER AND OBJECTIVE ........................................................................................... 1

1.2. STUDY BACKGROUND ...................................................................................................... 1

1.3. STUDY TEAM ......................................................................................................................... 1

2.0 SITE CHARACTERISTICS ...................................................................................... 3

2.1 SITE ENVIRONS ................................................................................................................... 3

2.2 STUDY AREA ......................................................................................................................... 3

2.3 SITE PLAN ............................................................................................................................... 3

2.4 SITE ACCESS ........................................................................................................................ 3

3.0 EXISTING (2012) CONDITIONS .............................................................................. 5

3.1 ROAD NETWORK ................................................................................................................. 5

3.2 EXISTING TRAFFIC DATA ................................................................................................ 5

4.0 BACKGROUND (2017) TRAFFIC CONDITIONS .................................................... 8

4.1 STUDY HORIZON YEAR .................................................................................................... 8

4.2 PLANNED STUDY AREA ROAD NETWORK .............................................................. 8

4.3 FUTURE DEVELOPMENTS .............................................................................................. 8

4.4 FUTURE TRAFFIC GROWTH ........................................................................................... 8

5.0 ESTIMATED SITE TRAFFIC ................................................................................. 11

5.1 SITE TRIP GENERATION ................................................................................................ 11

5.2 SITE TRIP DISTRIBUTION AND ASSIGNMENT ...................................................... 12

6.0 TOTAL (2017) TRAFFIC CONDITIONS ................................................................ 14

6.1 PROJECTED TOTAL TRAFFIC ...................................................................................... 14

6.2 WARRANT ANALYSES ..................................................................................................... 14

7.0 CAPACITY ANALYSES ........................................................................................ 16

8.0 CONCLUSIONS ........................................................... Error! Bookmark not defined.

TABLE OF CONTENTS

PAGE

FIGURES

Figure 1: SITE LOCATION ......................................................................................................... 2

Figure 2: SITE PLAN ................................................................................................................... 4

Figure 3: EXISTING (2012) TRAFFIC VOLUMES .................................................................. 7

Figure 4: SITE ACCESS FUNCTIONAL DESIGN OVERLAY .............................................. 9

Figure 5: BACKGROUND (2017) TRAFFIC VOLUMES ...................................................... 10

Figure 6: ESTIMATED SITE TRIPS ........................................................................................ 13

Figure 7: TOTAL (2017) TRAFFIC VOLUMES ..................................................................... 15

TABLES

Table 1: SUMMARY OF MOSQUE PRAYER PERIODS ..................................................... 1

Table 2: TRAFFIC ANALYSIS PERIODS ............................................................................... 6

Table 3: SITE TRIP GENERATION ....................................................................................... 11

Table 4: SITE TRIP DISTRIBUTION ..................................................................................... 12

Table 5: EXISTING (2012) TRAFFIC CONDITIONS .......................................................... 16

Table 6: BACKGROUND (2017) TRAFFIC CONDITIONS ................................................ 17

Table 7: TOTAL (2017) TRAFFIC CONDITIONS ................................................................ 18

APPENDICES

APPENDIX A: TRAFFIC DATA AND WARRANT REPORTS APPENDIX B: SYNCHRO AND SIMTRAFFIC ANALYSIS

EXECUTIVE SUMMARY

1. The proposed mosque prayer area within the existing house is 210 m2 (2260 sq-ft).

2. There are four significant prayer periods of site arrival and departure traffic impact analysis:

� Early Morning Prayer: Daily at sunrise, conservatively uses the a.m. peak hour for

background traffic volumes � Evening Prayer: Daily at sunset, conservatively uses the p.m. peak hour for

background traffic volumes � Nightly Prayer: Daily from 8:00 – 11:00 p.m., conservatively uses the busiest hour

during Nightly Prayer from 8:00 – 9:00 p.m. � Friday Prayer: Weekly from 1:00 – 2:00 p.m., uses an arrival background traffic

peak from 12:00 – 1:00 p.m. and a departure background traffic peak from 2:00 – 3:00 p.m.

3. The site plan proposes a new full movement access driveway (with two exit lanes) on

Regional Road 25 to be aligned with the Henderson Road centreline.

4. A new parking lot with 40 parking spaces is planned along with two handicapped parking spaces in front of the existing house.

5. Traffic counts at the Regional Road 25 intersection with Henderson Road were obtained

using the Miovision traffic data collection system on Friday April 27, 2012. 6. In accordance with Halton Region requirements, a horizon year of 2017 (5 year post build-

out) was selected for the analysis to represent the future traffic conditions.

7. A 3.0% annual growth rate was applied to existing 2012 through volumes on Regional Road 25 to project background traffic for the 2017 horizon year.

8. Existing and future traffic conditions were analyzed assuming completion of the Halton

Region scheduled Regional Road 25 road widening to four travel lanes.

9. Mosque prayer period arrival and departure trips typically occur separately, before and after the scheduled prayer times (each assumed to have a duration of approximately 15 minutes). Site trips were assumed to peak at the capacity of the parking lot, which are 40 inbound and 40 outbound trips for each prayer period. Based on the attendance expected, this overstates the estimated trips for all daily prayer periods while matching the expected attendance for the weekly Friday Prayer period.

10. Site generated trips were assigned 75% north and 25% south. This reflects that the

Muslim Association of Milton mosque is currently located north in the Town of Milton, while the Town of Oakville and Highway 407 are in close proximity to the south.

11. Under total 2017 traffic conditions with the addition of the site arrival trips, the unsignalized

Regional Road 25 study intersection is expected to operate with very good to excellent operational characteristics and no significant queuing.

12. Under total 2017 traffic conditions with the addition of the site departure trips, the unsignalized Regional Road 25 study intersection is again expected to operate with very good to excellent operational characteristics with exception of the westbound left turn movement after Early Morning Prayer. The minor queuing because of delay is however a very short duration and is based on a conservative estimate of trip volume in comparison to the expected attendance.

13. Application of the MTO Left Turn Storage Lane, Four-Lane Divided Highways,

Unsignalized Procedure indicates the warrant for a southbound left turn lane at the site driveway is satisfied and should have a minimum of 15 metre storage length and 105 metre taper, for a 100 km/h design speed. This was confirmed by SimTraffic queuing analysis. The turning lane can be provided within the planned shadow lane and 2 metre flush median island at the Henderson Road intersection.

14. The MTO Traffic Signal Warrant Analysis (Projected Volumes for Justification 7) confirms

that the Regional Road 25 study intersection does not warrant traffic signals in the 2017 horizon year.

Transtech August 2012 4269 Regional Road 25

12192 Town of Oakville

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1.0 INTRODUCTION

1.1. RETAINER AND OBJECTIVE

Transtech was retained by The Muslim Association of Milton for the preparation of a Traffic Impact Study to determine the impact of the proposed mosque located at 4269 Regional Road 25 on the adjacent road network. The subject site location is within the Town of Oakville at the northern limit of the municipality as shown in Figure 1.

1.2. STUDY BACKGROUND The proposed site has an existing house with 210 m2 (2,260 sq-ft) used for the prayer area. The current site access driveway will be relocated and a 40 parking space parking lot will be constructed to accommodate the maximum 120 mosque attendees. Four significant prayer periods were identified by Muslim Association of Milton officials: Table 1 summarizes the information provided about the significant prayer periods.

Table 1: SUMMARY OF MOSQUE PRAYER PERIODS

Prayer Period: Frequency Prayer Time Attendees Average Time on Premises

Early Morning Daily Sunrise 20 – 30 20 – 30 minutes

Evening Daily Sunset 60 – 80 20 – 30 minutes

Nightly Daily 8:00 – 11:00 p.m. 80 – 100 20 – 30 minutes

Friday Weekly 1:00 – 2:00 p.m. Max 120 60 minutes

The objective of this study is to determine the impact of anticipated traffic volumes generated by the proposed mosque on the surrounding road network and if necessary recommend improvements. Traffic data was collected for the intersection of Regional Road 25 and Henderson Road to provide background traffic conditions. A planning horizon of 5 years (2017) was selected for analysis of future traffic conditions. Transtech consulted with Halton Region staff to discuss and confirm the scope of assumptions for this study.

1.3. STUDY TEAM The following Transtech team was involved in the preparation of this study:

•• Mr. William Maria, P. Eng., Associate, Transportation Engineer

•• Mr. Michael Dowdall, Dipl.T., Transportation Analyst

•• Mr. Ben Gammie, Transportation Assistant

NOT TO SCALE

LOWER BASE LINE

SITE

FIGURE 1SITE LOCATION

BURNHAMTHORPE ROAD WEST

HIGHWAY 407



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2.0 SITE CHARACTERISTICS

2.1 SITE ENVIRONS The proposed property is 12.7 acres located at 4269 Regional Road 25, in the Town of Oakville. It is northeast of the Regional Road 25 intersection with Henderson Road. The site is just south of the Town of Milton borderline and approximately 1.5 km north of Highway 407. There is an electrical transmission corridor south of the site. The subject property is currently a private residence. The proposal to convert it into a mosque assumes that 210 m2 (2260 sq-ft) will be used as prayer area. Another existing structure on the site will be only used for storage. The surrounding land is comprised primarily of agricultural uses, but also includes residential and worship land uses.

2.2 STUDY AREA The study area includes the intersection of:

• Regional Road 25 at Henderson Road / Proposed Site Driveway

2.3 SITE PLAN

Figure 2 shows the proposed mosque development site plan including the new access driveway. The proposed site driveway location appears to be aligned with the centreline of Henderson Road, but should be confirmed. The proposed parking lot contains 40 spaces with an additional two handicap spaces in front of the existing attached garage. The site driveway has an internal two-way connection to the proposed parking lot and a one-way loop to the front of the proposed mosque.

2.4 SITE ACCESS The proposed site driveway is recommended to centreline align with Henderson Road as the east leg at the intersection on Regional Road 25. It is further recommended that the site driveway be stop controlled at Regional Road 25. The driveway has three lanes on the approach to Regional Road 25, a single entry lane and dual exits lanes, for left and through-right turning movements. Future plans to widen Regional Road 25 create an opportunity to provide an exclusive southbound left turn lane for the driveway in the shadow of the proposed northbound left turn lane for Henderson Road.

PROPOSED

MOSQUE

HENDERSON

ROAD

FIGURE 2SITE PLAN



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3.0 EXISTING (2012) CONDITIONS

3.1 ROAD NETWORK

The following summarizes the roads within the study area.

