1176 and 1230 hyde park road transportation impact assessment · with a traffic signal at hyde park...

1176 and 1230 Hyde Park Road Transportation Impact Assessment

Paradigm Transportation Solutions Limited

November 2018

Project Summary

Paradigm Transportation Solutions Limited

1176 & 1230 Hyde Park Road Transportation Impact Assessment

Signatures and Seals

Signature Engineer’s Seal

Disclaimer

This document has been prepared for the titled project or named part thereof (the “project”) and except for approval and commenting municipalities and agencies in their review and approval of this project, should not be relied upon or used for any other project without an independent check being carried out as to its suitability and prior written authorization of Paradigm Transportation Solutions Limited being obtained. Paradigm Transportation Solutions Limited accepts no responsibility or liability for the consequence of this document being used for a purpose other than the project for which it was commissioned. Any person using or relying on the document for such other purpose agrees, and will by such use or reliance be taken to confirm their agreement to indemnify Paradigm Transportation Solutions Limited for all loss or damage resulting there from. Paradigm Transportation Solutions Limited accepts no responsibility or liability for this document to any party other than the person by whom it was commissioned and the approval and commenting municipalities and agencies for the project.

To the extent that this report is based on information supplied by other parties, Paradigm Transportation Solutions Limited accepts no liability for any loss or damage suffered by the client, whether through contract or tort, stemming from any conclusions based on data supplied by parties other than Paradigm Transportation Solutions Limited and used by Paradigm Transportation Solutions Limited in preparing this report.

Project Number 180115 November 2018

Client Farhi Holdings Corporation 484 Richmond Street, Suite 200 London, ON N6A 3E6

Client Contact Mr. S. Farhi

Consultant Project Team Jim Mallett, P.Eng., PTOE Stewart Elkins, BES, MITE Chris Day, C.E.T., MITE Andrew Steinsky, B.Eng., EIT, MITE

Paradigm Transportation Solutions Limited 5A-150 Pinebush Road Cambridge, ON N1R 8J8 p: 519.896.3163 www.ptsl.com

1176 & 1230 Hyde Park Road | Transportation Impact Assessment | 180115 | November 2018

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Executive Summary

Content

Paradigm Transportation Solutions Limited (Paradigm) was retained to conduct this Transportation Impact Assessment for a proposed mixed-use development located at 1176 and 1230 Hyde Park Road in the City of London, Ontario.

This Transportation Impact Assessment describes the study area road system, analyzes existing traffic conditions, outlines the proposed development, forecasts future background and total traffic volumes for a horizon year five (5) years beyond build-out. It also identifies any necessary remedial measures to mitigate the forecast traffic impacts and provides recommendations for improvements to accommodate future traffic conditions, as appropriate.

The findings, conclusions and recommendations of this study are summarized below and outlined in detail in the body of the report.

Development Concept

The subject site is proposed to consist of approximately 593 residential units and 1,296 square metres (13,950 square feet) of commercial space. Vehicular access is proposed by two (2) new municipal roadway connections to Hyde Park Road located approximately 210 and 350 metres north of the Sarnia Road intersection. Buildout is anticipated to occur by 2028.

Conclusions

Based on the investigations carried out, it is concluded that:

Existing Traffic

The intersections within the study area are operating at overall acceptable levels of service and volume to capacity ratios during the AM and PM peak hours (with optimized signal timings) except for the following critical movements:

South Carriage Road at Hyde Park

• Westbound left turn in the AM and PM peak hours.

1282/1269 Hyde Park Road at Hyde Park

• Eastbound left turn in the PM peak hour.


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Sarnia Road at Hyde Park Road

• The southbound left-turn queue length is estimated to be greater than the current available storage. However, the existing centre two-way left turn lane can accommodate the storage needs without adversely impacting nearby driveways.

Development Generated Traffic

The development of the subject site is proposed to comprise 593 residential units and 1,296 square metres (13,950 square feet) of commercial land uses. Approximately 200 new AM peak hour, and 251 new PM peak hour trips are forecast to be generated by the site upon build-out.

2033 Background Traffic

The intersections within the study area, with optimized signal timings for Hyde Park Road at Sarnia Road, are forecast to operate with acceptable overall levels of service and volume to capacity ratios except for the following critical movements:


• The westbound left turn movement in the AM and PM peak hours.

• The westbound through/right movement in the PM peak hour.


• The eastbound left turn movement in the PM peak hour.

• The westbound left/right turn movement in the PM peak hour.


• The westbound and southbound left turn movement, as well as northbound through movement in the PM peak hour.

• The southbound left-turn movement queue length is estimated to be great than the current available storage. This queue spillback can be accommodated within the existing centre two-way left turn lane although the full-movement access to 1166 Hyde Park Road could be impacted at peak times.