Regional Road 25 is a north-south major arterial rural cross-section roadway under the jurisdiction of Halton Region extending from the Town of Acton in the north to Lake Ontario in the south. In the study area it currently has a two-lane cross-section, however Halton Region plans improvement to a four/five-lane cross section in 2012/13. Regional Road 25 has a posted speed limit of 80 km/h. Henderson Road is a north-south collector roadway under the jurisdiction of the Town of Milton extending from Lower Base Line in the north to Regional Road 25 in the south. Henderson Road has a two lane rural cross-section and currently Tee- intersects with stop control at Regional Road 25. The posted speed limit is 50 km/h.

3.2 EXISTING TRAFFIC DATA Weekday turning movement counts were undertaken by Transtech using the Miovision data collection system at the intersection of Regional Road 25 and Henderson Road on Friday April 27, 2012 from 7:30 a.m. to 11:00 p.m. The data is provided in Appendix A. (Regional Road 25 is still a two-lane roadway, however because of the imminent timing of the planned improvements, the following capacity analyses under the existing traffic conditions adopted the widened Regional Road 25 lane configuration.) The weekday a.m. peak hour from 7:30 to 8:30 a.m. was used to analyze the Early Morning Prayer period and the weekday p.m. peak hour from 4:30 to 5:30 p.m. was used to analyze the Evening Prayer period. This produces conservative estimates due to sunrise and sunset variations in the actual prayer times throughout the year, which only occasionally completely overlap the peak traffic hours on Regional Road 25. Turning movement count volumes included 8:00 to 9:00 p.m. for the Nightly Prayer period and 12:00 to 1:00 p.m. and 2:00 to 3:00 p.m. for the Friday Prayer period arrival and departure peak hours, respectively. Table 2 summarizes prayer times/periods, estimated average prayer durations, and the identified study peak hours. The arrival and departure peak hours are different for the weekly Friday prayer period.



- 6 -

Table 2: TRAFFIC ANALYSIS PERIODS

Prayer Period:

Prayer Time

Average Time on Premises

Arrival Peak Hour

Departure Peak Hour

Early Morning Prayer

Sunrise 20 – 30 minutes 7:30 – 8:30 a.m. 7:30 – 8:30 a.m.

Evening Prayer

Sunset 20 – 30 minutes 4:30 – 5:30 p.m. 4:30 – 5:30 p.m.

Nightly Prayer 8:00 – 11:00 p.m. 20 – 30 minutes 8:00 – 9:00 p.m. 8:00 – 9:00 p.m.

Friday Prayer 1:00 – 2:00 p.m. 60 minutes 12:00 – 1:00 p.m. 2:00 – 3:00 p.m.

Figure 3 shows the existing 2012 traffic volumes for Early Morning Prayer, Evening Prayer, Nightly Prayer and Friday Prayer arrival and departure periods, at the study area intersection.

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SITE SITE

63

134

R.R. 25

NIGHTLY PRAYER

FRIDAY PRAYER

EVENING PRAYER

EARLY MORNING PRAYER

R.R. 251

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0

Henderson

Road

0

0

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R.R. 25

(0)

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Henderson

Road

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87

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78

9 0 {0}

{44} (59

3)

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(45

)

(54

1)

(0)

(36)

R.R. 25

{61

5}

{51

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SITESITE

1

Henderson

Road

33

31

37

1

R.R. 25 R.R. 25

R.R. 25

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Henderson

Road

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37

0 00

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88

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14

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63

72

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FIGURE 3EXISTING (2012)

TRAFFIC VOLUMES

Peak Hour VolumesArrival Peak Hour VolumesDeparture Peak Hour Volumes

Stop Control

LEGEND

XX(XX){XX}



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4.0 BACKGROUND (2017) TRAFFIC CONDITIONS

4.1 STUDY HORIZON YEAR

Future traffic conditions are predicted for a five-year planning horizon (2017) based on discussions with Halton Region to represent the future traffic demands.

4.2 PLANNED STUDY AREA ROAD NETWORK Halton Region’s Roads Capital Projects (2012 – 2021) schedule confirms that Regional Road 25 will be widened to a four travel lane cross-section in 2012/13. Existing, future background, and future total traffic conditions were subsequently analyzed assuming completion of the improvement project. Functional drawings for planned Regional Road 25 improvements show the exclusive northbound left turn lane for Henderson Road with an opposing shadow lane and 70 metre taper. Figure 4 shows the Full Moves Access Draft Functional Design overlaid on the Halton Region planned improvements for Regional Road 25.

4.3 FUTURE DEVELOPMENTS

A review of the Town of Oakville’s Active Development Applications shows there are no significant planned future developments contributing traffic in the study area.

4.4 FUTURE TRAFFIC GROWTH

Based on consultation with Halton Region, a growth rate of 3.0% per annum was applied to northbound and southbound through movements on Regional Road 25 to project the background traffic conditions at the 2017 horizon year. Figure 5 shows the estimated background 2017 traffic volumes for Early Morning Prayer, Evening Prayer, Nightly Prayer and Friday Prayer arrival and departure periods, at the study intersection.

NOT TO SCALE

FIGURE 4SITE ACCESS

FUNCTIONAL DESIGN OVERLAY

SOURCE:

HALTON REGION CLASS E.A.

REGIONAL ROAD 25 IMPROVEMENTS

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EVENING PRAYER NIGHTLY PRAYER

R.R. 25 R.R. 25

(68

7)

(0)

134 (36)

0 63

91

5 0 (0)

(45

)

{71

3}

{51

}

{0}

Henderson

Road

0 Henderson

Road

(0)

0 (1)

(62

7)

(0)

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SITE SITE

1 10

11

0

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(0)

EARLY MORNING PRAYER FRIDAY PRAYER

R.R. 25 R.R. 25

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{0}

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{70

0}

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R.R. 25 R.R. 25

0

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29 0 0

Henderson

Road

0 Henderson

Road

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63 31

SITE SITE

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6

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R.R. 25 R.R. 25

FIGURE 5BACKGROUND (2017)

TRAFFIC VOLUMES


Stop Control

LEGEND

XX(XX){XX}



- 11 -

5.0 ESTIMATED SITE TRAFFIC

5.1 SITE TRIP GENERATION

Site trip generation was based on full occupancy of the parking lot for each of the prayer periods. With the exception of the Friday Prayer arrivals and departures, the adopted trip volumes were therefore conservatively overstated. Within the context that the Muslim Association of Milton advised that vehicle occupancy averages three persons per vehicle, the expected number of attendees and related vehicle trips are summarized as follows:

• Early Morning Prayer is expected to have 20 – 30 attendees which is 7 – 10 vehicles;

• Evening Prayer is expected to have 60 – 80 attendees which is 20 - 27 vehicles;

• Nightly Prayer is expected to have 80 – 100 attendees which is 27 – 34 vehicles; and

• Friday Prayer is expected to have a maximum of 120 attendees which is a maximum of 40 vehicles.

Each prayer period was analyzed based on 40 vehicles arriving and departing at different times before and after the typically scheduled times of the prayer periods. This is 80 two-way trips, or 40 inbound and 40 outbound trips. However, not only would the arrival and departure trips occur at different times (negligible interaction), but they are expected to occur over a much shorter time interval than the typical one hour analysis period. Capturing the short term intensity of arrival and departure trips was subsequently modelled by assuming that all 40 trips occur within a 15 minute period (160 trips per hour). Table 3 summarizes the adopted arrival and departure site generated vehicle trips to for each prayer period.

Table 3: SITE TRIP GENERATION

Prayer Period: Attendees Vehicles

Trips in 15 Minute Intervals

Inbound Outbound


20 – 30 7 – 10 40 40

Evening Prayer 60 – 80 20 – 27 40 40

Nightly Prayer 80 – 100 27 – 34 40 40

Friday Prayer Max 120 Max. 40 40 40



- 12 -

5.2 SITE TRIP DISTRIBUTION AND ASSIGNMENT The distribution of site generated arrival and departure trips was assumed 75% to/from the north and 25% to/from the south. This reflects that the Muslim Association of Milton mosque is currently located north of the proposed site in the Town of Milton and therefore many attendees will be derived from this established group of people. It also considers that the Town of Oakville and Highway 407 are in close proximity to the south which can impact the future orientation of a significant volume of trips. Table 4 summarizes the trip distribution adopted to assign the site trips to Regional Road 25 for all four prayer periods.

Table 4: SITE TRIP DISTRIBUTION

Prayer Period: Regional Road 25 Directional Split To / From:

North South

ALL Prayer Periods 75% 25%

Figure 6 shows the estimated site trip assignment for Early Morning Prayer, Evening Prayer, Nightly Prayer and Friday Prayer arrival and departure periods, at the study intersection.

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R.R. 25 R.R. 25

(0)

(10

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Henderson

Road

10 Henderson

Road

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)

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30

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R.R. 25 R.R. 25

{30}

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NOT TO SCALE

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R.R. 25 R.R. 25

0

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Road

10 Henderson

Road

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30

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30

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R.R. 25 R.R. 25

FIGURE 6ESTIMATED

SITE TRIPS


Stop Control

LEGEND

XX(XX){XX}



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6.0 TOTAL (2017) TRAFFIC CONDITIONS

6.1 PROJECTED TOTAL TRAFFIC The future background 2017 traffic volumes were combined with the estimated site generated vehicle trips to derive the future total 2017 traffic volumes. All traffic conditions assumed completion of the Regional Road 25 planned widening to four lanes with an exclusive northbound left turn lane at the study intersection. Figure 7 shows the estimated total 2017 traffic volumes for Early Morning Prayer, Evening Prayer, Nightly Prayer and Friday Prayer arrival and departure phases, at the study intersection.

6.2 WARRANT ANALYSES

The warrant for the proposed southbound left turn lane (for the site driveway) is satisfied under the total 2017 traffic conditions during the weekday a.m. and p.m. peak hours. Using the MTO Left Turn Storage Lane, Four-Lane Divided Highways, Unsignalized Procedure, the critical period occurs during the weekday p.m. peak hour and requires a minimum storage length of 15 metres and 105 metre taper, for a 100 km/h design speed. This storage and taper length can be accommodated within the planned shadow lane and 2 metre wide flush median island at the Henderson Road intersection shown on the Regional Road 25 Class Environmental Assessment drawing obtained from the Region. This storage length was supported by a subsequent queuing analysis using SimTraffic software during the critical weekday p.m. peak hour traffic conditions. The warrant and SimTraffic reports are provided in Appendix A and B, respectively. The MTO Traffic Signal Warrant Analysis (Projected Volumes for Justification 7) based on the weekday a.m. and p.m. peak hours, is not satisfied. The warrant report is provided in Appendix A.

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R.R. 25 R.R. 25

(68

7)

(10

)

134 (36)

0 63

91

5

10 (0)

(45

)

{71

3}

{51

}

{0}

Henderson

Road

10 Henderson

Road

(0)

0 (1)

(62

7)

(30

)

(0)

0 (0)

SITE SITE

1 10

11

30

30

(0)


R.R. 25 R.R. 25

{30}

{0}

{10}

{0}

{70

0}

{3}

{1}

{0}

{44}

NOT TO SCALE

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R.R. 25 R.R. 25

0

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14

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29

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Henderson

Road

10 Henderson

Road

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63 31

SITE SITE

1 83

6

30

30

0 43

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R.R. 25 R.R. 25

FIGURE 7TOTAL (2017)

TRAFFIC VOLUMES


Stop Control

LEGEND

XX(XX){XX}



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7.0 CAPACITY ANALYSES

Capacity analysis reports on the expected operational characteristics of the study intersection. 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 following tables summarize the HCM unsignalized capacity results for the study intersection during the peak hour periods for Early Morning Prayer (weekday a.m. peak hour), Evening Prayer (weekday p.m. peak hour), Nightly Prayer period hour, and Friday Prayer arrival and departure hours. The detailed capacity analysis summaries are provided in Appendix B.

Table 5: EXISTING (2012) TRAFFIC CONDITIONS

Prayer Period:

Regional Road 25 and Henderson Road

Movement v/c (LOS)

Average Delay in Seconds 95

th %ile Queues (vehicles)


NB Left 0.08 (B) 10s 1 veh

Evening Prayer NB Left 0.16 (A) 10s 1 veh

Nightly Prayer NB Left 0.03 (A) 9s 1 veh

Friday Prayer ARRIVAL

NB Left 0.04 (A) 9s 1 veh

Friday Prayer DEPARTURE


Under existing 2012 traffic conditions, the overall intersection operation is characterized by the northbound left turn movement. All approaches at the unsignalized intersection are operating with very good to excellent operational characteristics.



- 17 -

Table 6: BACKGROUND (2017) TRAFFIC CONDITIONS

Prayer Period:

Regional Road 25 and Henderson Road

Movement v/c (LOS)

Average Delay in Seconds 95

th %ile Queues (vehicles)


NB Left 0.09 (B) 11s 1 veh

Evening Prayer NB Left 0.17 (B) 11s 1 veh

Nightly Prayer NB Left 0.03 (A) 9s 1 veh

Friday Prayer ARRIVAL


Friday Prayer DEPARTURE


Under future background 2017 traffic conditions, the overall intersection operation is characterized by the northbound left turn movement. All approaches at the unsignalized intersection continue to operate with very good to excellent operational characteristics.



- 18 -

Table 7: TOTAL (2017) TRAFFIC CONDITIONS

Prayer Period:

Regional Road 25 and Henderson Road / Proposed Site Driveway

Movement

Arrival Peak Hour Departure Peak Hour

v/c (LOS) Average Delay

in Seconds

95th

%ile Queues

(vehicles)

v/c (LOS) Average Delay

in Seconds

95th

%ile Queues

(vehicles)


EBLTR WB Left WBTR NB Left SB Left

0.26 (B) 15s N/A N/A

0.09 (B) 11s 0.16 (B) 11s

2 veh N/A N/A

1 veh 1 veh

0.26 (B) 15s 0.92 (F) >180s 0.22 (B) 14s 0.09 (B) 11s

N/A

2 veh 4 veh 1 veh 1 veh N/A

Evening Prayer


0.11 (B) 12s N/A N/A

0.17 (B) 11s 0.18 (B) 12s

1 veh N/A N/A

1 veh 1 veh

0.11 (B) 12s 0.47 (F) 81s 0.24 (B) 15s 0.17 (B) 11s

N/A


Nightly Prayer


0.04 (A) 10s N/A N/A

0.03 (A) 9s 0.11 (A) 9s

1 veh N/A N/A

1 veh 1 veh

0.04 (A) 10s 0.10 (C) 16s 0.15 (B) 11s 0.03 (A) 9s

N/A


Friday Prayer


0.06 (B) 12s N/A N/A

0.05 (A) 9s 0.14 (A) 10s

1 veh N/A N/A

1 veh 1 veh

0.08 (B) 12s 0.19 (D) 27s 0.19 (B) 12s 0.06 (A) 10s

N/A


N/A – typically negligible turning volume during this peak period

Under total 2017 traffic conditions, with the addition of site generated arrival trips for each of the prayer periods, all approaches/movements at the unsignalized intersection are expected to continue to operate with very good to excellent operational characteristics and no significant queuing. Under total 2017 traffic conditions, with the addition of site generated departure trips for each of the prayer periods, the westbound left turn (site egress) movement can be expected to have the longest delays, while all other approaches/movements at the unsignalized intersection are expected to continue to operate with very good to excellent operational characteristics and no significant queuing. The westbound left turn delays are longest during the weekday a.m. and p.m. peak hours because of the conflicting higher volumes on Regional Road 25 including the northbound left turn movement to Henderson Road. The exit delay after the Early Morning Prayer results in the longest predicted queues of 4 vehicles. This is however very short duration with the least attendance. The adopted site trips at this prayer time are however overstated and therefore the operational characteristics are expected to be much better than reported.

APPENDIX A

The Sernas Group Inc.45 Vogell Road

Suite 306Richmond Hill, Ontario, Canada L4B 3P6

905-508-3371 [email protected]

Count Name: Regional Road 25 @ HendersonRoad MORNINGSite Code:Start Date: 04/27/2012Page No: 1

Turning Movement Data

Start Time

Regional Road 25 Regional Road 25 Henderson Road

Southbound Northbound Eastbound

Right Thru U-Turn Peds App. Total Thru Left U-Turn Peds App. Total Right Left U-Turn Peds App. Total Int. Total

7:30 AM 0 210 0 0 210 181 8 0 0 189 42 0 0 0 42 441

7:45 AM 1 228 0 0 229 192 17 0 0 209 36 0 0 0 36 474

Hourly Total 1 438 0 0 439 373 25 0 0 398 78 0 0 0 78 915

8:00 AM 0 207 0 0 207 216 24 0 0 240 37 0 0 0 37 484

8:15 AM 0 227 0 0 227 200 14 0 0 214 19 0 0 0 19 460

8:30 AM 0 223 0 0 223 167 14 0 0 181 25 0 0 0 25 429

8:45 AM 0 187 0 0 187 129 14 0 0 143 19 0 0 0 19 349

Hourly Total 0 844 0 0 844 712 66 0 0 778 100 0 0 0 100 1722

9:00 AM 0 141 0 0 141 117 16 0 0 133 18 1 0 0 19 293

9:15 AM 0 112 0 0 112 99 8 0 0 107 12 0 0 0 12 231

Grand Total 1 1535 0 0 1536 1301 115 0 0 1416 208 1 0 0 209 3161

Approach % 0.1 99.9 0.0 - - 91.9 8.1 0.0 - - 99.5 0.5 0.0 - - -

Total % 0.0 48.6 0.0 - 48.6 41.2 3.6 0.0 - 44.8 6.6 0.0 0.0 - 6.6 -

Car 1 1411 0 - 1412 1192 115 0 - 1307 205 1 0 - 206 2925

% Car 100.0 91.9 - - 91.9 91.6 100.0 - - 92.3 98.6 100.0 - - 98.6 92.5

Truck 0 124 0 - 124 109 0 0 - 109 3 0 0 - 3 236

% Truck 0.0 8.1 - - 8.1 8.4 0.0 - - 7.7 1.4 0.0 - - 1.4 7.5

Ped - - - 0 - - - - 0 - - - - 0 - -

% Ped - - - - - - - - - - - - - - - -





04/27/2012 7:30 AMEnding At04/27/2012 9:30 AM

CarTruckPed

Regional Road 25 [N]

Out In Total

1193 1412 2605

109 124 233

0 0 0

1302 1536 2838

1 1411 0 0

0 124 0 0

0 0 0 0

1 1535 0 0R T U P

1616 1307 2923

127 109 236

0 0 0

1743 1416 3159Out In Total

Regional Road 25 [S]

U L T P

0 115 1192 0

0 0 109 0

0 0 0 0

0 115 1301 0

Hen

ders

on R

oad

[W]

Tota

l

322 3 0 325

In 206 3 0 209

Out

116 0 0 116

0 0 0 0 U

1 0 0 1 L

205 3 0 208 R

0 0 0 0 P

Turning Movement Data Plot





Turning Movement Peak Hour Data (7:30 AM)

Start Time




7:30 AM 0 210 0 0 210 181 8 0 0 189 42 0 0 0 42 441

7:45 AM 1 228 0 0 229 192 17 0 0 209 36 0 0 0 36 474

8:00 AM 0 207 0 0 207 216 24 0 0 240 37 0 0 0 37 484

8:15 AM 0 227 0 0 227 200 14 0 0 214 19 0 0 0 19 460

Total 1 872 0 0 873 789 63 0 0 852 134 0 0 0 134 1859

Approach % 0.1 99.9 0.0 - - 92.6 7.4 0.0 - - 100.0 0.0 0.0 - - -

Total % 0.1 46.9 0.0 - 47.0 42.4 3.4 0.0 - 45.8 7.2 0.0 0.0 - 7.2 -

PHF 0.250 0.956 0.000 - 0.953 0.913 0.656 0.000 - 0.888 0.798 0.000 0.000 - 0.798 0.960

Car 1 818 0 - 819 742 63 0 - 805 133 0 0 - 133 1757

% Car 100.0 93.8 - - 93.8 94.0 100.0 - - 94.5 99.3 - - - 99.3 94.5

Truck 0 54 0 - 54 47 0 0 - 47 1 0 0 - 1 102

% Truck 0.0 6.2 - - 6.2 6.0 0.0 - - 5.5 0.7 - - - 0.7 5.5

Ped - - - 0 - - - - 0 - - - - 0 - -

% Ped - - - - - - - - - - - - - - - -





Peak Hour Data

04/27/2012 7:30 AMEnding At04/27/2012 8:30 AM

CarTruckPed


Out In Total

742 819 1561

47 54 101

0 0 0

789 873 1662

1 818 0 0

0 54 0 0

0 0 0 0

1 872 0 0R T U P

951 805 1756

55 47 102

0 0 0

1006 852 1858Out In Total


U L T P

0 63 742 0

0 0 47 0

0 0 0 0

0 63 789 0

Hen

ders

on R

oad

[W]

Tota

l

197 1 0 198

In 133 1 0 134

Out 64 0 0 64

0 0 0 0 U

0 0 0 0 L

133 1 0 134 R

0 0 0 0 P

Turning Movement Peak Hour Data Plot (7:30 AM)




Count Name: Regional Road 25 @ HendersonRoad EVENINGSite Code:Start Date: 04/27/2012Page No: 1


Start Time




4:30 PM 1 173 0 0 174 208 30 0 0 238 11 0 0 0 11 423

4:45 PM 0 200 0 0 200 207 36 0 0 243 16 0 0 0 16 459

Hourly Total 1 373 0 0 374 415 66 0 0 481 27 0 0 0 27 882

5:00 PM 0 160 0 0 160 234 35 0 0 269 16 0 0 0 16 445

5:15 PM 0 188 0 0 188 239 39 0 0 278 20 0 0 0 20 486

5:30 PM 1 139 0 0 140 184 43 0 0 227 20 0 0 0 20 387

5:45 PM 0 136 0 0 136 164 34 0 0 198 16 0 0 0 16 350

Hourly Total 1 623 0 0 624 821 151 0 0 972 72 0 0 0 72 1668

6:00 PM 1 137 0 0 138 179 21 0 0 200 23 1 0 0 24 362

6:15 PM 0 131 0 0 131 146 21 0 0 167 15 0 1 0 16 314

Grand Total 3 1264 0 0 1267 1561 259 0 0 1820 137 1 1 0 139 3226

Approach % 0.2 99.8 0.0 - - 85.8 14.2 0.0 - - 98.6 0.7 0.7 - - -

Total % 0.1 39.2 0.0 - 39.3 48.4 8.0 0.0 - 56.4 4.2 0.0 0.0 - 4.3 -

Car 2 1216 0 - 1218 1481 257 0 - 1738 136 1 1 - 138 3094

% Car 66.7 96.2 - - 96.1 94.9 99.2 - - 95.5 99.3 100.0 100.0 - 99.3 95.9

Truck 1 48 0 - 49 80 2 0 - 82 1 0 0 - 1 132

% Truck 33.3 3.8 - - 3.9 5.1 0.8 - - 4.5 0.7 0.0 0.0 - 0.7 4.1

Ped - - - 0 - - - - 0 - - - - 0 - -

% Ped - - - - - - - - - - - - - - - -





04/27/2012 4:30 PMEnding At04/27/2012 6:30 PM

CarTruckPed


Out In Total

1482 1218 2700

80 49 129

0 0 0

1562 1267 2829

2 1216 0 0

1 48 0 0

0 0 0 0

3 1264 0 0R T U P

1352 1738 3090

49 82 131

0 0 0

1401 1820 3221Out In Total


U L T P

0 257 1481 0

0 2 80 0

0 0 0 0

0 259 1561 0

Hen

ders

on R

oad

[W]

Tota

l

398 4 0 402

In 138 1 0 139

Out

260 3 0 263

1 0 0 1 U

1 0 0 1 L

136 1 0 137 R

0 0 0 0 P






Turning Movement Peak Hour Data (4:30 PM)

Start Time




4:30 PM 1 173 0 0 174 208 30 0 0 238 11 0 0 0 11 423

4:45 PM 0 200 0 0 200 207 36 0 0 243 16 0 0 0 16 459

5:00 PM 0 160 0 0 160 234 35 0 0 269 16 0 0 0 16 445

5:15 PM 0 188 0 0 188 239 39 0 0 278 20 0 0 0 20 486

Total 1 721 0 0 722 888 140 0 0 1028 63 0 0 0 63 1813

Approach % 0.1 99.9 0.0 - - 86.4 13.6 0.0 - - 100.0 0.0 0.0 - - -

Total % 0.1 39.8 0.0 - 39.8 49.0 7.7 0.0 - 56.7 3.5 0.0 0.0 - 3.5 -

PHF 0.250 0.901 0.000 - 0.903 0.929 0.897 0.000 - 0.924 0.788 0.000 0.000 - 0.788 0.933

Car 1 692 0 - 693 842 140 0 - 982 62 0 0 - 62 1737

% Car 100.0 96.0 - - 96.0 94.8 100.0 - - 95.5 98.4 - - - 98.4 95.8

Truck 0 29 0 - 29 46 0 0 - 46 1 0 0 - 1 76

% Truck 0.0 4.0 - - 4.0 5.2 0.0 - - 4.5 1.6 - - - 1.6 4.2

Ped - - - 0 - - - - 0 - - - - 0 - -

% Ped - - - - - - - - - - - - - - - -





Peak Hour Data

04/27/2012 4:30 PMEnding At04/27/2012 5:30 PM

CarTruckPed


Out In Total

842 693 1535

46 29 75

0 0 0

888 722 1610

1 692 0 0

0 29 0 0

0 0 0 0

1 721 0 0R T U P

754 982 1736

30 46 76

0 0 0



U L T P

0 140 842 0

0 0 46 0

0 0 0 0

0 140 888 0

Hen

ders

on R

oad

[W]

Tota

l

203 1 0 204

In 62 1 0 63

Out

141 0 0 141

0 0 0 0 U

0 0 0 0 L

62 1 0 63 R

0 0 0 0 P

Turning Movement Peak Hour Data Plot (4:30 PM)




Count Name: Regional Road 25 @ HendersonRoad NIGHTLYSite Code:Start Date: 04/27/2012Page No: 1


Start Time




8:00 PM 0 101 0 0 101 96 5 0 0 101 9 0 0 0 9 211

8:15 PM 0 99 0 0 99 90 9 0 0 99 7 0 0 0 7 205

8:30 PM 0 97 0 0 97 95 9 0 0 104 9 0 0 0 9 210

8:45 PM 0 74 0 0 74 89 10 0 0 99 6 0 0 0 6 179

Hourly Total 0 371 0 0 371 370 33 0 0 403 31 0 0 0 31 805

9:00 PM 0 69 0 0 69 75 2 0 0 77 9 0 0 0 9 155

9:15 PM 0 45 0 0 45 81 10 0 0 91 3 0 0 0 3 139

9:30 PM 0 59 0 0 59 72 5 0 0 77 1 0 0 0 1 137

9:45 PM 0 83 0 0 83 95 5 0 0 100 3 0 0 0 3 186

Hourly Total 0 256 0 0 256 323 22 0 0 345 16 0 0 0 16 617

10:00 PM 0 58 0 0 58 62 5 0 0 67 5 0 0 0 5 130

10:15 PM 0 63 0 0 63 74 6 0 0 80 2 0 0 0 2 145

10:30 PM 0 50 0 0 50 58 4 0 0 62 2 0 0 0 2 114

10:45 PM 0 48 0 0 48 46 5 0 0 51 2 0 0 0 2 101

Hourly Total 0 219 0 0 219 240 20 0 0 260 11 0 0 0 11 490

Grand Total 0 846 0 0 846 933 75 0 0 1008 58 0 0 0 58 1912

Approach % 0.0 100.0 0.0 - - 92.6 7.4 0.0 - - 100.0 0.0 0.0 - - -

Total % 0.0 44.2 0.0 - 44.2 48.8 3.9 0.0 - 52.7 3.0 0.0 0.0 - 3.0 -

Car 0 816 0 - 816 899 75 0 - 974 58 0 0 - 58 1848

% Car - 96.5 - - 96.5 96.4 100.0 - - 96.6 100.0 - - - 100.0 96.7

Truck 0 30 0 - 30 34 0 0 - 34 0 0 0 - 0 64

% Truck - 3.5 - - 3.5 3.6 0.0 - - 3.4 0.0 - - - 0.0 3.3

Ped - - - 0 - - - - 0 - - - - 0 - -

% Ped - - - - - - - - - - - - - - - -





04/27/2012 8:00 PMEnding At04/27/2012 11:00 PM

CarTruckPed


Out In Total

899 816 1715

34 30 64

0 0 0

933 846 1779

0 816 0 0

0 30 0 0

0 0 0 0

0 846 0 0R T U P

874 974 1848

30 34 64

0 0 0



U L T P

0 75 899 0

0 0 34 0

0 0 0 0

0 75 933 0

Hen

ders

on R

oad

[W]

Tota

l

133 0 0 133

In 58 0 0 58

Out 75 0 0 75

0 0 0 0 U

0 0 0 0 L

58 0 0 58 R

0 0 0 0 P







Start Time




8:00 PM 0 101 0 0 101 96 5 0 0 101 9 0 0 0 9 211

8:15 PM 0 99 0 0 99 90 9 0 0 99 7 0 0 0 7 205

8:30 PM 0 97 0 0 97 95 9 0 0 104 9 0 0 0 9 210

8:45 PM 0 74 0 0 74 89 10 0 0 99 6 0 0 0 6 179

Total 0 371 0 0 371 370 33 0 0 403 31 0 0 0 31 805

Approach % 0.0 100.0 0.0 - - 91.8 8.2 0.0 - - 100.0 0.0 0.0 - - -

Total % 0.0 46.1 0.0 - 46.1 46.0 4.1 0.0 - 50.1 3.9 0.0 0.0 - 3.9 -

PHF 0.000 0.918 0.000 - 0.918 0.964 0.825 0.000 - 0.969 0.861 0.000 0.000 - 0.861 0.954

Car 0 355 0 - 355 356 33 0 - 389 31 0 0 - 31 775

% Car - 95.7 - - 95.7 96.2 100.0 - - 96.5 100.0 - - - 100.0 96.3

Truck 0 16 0 - 16 14 0 0 - 14 0 0 0 - 0 30

% Truck - 4.3 - - 4.3 3.8 0.0 - - 3.5 0.0 - - - 0.0 3.7

Ped - - - 0 - - - - 0 - - - - 0 - -

% Ped - - - - - - - - - - - - - - - -





Peak Hour Data

04/27/2012 8:00 PMEnding At04/27/2012 9:00 PM

CarTruckPed


Out In Total

356 355 711

14 16 30

0 0 0

370 371 741

0 355 0 0

0 16 0 0

0 0 0 0

0 371 0 0R T U P

386 389 775

16 14 30

0 0 0



U L T P

0 33 356 0

0 0 14 0

0 0 0 0

0 33 370 0

Hen

ders

on R

oad

[W]

Tota

l

64 0 0 64

In 31 0 0 31

Out 33 0 0 33

0 0 0 0 U

0 0 0 0 L

31 0 0 31 R

0 0 0 0 P





Count Name: Regional Road 25 @ HendersonRoad FRIDAYSite Code:Start Date: 04/27/2012Page No: 1


Start Time




12:00 PM 0 136 0 0 136 167 10 0 0 177 7 0 0 0 7 320

12:15 PM 0 133 0 0 133 133 7 0 0 140 8 0 0 0 8 281

12:30 PM 0 142 0 0 142 151 16 0 0 167 5 0 0 0 5 314

12:45 PM 0 130 0 0 130 142 12 0 0 154 16 1 0 0 17 301

Hourly Total 0 541 0 0 541 593 45 0 0 638 36 1 0 0 37 1216

*** BREAK *** - - - - - - - - - - - - - - - -

2:00 PM 0 118 0 0 118 156 10 0 0 166 11 0 0 0 11 295

2:15 PM 1 155 0 0 156 150 12 0 0 162 8 1 0 0 9 327

2:30 PM 1 124 0 0 125 157 12 0 0 169 15 0 0 0 15 309

2:45 PM 1 207 0 0 208 152 17 0 0 169 10 0 0 0 10 387

Hourly Total 3 604 0 0 607 615 51 0 0 666 44 1 0 0 45 1318

Grand Total 3 1145 0 0 1148 1208 96 0 0 1304 80 2 0 0 82 2534

Approach % 0.3 99.7 0.0 - - 92.6 7.4 0.0 - - 97.6 2.4 0.0 - - -

Total % 0.1 45.2 0.0 - 45.3 47.7 3.8 0.0 - 51.5 3.2 0.1 0.0 - 3.2 -

Car 3 1043 0 - 1046 1086 92 0 - 1178 80 2 0 - 82 2306

% Car 100.0 91.1 - - 91.1 89.9 95.8 - - 90.3 100.0 100.0 - - 100.0 91.0

Truck 0 102 0 - 102 122 4 0 - 126 0 0 0 - 0 228

% Truck 0.0 8.9 - - 8.9 10.1 4.2 - - 9.7 0.0 0.0 - - 0.0 9.0

Ped - - - 0 - - - - 0 - - - - 0 - -

% Ped - - - - - - - - - - - - - - - -





04/27/2012 12:00 PMEnding At04/27/2012 3:00 PM

CarTruckPed


Out In Total

1088 1046 2134

122 102 224

0 0 0

1210 1148 2358

3 1043 0 0

0 102 0 0

0 0 0 0

3 1145 0 0R T U P

1123 1178 2301

102 126 228

0 0 0

1225 1304 2529Out In Total


U L T P

0 92 1086 0

0 4 122 0

0 0 0 0

0 96 1208 0

Hen

ders

on R

oad

[W]

Tota

l

177 4 0 181

In 82 0 0 82

Out 95 4 0 99

0 0 0 0 U

2 0 0 2 L

80 0 0 80 R

0 0 0 0 P







Start Time




12:00 PM 0 136 0 0 136 167 10 0 0 177 7 0 0 0 7 320

12:15 PM 0 133 0 0 133 133 7 0 0 140 8 0 0 0 8 281

12:30 PM 0 142 0 0 142 151 16 0 0 167 5 0 0 0 5 314

12:45 PM 0 130 0 0 130 142 12 0 0 154 16 1 0 0 17 301

Total 0 541 0 0 541 593 45 0 0 638 36 1 0 0 37 1216

Approach % 0.0 100.0 0.0 - - 92.9 7.1 0.0 - - 97.3 2.7 0.0 - - -

Total % 0.0 44.5 0.0 - 44.5 48.8 3.7 0.0 - 52.5 3.0 0.1 0.0 - 3.0 -

PHF 0.000 0.952 0.000 - 0.952 0.888 0.703 0.000 - 0.901 0.563 0.250 0.000 - 0.544 0.950

Car 0 494 0 - 494 543 43 0 - 586 36 1 0 - 37 1117

% Car - 91.3 - - 91.3 91.6 95.6 - - 91.8 100.0 100.0 - - 100.0 91.9

Truck 0 47 0 - 47 50 2 0 - 52 0 0 0 - 0 99

% Truck - 8.7 - - 8.7 8.4 4.4 - - 8.2 0.0 0.0 - - 0.0 8.1

Ped - - - 0 - - - - 0 - - - - 0 - -

% Ped - - - - - - - - - - - - - - - -





Peak Hour Data

04/27/2012 12:00 PMEnding At04/27/2012 1:00 PM

CarTruckPed


Out In Total

544 494 1038

50 47 97

0 0 0

594 541 1135

0 494 0 0

0 47 0 0

0 0 0 0

0 541 0 0R T U P

530 586 1116

47 52 99

0 0 0



U L T P

0 43 543 0

0 2 50 0

0 0 0 0

0 45 593 0

Hen

ders

on R

oad

[W]

Tota

l

80 2 0 82

In 37 0 0 37

Out 43 2 0 45

0 0 0 0 U

1 0 0 1 L

36 0 0 36 R

0 0 0 0 P







Start Time




2:00 PM 0 118 0 0 118 156 10 0 0 166 11 0 0 0 11 295

2:15 PM 1 155 0 0 156 150 12 0 0 162 8 1 0 0 9 327

2:30 PM 1 124 0 0 125 157 12 0 0 169 15 0 0 0 15 309

2:45 PM 1 207 0 0 208 152 17 0 0 169 10 0 0 0 10 387

Total 3 604 0 0 607 615 51 0 0 666 44 1 0 0 45 1318

Approach % 0.5 99.5 0.0 - - 92.3 7.7 0.0 - - 97.8 2.2 0.0 - - -

Total % 0.2 45.8 0.0 - 46.1 46.7 3.9 0.0 - 50.5 3.3 0.1 0.0 - 3.4 -

PHF 0.750 0.729 0.000 - 0.730 0.979 0.750 0.000 - 0.985 0.733 0.250 0.000 - 0.750 0.851

Car 3 549 0 - 552 543 49 0 - 592 44 1 0 - 45 1189

% Car 100.0 90.9 - - 90.9 88.3 96.1 - - 88.9 100.0 100.0 - - 100.0 90.2

Truck 0 55 0 - 55 72 2 0 - 74 0 0 0 - 0 129

% Truck 0.0 9.1 - - 9.1 11.7 3.9 - - 11.1 0.0 0.0 - - 0.0 9.8

Ped - - - 0 - - - - 0 - - - - 0 - -

% Ped - - - - - - - - - - - - - - - -





Peak Hour Data

04/27/2012 2:00 PMEnding At04/27/2012 3:00 PM

CarTruckPed


Out In Total

544 552 1096

72 55 127

0 0 0

616 607 1223

3 549 0 0

0 55 0 0

0 0 0 0

3 604 0 0R T U P

593 592 1185

55 74 129

0 0 0



U L T P

0 49 543 0

0 2 72 0

0 0 0 0

0 51 615 0

Hen

ders

on R

oad

[W]

Tota

l

97 2 0 99

In 45 0 0 45

Out 52 2 0 54

0 0 0 0 U

1 0 0 1 L

44 0 0 44 R

0 0 0 0 P


MTO Left Turn Storage Lane, Four-Lane Divided Highways, Unsignalized

Analysis For: Unsignalized 4-Lane Divided Highway

AM ARRIVAL Peak Hour:

Design Speed 100 km/h % Left Turn Traffic 3 % Results: 15 metre storage lane

Advancing Traff Vol 1132 VA

Opposing Traff Vol 988 VO

Left Turn Traff Vol 30 VL

(See Graph on next page for: MTO Left Turn Storage Lane, Four-Lane Divided Highways, Unsignalized)

PM ARRIVAL Peak Hour:

Design Speed 100 km/h % Left Turn Traffic 3 % Results: 15 metre storage lane

Advancing Traff Vol 957 VA

Opposing Traff Vol 1209 VO

Left Turn Traff Vol 30 VL

(See Graph on next page for: MTO Left Turn Storage Lane, Four-Lane Divided Highways, Unsignalized)

PROJECTED VOLUMES FOR JUSTIFICATION 7 Study Period:

: Major Street x

: Major Street x

Henderson Road/Proposed Site Driveway

1

2

The crossing volume is defined as the sum of:

(1) Left turns from both minor street apporaches

(2) The heaviest through volume from the minor street

(3) 50% of the heavier left turn movement from major street when both of the following criteria are met:

(a) The left turn volume > 120 vph

(b) The left turn volume plus the opposing volume > 720 vph

heavier left turn= oppposing though=

(4) Pedestrians crossing the major street

sum:

5

0

0

0

1 462 15 15 0 5

0 20 0

Average Hourly

Volume (PHV/4)5 486 51 49 0 0

0 0 2 1847 60 60PHV (AM+PM) 20 1944 203 197

5

F

F

T=TRUE

F=FALSE

0

0

46251

0 100 0 1 836

10

PM 10 1029 140 63

0 1011 30LEFT RIGHT

30 30

THRU

0LEFT

AM 10 915 63 134 0 1 30

Major Street

HOUR RIGHT THRU LEFT RIGHT THRU LEFT RIGHT THRU

Regional Road 25Henderson Road/Proposed Site DrivewayRegional Road 25Henderson Road/Proposed Site Driveway Crossing

PEAK Northbound Eastbound Southbound Westbound

North/South Street Name Regional Road 25 Minor Street

Major Street Minor Street Major Street Minor Street Pedestrians

SERNAS TRANSTECH

TRAFFIC SIGNAL WARRANT DATA INPUTTotal 2017

East/West Street Name Henderson Road/Proposed Site Driveway Minor Street

MTO Signal Warrant - AM-PM - RR25-Henderson Rd Page 1

Traffic Signal Justification for Future Development - Traffic Impact Studies (page 88 OTM Book 12)

:

:

x X

IS THIS AN EXISTING INTERSECTION X

IS THIS A NEW INTERSECTION x

WARRANT 7 - PROJECTED VOLUMES 100 % SATISFIED - YES X

80 % SATISFIED - YES X

X

* FOR 'T' INTERSECTIONS MINOR ROAD THRESHOLDS ARE INCREASED BY AN ADDITIONAL 50%

WARRANT 2 - DELAY TO CROSS TRAFFIC 100 % SATISFIED - YES X

AVERAGE HOURLY VOLUME

1088

100

1 = 38

NO

ACTUAL % IF

0

SECTIONAL

PERCENT80% FULFILLED

38BELOW 80% VALUE

TOTAL

DOWN38 /

TOTAL

ACROSS

B.MINOR STREET

BOTH

APPROACHES*

100% FULFILLED

690 0 180 0

0

100 / 1 = 100

ACTUAL % IF

38

SECTIONAL

PERCENT80% FULFILLED

100

0BELOW 80% VALUE

TOTAL

DOWN

A. ALL

APPROACHES

100% FULFILLED

0

0 0 900 0

FREE RESTR. FREE RESTR.

FLOW FLOW FLOW FLOW

NO

MINIMUM REQUIREMENTSPERCENTAGE WARRANT

Justification Increased by 50%

APPROACH LANES 1 2 or MORE

TOTAL

ACROSSFLOW CONDITION

RESTRICTED FLOW CONDITIONS (URBAN) YES NO

NO

Henderson Road/Proposed Site Driveway

FREE FLOW CONDITIONS (RURAL) IS THIS A T - INTERSECTION YES NO

YES NO


SERNAS TRANSTECH

TRAFFIC SIGNAL WARRANT ANLYSIS FORM FOR INTERSECTION CONTROL.

Total 2017

Major street Regional Road 25 No. of lanes : 2

Minor street

WARRANT 2 - DELAY TO CROSS TRAFFIC 100 % SATISFIED - YES X

80 % SATISFIED - YES X

X

NOTES: 1. The warrant values are based on annumal average daily traffic (AADT) which apporximates May and October traffic

2. For warrants 1, 2, 3 and 4, each hourly volume must exceed the minimum requirements for the warrant to be 100% satisfied

3. For warrant 5 the 8 hour average must exceed the minimum requirements for the warrant to be 100% satisfied

4. The crossing volume is defined as the sum of:

(1) Left turns from both minor street apporaches

(2) The heaviest through volume from the minor street

(3) 50% of the heavier left turn movement from major street when both of the following criteria are met:

(a) The left turn volume > 120 vph

(b) The left turn volume plus the opposing volume > 720 vph

(4) Pedestrians crossing the major street

TOTAL

DOWN3 / 1 = 3

BELOW 80% VALUE3

ACTUAL % IF

0

3

80% FULFILLEDSECTIONAL

PERCENT

0

TOTAL

ACROSS

B.TRAFFIC

CROSSING

MAJOR STREET

100% FULFILLED

100

0 0 180 0

TOTAL

DOWN100 / 1 =

SECTIONAL

PERCENT

0BELOW 80% VALUE

0 0 900 0

0

ACTUAL % IF

80% FULFILLED

100100

AVERAGE HOURLY VOLUME

FREE

A.MAJOR STREET

BOTH

APPROACHES

100% FULFILLED

1019

FLOW CONDITION FLOW FLOW FLOW FLOW


APPROACH LANES 1 2 or MORE

TOTAL

ACROSS

RESTR. FREE RESTR.

NO

NO

MINIMUM REQUIREMENTSPERCENTAGE WARRANT

5


MTO Signal Warrant - AM-PM - RR25-Henderson Rd Page 2

APPENDIX B

Queuing and Blocking Report

Evening Prayer Peak Hour - 15 minute Intervals (ARRIVAL) 30/07/2012

2017 Total Traffic SimTraffic Report

Page 1

Intersection: 1: Regional Road 25 & Henderson Road/New Site Driveway, Interval #1

Movement EB NB SB

Directions Served LR L L

Maximum Queue (m) 11.3 22.0 2.2

Average Queue (m) 7.4 12.4 0.3

95th Queue (m) 14.1 23.9 2.5

Link Distance (m) 162.2

Upstream Blk Time (%)

Queuing Penalty (veh)

Storage Bay Dist (m) 20.0 20.0

Storage Blk Time (%) 2

Queuing Penalty (veh) 10


Movement EB NB

Directions Served LR L

Maximum Queue (m) 11.8 15.4

Average Queue (m) 8.3 9.6

95th Queue (m) 14.2 17.3




Storage Bay Dist (m) 20.0




Movement EB NB

Directions Served LR L

Maximum Queue (m) 14.1 18.2

Average Queue (m) 8.2 9.7

95th Queue (m) 16.9 16.8




Storage Bay Dist (m) 20.0



Queuing and Blocking Report

Evening Prayer Peak Hour - 15 minute Intervals (ARRIVAL) 30/07/2012

2017 Total Traffic SimTraffic Report

Page 2


Movement EB NB NB SB

Directions Served LR L TR L

Maximum Queue (m) 18.0 20.6 1.0 15.2

Average Queue (m) 11.4 13.5 0.1 7.9

95th Queue (m) 18.7 22.8 1.6 15.1

Link Distance (m) 162.2 130.8




Storage Blk Time (%) 2 0

Queuing Penalty (veh) 11 1

Intersection: 1: Regional Road 25 & Henderson Road/New Site Driveway, All Intervals

Movement EB NB NB SB

Directions Served LR L TR L

Maximum Queue (m) 18.3 26.8 1.0 15.2

Average Queue (m) 8.8 11.3 0.0 2.1

95th Queue (m) 16.5 20.8 0.8 8.8

Link Distance (m) 162.2 130.8




Storage Blk Time (%) 1 0

Queuing Penalty (veh) 7 0

Network Summary

Network wide Queuing Penalty, Interval #1: 10




Network wide Queuing Penalty, All Intervals: 7

Lanes and Geometrics 2012 Existing Traffic

1: Regional Road 25 & Henderson Road Early Morning Prayer Peak Hour

Synchro 8 Report

Page 1

Lane Group EBL EBR NBL NBT SBT SBR

Lane Configurations

Volume (vph) 0 134 63 789 872 1

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.6 3.6 3.6 3.6 3.6 3.6

Grade (%) 0% 0% 0%

Storage Length (m) 0.0 0.0 20.0 0.0

Storage Lanes 0 0 1 0

Taper Length (m) 15.0 30.0

Link Speed (k/h) 50 80 80

Link Distance (m) 174.3 139.4 230.5

Travel Time (s) 12.5 6.3 10.4

Lane Group Flow (vph) 134 0 63 789 873 0

Sign Control Stop Free Free

Intersection Summary

Area Type: Other

Control Type: Unsignalized

HCM Unsignalized Intersection Capacity Analysis 2012 Existing Traffic


Synchro 8 Report

Page 2

Movement EBL EBR NBL NBT SBT SBR

Lane Configurations

Volume (veh/h) 0 134 63 789 872 1


Grade 0% 0% 0%

Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00

Hourly flow rate (vph) 0 134 63 789 872 1

Pedestrians

Lane Width (m)

Walking Speed (m/s)

Percent Blockage

Right turn flare (veh)

Median type None None

Median storage veh)

Upstream signal (m)

pX, platoon unblocked

vC, conflicting volume 1393 436 873

vC1, stage 1 conf vol


vCu, unblocked vol 1393 436 873

tC, single (s) 6.8 6.9 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2

p0 queue free % 100 76 92

cM capacity (veh/h) 124 568 781

Direction, Lane # NB 1 NB 2 NB 3 SB 1 SB 2

Volume Total 63 394 394 581 292

Volume Left 63 0 0 0 0

Volume Right 0 0 0 0 1

cSH 781 1700 1700 1700 1700

Volume to Capacity 0.08 0.23 0.23 0.34 0.17

Queue Length 95th (m) 2.0 0.0 0.0 0.0 0.0

Control Delay (s) 10.0 0.0 0.0 0.0 0.0

Lane LOS B

Approach Delay (s) 0.7 0.0

Approach LOS


Average Delay Err

Intersection Capacity Utilization Err% ICU Level of Service H

Analysis Period (min) 15


1: Regional Road 25 & Henderson Road Evening Prayer Peak Hour

Synchro 8 Report

Page 1


Lane Configurations

Volume (vph) 0 63 140 888 721 1

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.6 3.6 3.6 3.6 3.6 3.6

Grade (%) 0% 0% 0%





Link Distance (m) 174.3 139.4 230.5

Travel Time (s) 12.5 6.3 10.4




Area Type: Other




Synchro 8 Report

Page 2


Lane Configurations

Volume (veh/h) 0 63 140 888 721 1


Grade 0% 0% 0%

Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00


Pedestrians

Lane Width (m)

Walking Speed (m/s)

Percent Blockage



Median storage veh)

Upstream signal (m)






tC, single (s) 6.8 6.9 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2




Volume Total 140 444 444 481 241



cSH 889 1700 1700 1700 1700


Queue Length 95th (m) 4.2 0.0 0.0 0.0 0.0

Control Delay (s) 9.8 0.0 0.0 0.0 0.0

Lane LOS A


Approach LOS


Average Delay Err




1: Regional Road 25 & Henderson Road Nightly Prayer Peak Hour

Synchro 8 - Report

Page 1


Lane Configurations

Volume (vph) 0 31 33 370 371 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.6 3.6 3.6 3.6 3.6 3.6

Grade (%) 0% 0% 0%





Link Distance (m) 174.3 139.4 230.5

Travel Time (s) 12.5 6.3 10.4




Area Type: Other




Synchro 8 - Report

Page 2


Lane Configurations

Volume (veh/h) 0 31 33 370 371 0


Grade 0% 0% 0%

Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00


Pedestrians

Lane Width (m)

Walking Speed (m/s)

Percent Blockage



Median storage veh)

Upstream signal (m)






tC, single (s) 6.8 6.9 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2




Volume Total 33 185 185 247 124



cSH 1199 1700 1700 1700 1700


Queue Length 95th (m) 0.6 0.0 0.0 0.0 0.0

Control Delay (s) 8.1 0.0 0.0 0.0 0.0

Lane LOS A


Approach LOS


Average Delay Err




1: Regional Road 25 & Henderson Road Friday Prayer Peak Hour (Arrival)

Synchro 8 - Report

Page 1


Lane Configurations

Volume (vph) 1 36 45 593 541 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.6 3.6 3.6 3.6 3.6 3.6

Grade (%) 0% 0% 0%





Link Distance (m) 174.3 139.4 230.5

Travel Time (s) 12.5 6.3 10.4




Area Type: Other




Synchro 8 - Report

Page 2


Lane Configurations

Volume (veh/h) 1 36 45 593 541 0


Grade 0% 0% 0%

Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00


Pedestrians

Lane Width (m)

Walking Speed (m/s)

Percent Blockage



Median storage veh)

Upstream signal (m)






tC, single (s) 6.8 6.9 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2




Volume Total 45 296 296 361 180



cSH 1038 1700 1700 1700 1700


Queue Length 95th (m) 1.0 0.0 0.0 0.0 0.0

Control Delay (s) 8.6 0.0 0.0 0.0 0.0

Lane LOS A


Approach LOS


Average Delay Err




1: Regional Road 25 & Henderson Road Friday Prayer Peak Hour (Departure)

Synchro 8 - Report

Page 1


Lane Configurations

Volume (vph) 1 44 51 615 604 3

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.6 3.6 3.6 3.6 3.6 3.6

Grade (%) 0% 0% 0%





Link Distance (m) 174.3 139.4 230.5

Travel Time (s) 12.5 6.3 10.4




Area Type: Other




Synchro 8 - Report

Page 2


Lane Configurations

Volume (veh/h) 1 44 51 615 604 3


Grade 0% 0% 0%

Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00


Pedestrians

Lane Width (m)

Walking Speed (m/s)

Percent Blockage



Median storage veh)

Upstream signal (m)






tC, single (s) 6.8 6.9 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2




Volume Total 51 308 308 403 204



cSH 981 1700 1700 1700 1700


Queue Length 95th (m) 1.2 0.0 0.0 0.0 0.0

Control Delay (s) 8.9 0.0 0.0 0.0 0.0

Lane LOS A


Approach LOS


Average Delay Err



Lanes and Geometrics 2017 Background Traffic


Synchro 8 Report

Page 1


Lane Configurations

Volume (vph) 0 134 63 915 1011 1

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.6 3.6 3.6 3.6 3.6 3.6

Grade (%) 0% 0% 0%





Link Distance (m) 174.3 139.4 230.5

Travel Time (s) 12.5 6.3 10.4




Area Type: Other


HCM Unsignalized Intersection Capacity Analysis 2017 Background Traffic


Synchro 8 Report

Page 2


Lane Configurations

Volume (veh/h) 0 134 63 915 1011 1


Grade 0% 0% 0%

Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00


Pedestrians

Lane Width (m)

Walking Speed (m/s)

Percent Blockage



Median storage veh)

Upstream signal (m)






tC, single (s) 6.8 6.9 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2




Volume Total 63 458 458 674 338



cSH 693 1700 1700 1700 1700


Queue Length 95th (m) 2.2 0.0 0.0 0.0 0.0

Control Delay (s) 10.7 0.0 0.0 0.0 0.0

Lane LOS B


Approach LOS


Average Delay Err





Synchro 8 Report

Page 1


Lane Configurations

Volume (vph) 0 63 140 1029 836 1

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.6 3.6 3.6 3.6 3.6 3.6

Grade (%) 0% 0% 0%





Link Distance (m) 174.3 139.4 230.5

Travel Time (s) 12.5 6.3 10.4




Area Type: Other




Synchro 8 Report

Page 2


Lane Configurations

Volume (veh/h) 0 63 140 1029 836 1


Grade 0% 0% 0%

Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00


Pedestrians

Lane Width (m)

Walking Speed (m/s)

Percent Blockage



Median storage veh)

Upstream signal (m)






tC, single (s) 6.8 6.9 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2




Volume Total 140 514 514 557 280



cSH 806 1700 1700 1700 1700


Queue Length 95th (m) 4.7 0.0 0.0 0.0 0.0

Control Delay (s) 10.4 0.0 0.0 0.0 0.0

Lane LOS B


Approach LOS


Average Delay Err





Synchro 8 - Report

Page 1


Lane Configurations

Volume (vph) 0 31 33 429 430 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.6 3.6 3.6 3.6 3.6 3.6

Grade (%) 0% 0% 0%





Link Distance (m) 174.3 139.4 230.5

Travel Time (s) 12.5 6.3 10.4




Area Type: Other




Synchro 8 - Report

Page 2


Lane Configurations

Volume (veh/h) 0 31 33 429 430 0


Grade 0% 0% 0%

Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00


Pedestrians

Lane Width (m)

Walking Speed (m/s)

Percent Blockage



Median storage veh)

Upstream signal (m)






tC, single (s) 6.8 6.9 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2




Volume Total 33 214 214 287 143



cSH 1140 1700 1700 1700 1700


Queue Length 95th (m) 0.7 0.0 0.0 0.0 0.0

Control Delay (s) 8.3 0.0 0.0 0.0 0.0

Lane LOS A


Approach LOS


Average Delay Err





Synchro 8 - Report

Page 1


Lane Configurations

Volume (vph) 1 36 45 687 627 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.6 3.6 3.6 3.6 3.6 3.6

Grade (%) 0% 0% 0%





Link Distance (m) 174.3 139.4 230.5

Travel Time (s) 12.5 6.3 10.4




Area Type: Other




Synchro 8 - Report

Page 2


Lane Configurations

Volume (veh/h) 1 36 45 687 627 0


Grade 0% 0% 0%

Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00


Pedestrians

Lane Width (m)

Walking Speed (m/s)

Percent Blockage



Median storage veh)

Upstream signal (m)






tC, single (s) 6.8 6.9 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2




Volume Total 45 344 344 418 209



cSH 965 1700 1700 1700 1700


Queue Length 95th (m) 1.1 0.0 0.0 0.0 0.0

Control Delay (s) 8.9 0.0 0.0 0.0 0.0

Lane LOS A


Approach LOS


Average Delay Err





Synchro 8 - Report

Page 1


Lane Configurations

Volume (vph) 1 44 51 713 700 3

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.6 3.6 3.6 3.6 3.6 3.6

Grade (%) 0% 0% 0%





Link Distance (m) 174.3 139.4 230.5

Travel Time (s) 12.5 6.3 10.4




Area Type: Other




Synchro 8 - Report

Page 2


Lane Configurations

Volume (veh/h) 1 44 51 713 700 3


Grade 0% 0% 0%

Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00


Pedestrians

Lane Width (m)

Walking Speed (m/s)

Percent Blockage



Median storage veh)

Upstream signal (m)






tC, single (s) 6.8 6.9 4.1

tC, 2 stage (s)

tF (s) 3.5 3.3 2.2




Volume Total 51 356 356 467 236



cSH 904 1700 1700 1700 1700


Queue Length 95th (m) 1.3 0.0 0.0 0.0 0.0

Control Delay (s) 9.2 0.0 0.0 0.0 0.0

Lane LOS A


Approach LOS


Average Delay Err



Lanes and Geometrics 2017 Total Traffic

1: Regional Road 25 & Henderson Road/New Site Driveway Early Morning Prayer Peak Hour (ARRIVAL)

Synchro 8 Report

Page 1

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (vph) 0 0 134 0 0 0 63 915 40 120 1011 1

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6

Grade (%) 0% 0% 0% 0%

Storage Length (m) 0.0 0.0 0.0 0.0 20.0 0.0 20.0 0.0

Storage Lanes 0 0 1 0 1 0 1 0

Taper Length (m) 15.0 15.0 30.0 30.0

Link Speed (k/h) 50 50 80 80

Link Distance (m) 174.3 139.0 139.4 230.5

Travel Time (s) 12.5 10.0 6.3 10.4

Lane Group Flow (vph) 0 134 0 0 0 0 63 955 0 120 1012 0

Sign Control Stop Stop Free Free


Area Type: Other


HCM Unsignalized Intersection Capacity Analysis 2017 Total Traffic

1: Regional Road 25 & Henderson Road/New Site Driveway Early Morning Prayer Peak Hour (ARRIVAL)

Synchro 8 Report

Page 2

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR

Lane Configurations

Volume (veh/h) 0 0 134 0 0 0 63 915 40 120 1011 1


Grade 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 1.00

Hourly flow rate (vph) 0 0 134 0 0 0 63 915 40 120 1011 1

Pedestrians

Lane Width (m)

Walking Speed (m/s)

Percent Blockage



Median storage veh)

Upstream signal (m)


vC, conflicting volume 1835 2332 506 1940 2313 478 1012 955



vCu, unblocked vol 1835 2332 506 1940 2313 478 1012 955

tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 100 100 74 100 100 100 91 84

cM capacity (veh/h) 39 28 512 24 29 539 693 728

Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3

Volume Total 134 0 0 63 610 345 120 674 338

Volume Left 0 0 0 63 0 0 120 0 0

Volume Right 134 0 0 0 0 40 0 0 1

cSH 512 1700 1700 693 1700 1700 728 1700 1700

Volume to Capacity 0.26 0.00 0.00 0.09 0.36 0.20 0.16 0.40 0.20

Queue Length 95th (m) 7.8 0.0 0.0 2.2 0.0 0.0 4.4 0.0 0.0

Control Delay (s) 14.5 0.0 0.0 10.7 0.0 0.0 10.9 0.0 0.0

Lane LOS B A A B B

Approach Delay (s) 14.5 0.0 0.7 1.2

Approach LOS B A


Average Delay 1.7

Intersection Capacity Utilization 51.5% ICU Level of Service A



1: Regional Road 25 & Henderson Road/New Site Driveway Early Morning Prayer Peak Hour (DEPARTURE)

Synchro 8 Report

Page 1


Lane Configurations

Volume (vph) 0 0 134 40 0 120 63 915 0 0 1011 1

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6

Grade (%) 0% 0% 0% 0%

Storage Length (m) 0.0 0.0 0.0 0.0 20.0 0.0 20.0 0.0


Taper Length (m) 15.0 15.0 30.0 30.0

Link Speed (k/h) 50 50 80 80

Link Distance (m) 174.3 139.0 139.4 230.5

Travel Time (s) 12.5 10.0 6.3 10.4




Area Type: Other



1: Regional Road 25 & Henderson Road/New Site Driveway Early Morning Prayer Peak Hour (DEPARTURE)

Synchro 8 Report

Page 2


Lane Configurations

Volume (veh/h) 0 0 134 40 0 120 63 915 0 0 1011 1


Grade 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 1.00


Pedestrians

Lane Width (m)

Walking Speed (m/s)

Percent Blockage



Median storage veh)

Upstream signal (m)






tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 100 100 74 8 100 78 91 100

cM capacity (veh/h) 43 51 512 43 51 556 693 754


Volume Total 134 40 120 63 610 305 0 674 338

Volume Left 0 40 0 63 0 0 0 0 0

Volume Right 134 0 120 0 0 0 0 0 1

cSH 512 43 556 693 1700 1700 1700 1700 1700


Queue Length 95th (m) 7.8 27.6 6.1 2.2 0.0 0.0 0.0 0.0 0.0

Control Delay (s) 14.5 258.2 13.3 10.7 0.0 0.0 0.0 0.0 0.0

Lane LOS B F B B

Approach Delay (s) 14.5 74.5 0.7 0.0

Approach LOS B F


Average Delay 6.4

Intersection Capacity Utilization 60.5% ICU Level of Service B



1: Regional Road 25 & Henderson Road/New Site Driveway Evening Prayer Peak Hour (ARRIVAL)

Synchro 8 Report

Page 1


Lane Configurations

Volume (vph) 0 0 63 0 0 0 140 1029 40 120 836 1

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6

Grade (%) 0% 0% 0% 0%

Storage Length (m) 0.0 0.0 0.0 0.0 20.0 0.0 20.0 0.0


Taper Length (m) 15.0 15.0 30.0 30.0

Link Speed (k/h) 50 50 80 80

Link Distance (m) 174.3 139.0 139.4 230.5

Travel Time (s) 12.5 10.0 6.3 10.4




Area Type: Other



1: Regional Road 25 & Henderson Road/New Site Driveway Evening Prayer Peak Hour (ARRIVAL)

Synchro 8 Report

Page 2


Lane Configurations

Volume (veh/h) 0 0 63 0 0 0 140 1029 40 120 836 1


Grade 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 1.00


Pedestrians

Lane Width (m)

Walking Speed (m/s)

Percent Blockage



Median storage veh)

Upstream signal (m)






tC, single (s) 7.5 6.5 6.9 *6.0 6.5 6.9 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 100 100 89 100 100 100 83 82

cM capacity (veh/h) 34 22 583 52 23 495 806 660


Volume Total 63 0 0 140 686 383 120 557 280

Volume Left 0 0 0 140 0 0 120 0 0

Volume Right 63 0 0 0 0 40 0 0 1

cSH 583 1700 1700 806 1700 1700 660 1700 1700


Queue Length 95th (m) 2.7 0.0 0.0 4.7 0.0 0.0 5.0 0.0 0.0

Control Delay (s) 11.9 0.0 0.0 10.4 0.0 0.0 11.7 0.0 0.0

Lane LOS B A A B B


Approach LOS B A


Average Delay 1.6



* User Entered Value


1: Regional Road 25 & Henderson Road/New Site Driveway Evening Prayer Peak Hour (DEPARTURE)

Synchro 8 Report

Page 1


Lane Configurations

Volume (vph) 0 0 63 40 0 120 140 1029 0 0 836 1

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6

Grade (%) 0% 0% 0% 0%

Storage Length (m) 0.0 0.0 0.0 0.0 20.0 0.0 20.0 0.0


Taper Length (m) 15.0 15.0 30.0 30.0

Link Speed (k/h) 50 50 80 80

Link Distance (m) 174.3 139.0 139.4 230.5

Travel Time (s) 12.5 10.0 6.3 10.4




Area Type: Other



1: Regional Road 25 & Henderson Road/New Site Driveway Evening Prayer Peak Hour (DEPARTURE)

Synchro 8 Report

Page 2


Lane Configurations

Volume (veh/h) 0 0 63 40 0 120 140 1029 0 0 836 1


Grade 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 1.00


Pedestrians

Lane Width (m)

Walking Speed (m/s)

Percent Blockage



Median storage veh)

Upstream signal (m)






tC, single (s) 7.5 6.5 6.9 *6.0 6.5 6.9 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 100 100 89 53 100 76 83 100

cM capacity (veh/h) 37 41 583 85 41 510 806 683


Volume Total 63 40 120 140 686 343 0 557 280

Volume Left 0 40 0 140 0 0 0 0 0

Volume Right 63 0 120 0 0 0 0 0 1

cSH 583 85 510 806 1700 1700 1700 1700 1700


Queue Length 95th (m) 2.7 14.8 6.8 4.7 0.0 0.0 0.0 0.0 0.0

Control Delay (s) 11.9 80.5 14.2 10.4 0.0 0.0 0.0 0.0 0.0

Lane LOS B F B B

Approach Delay (s) 11.9 30.8 1.2 0.0

Approach LOS B D


Average Delay 3.2





1: Regional Road 25 & Henderson Road/New Site Driveway Nightly Prayer Peak Hour (ARRIVAL)

Synchro 8 - Report

Page 1


Lane Configurations

Volume (vph) 0 0 31 0 0 0 33 429 40 120 430 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6

Grade (%) 0% 0% 0% 0%

Storage Length (m) 0.0 0.0 0.0 0.0 20.0 0.0 20.0 0.0


Taper Length (m) 15.0 15.0 30.0 30.0

Link Speed (k/h) 50 50 80 80

Link Distance (m) 174.3 139.0 139.4 230.5

Travel Time (s) 12.5 10.0 6.3 10.4




Area Type: Other



1: Regional Road 25 & Henderson Road/New Site Driveway Nightly Prayer Peak Hour (ARRIVAL)

Synchro 8 - Report

Page 2


Lane Configurations

Volume (veh/h) 0 0 31 0 0 0 33 429 40 120 430 0


Grade 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 1.00


Pedestrians

Lane Width (m)

Walking Speed (m/s)

Percent Blockage



Median storage veh)

Upstream signal (m)






tC, single (s) 7.5 6.5 6.9 *6.0 6.5 6.9 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 100 100 96 100 100 100 97 89

cM capacity (veh/h) 195 160 790 261 165 773 1140 1103


Volume Total 31 0 0 33 286 183 120 287 143

Volume Left 0 0 0 33 0 0 120 0 0

Volume Right 31 0 0 0 0 40 0 0 0

cSH 790 1700 1700 1140 1700 1700 1103 1700 1700


Queue Length 95th (m) 0.9 0.0 0.0 0.7 0.0 0.0 2.7 0.0 0.0

Control Delay (s) 9.7 0.0 0.0 8.3 0.0 0.0 8.7 0.0 0.0

Lane LOS A A A A A


Approach LOS A A


Average Delay 1.5





1: Regional Road 25 & Henderson Road/New Site Driveway Nightly Prayer Peak Hour (DEPARTURE)

Synchro 8 - Report

Page 1


Lane Configurations

Volume (vph) 0 0 31 40 0 120 33 429 0 0 430 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6

Grade (%) 0% 0% 0% 0%

Storage Length (m) 0.0 0.0 0.0 0.0 20.0 0.0 20.0 0.0


Taper Length (m) 15.0 15.0 30.0 30.0

Link Speed (k/h) 50 50 80 80

Link Distance (m) 174.3 139.0 139.4 230.5

Travel Time (s) 12.5 10.0 6.3 10.4




Area Type: Other



1: Regional Road 25 & Henderson Road/New Site Driveway Nightly Prayer Peak Hour (DEPARTURE)

Synchro 8 - Report

Page 2


Lane Configurations

Volume (veh/h) 0 0 31 40 0 120 33 429 0 0 430 0


Grade 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 1.00


Pedestrians

Lane Width (m)

Walking Speed (m/s)

Percent Blockage



Median storage veh)

Upstream signal (m)






tC, single (s) 7.5 6.5 6.9 *6.0 6.5 6.9 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 100 100 96 90 100 85 97 100

cM capacity (veh/h) 221 263 790 394 263 797 1140 1141


Volume Total 31 40 120 33 286 143 0 287 143

Volume Left 0 40 0 33 0 0 0 0 0

Volume Right 31 0 120 0 0 0 0 0 0

cSH 790 394 797 1140 1700 1700 1700 1700 1700


Queue Length 95th (m) 0.9 2.5 4.0 0.7 0.0 0.0 0.0 0.0 0.0

Control Delay (s) 9.7 15.2 10.3 8.3 0.0 0.0 0.0 0.0 0.0

Lane LOS A C B A


Approach LOS A B


Average Delay 2.2





1: Regional Road 25 & Henderson Road/New Site Driveway Friday Prayer Peak Hour (Arrival)

Synchro 8 - Report

Page 1


Lane Configurations

Volume (vph) 1 0 36 0 0 0 45 687 40 120 627 0

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6

Grade (%) 0% 0% 0% 0%

Storage Length (m) 0.0 0.0 0.0 0.0 20.0 0.0 20.0 0.0


Taper Length (m) 15.0 15.0 30.0 30.0

Link Speed (k/h) 50 50 80 80

Link Distance (m) 174.3 139.0 139.4 230.5

Travel Time (s) 12.5 10.0 6.3 10.4




Area Type: Other



1: Regional Road 25 & Henderson Road/New Site Driveway Friday Prayer Peak Hour (Arrival)

Synchro 8 - Report

Page 2


Lane Configurations

Volume (veh/h) 1 0 36 0 0 0 45 687 40 120 627 0


Grade 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 1.00


Pedestrians

Lane Width (m)

Walking Speed (m/s)

Percent Blockage



Median storage veh)

Upstream signal (m)






tC, single (s) 7.5 6.5 6.9 *6.0 6.5 6.9 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 99 100 95 100 100 100 95 86

cM capacity (veh/h) 104 78 682 152 81 639 965 886


Volume Total 37 0 0 45 458 269 120 418 209

Volume Left 1 0 0 45 0 0 120 0 0

Volume Right 36 0 0 0 0 40 0 0 0

cSH 593 1700 1700 965 1700 1700 886 1700 1700


Queue Length 95th (m) 1.5 0.0 0.0 1.1 0.0 0.0 3.5 0.0 0.0

Control Delay (s) 11.5 0.0 0.0 8.9 0.0 0.0 9.7 0.0 0.0

Lane LOS B A A A A


Approach LOS B A


Average Delay 1.3





1: Regional Road 25 & Henderson Road/New Site Driveway Friday Prayer Peak Hour (Departure)

Synchro 8 - Report

Page 1


Lane Configurations

Volume (vph) 1 0 44 40 0 120 51 713 0 0 700 3

Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

Lane Width (m) 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6 3.6

Grade (%) 0% 0% 0% 0%

Storage Length (m) 0.0 0.0 0.0 0.0 20.0 0.0 20.0 0.0


Taper Length (m) 15.0 15.0 30.0 30.0

Link Speed (k/h) 50 50 80 80

Link Distance (m) 174.3 139.0 139.4 230.5

Travel Time (s) 12.5 10.0 6.3 10.4




Area Type: Other



1: Regional Road 25 & Henderson Road/New Site Driveway Friday Prayer Peak Hour (Departure)

Synchro 8 - Report

Page 2


Lane Configurations

Volume (veh/h) 1 0 44 40 0 120 51 713 0 0 700 3


Grade 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 1.00


Pedestrians

Lane Width (m)

Walking Speed (m/s)

Percent Blockage



Median storage veh)

Upstream signal (m)






tC, single (s) 7.5 6.5 6.9 *6.0 6.5 6.9 4.1 4.1

tC, 2 stage (s)

tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

p0 queue free % 99 100 93 81 100 81 94 100

cM capacity (veh/h) 97 114 645 208 113 646 904 896


Volume Total 45 40 120 51 475 238 0 467 236

Volume Left 1 40 0 51 0 0 0 0 0

Volume Right 44 0 120 0 0 0 0 0 3

cSH 573 208 646 904 1700 1700 1700 1700 1700


Queue Length 95th (m) 1.9 5.2 5.1 1.3 0.0 0.0 0.0 0.0 0.0

Control Delay (s) 11.8 26.4 11.8 9.2 0.0 0.0 0.0 0.0 0.0

Lane LOS B D B A

Approach Delay (s) 11.8 15.5 0.6 0.0

Approach LOS B C


Average Delay 2.1




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