Although the traffic volumes projected do not justify the implementation of traffic signals at Hyde Park Road and South Carriage Road intersection as outlined in the Ontario Traffic Manual, we recommend the City consider the installation of traffic control signals due to the poor side street operations.

With a traffic signal at Hyde Park Road & South Carriage Road, including a formal exclusive westbound left turn lane, the study intersections are forecast to operate with levels of service E or better and within capacity except for the eastbound left turn lane on 1282 Hyde Park Road (future Street A) at Hyde Park Road in the PM peak hour.


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2033 Total Traffic

Upon reaching the 2033 total traffic volumes, the intersections within the study area, with the 2033 future background remedial measures, are forecast to operate with acceptable overall levels of service and volume to capacity ratios except for the following critical movements:


• The eastbound left turn movement in the AM and PM peak hours.



• The westbound and southbound left turn movements, as well as northbound through movement in the PM peak hour.

• The southbound left-turn movement queue length is estimated to be greater than the current available storage. This queue spillback can be accommodated within the existing centre left turn lane although the full-movement access to 1195 Hyde Park Road could be impacted at peak times.

Although the traffic volumes projected do not justify the implementation of traffic signals at Hyde Park Road and Street A intersection as outlined in the Ontario Traffic Manual, we recommend the City consider the installation of traffic control signals at the intersection due to the poor side street operations.

With a traffic signal at Hyde Park Road & Street A North/1269 Hyde Park Road, including northbound and southbound left-turn lanes on Hyde Park Road and a formal exclusive eastbound left-turn lane on Street A North, the study intersections are forecast to operate with levels of service E or better and within capacity.

Due to the need to provide raised medians for the traffic signal poles on Hyde Park Road and extending the storage and taper for the north leg of the intersection, a widening of Hyde Park Road is anticipated to accommodate signalization of the intersection.


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Recommendations

Based on the findings of this study, it is recommended that:

The City consider installing traffic control signals at Hyde Park Road & South Carriage Road intersection, including the installation of exclusive westbound left-turn lane pavement markings on South Carriage Road, due to future background growth;

The City consider installing traffic control signals at Hyde Park Road & Street A North intersection, including exclusive northbound and southbound left-turn lanes on Hyde Park Road and exclusive eastbound left-turn lane on Street A North; and,

The City of London monitor traffic volumes and signal timings at Hyde Park Road & Sarnia Road to ensure a reasonable level of service is provided.


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Contents

1 Introduction .............................................................. 1

1.1 Overview ........................................................................................... 1 1.2 Purpose and Scope ......................................................................... 1 1.3 Study Area ........................................................................................ 1

2 Existing Conditions .................................................. 3

2.1 Existing Roadways .......................................................................... 3 2.2 Existing Transit Services ................................................................. 5 2.3 Existing Active Transportation ........................................................ 7 2.3.1 Walkability ......................................................................................... 7 2.3.2 Cycling............................................................................................... 7 2.4 Existing Traffic Volumes .................................................................. 9 2.5 Existing Traffic Operations ........................................................... 11 2.6 Existing Traffic Remedial Measures ............................................. 14

3 Development Concept ........................................... 16

3.1 Site Description ............................................................................. 16 3.2 Development Trip Generation ....................................................... 18 3.2.1 Trip Generation Methodology .......................................................... 18 3.2.2 Internal Trips .................................................................................... 18 3.2.3 Modal Split ...................................................................................... 19 3.2.4 Pass-By Trips .................................................................................. 20 3.2.5 Trip Generation Estimates ............................................................... 20 3.3 Development Trip Distribution ...................................................... 22 3.4 Development Trip Assignment ...................................................... 22

4 Future Traffic Forecasts ........................................ 24

4.1 Background Traffic Forecasts ...................................................... 24 4.1.1 General Background Growth ........................................................... 24 4.1.2 Other Area Developments ................................................................ 24 4.2 2033 Background Traffic ............................................................... 26 4.2.1 2033 Background Traffic Volumes ................................................... 26 4.2.2 2033 Background Traffic Operations ............................................... 26 4.2.3 2033 Background Traffic Remedial Measures ................................. 30 4.3 2033 Total Traffic ........................................................................... 32 4.3.1 2033 Total Traffic Volumes .............................................................. 32 4.3.2 2033 Total Traffic Operations .......................................................... 32 4.3.3 2033 Total Traffic Remedial Measures ............................................. 35

5 Conclusions and Recommendations .................... 37

5.1 Conclusions ................................................................................... 37


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Appendices Appendix A Transportation Impact Assessment Work Plan Appendix B Turning Movement Count Data and Signal Timings Appendix C Base Year Traffic Operations Reports Appendix D OTM Signal Warrant Worksheets Appendix E Base Year Traffic Operations Reports - Improvements Appendix F ITE Internal Capture Worksheets Appendix G Background Development Traffic Assignment Appendix H 2033 Background Traffic Operations Reports Appendix I 2033 Background Traffic Operations Reports -

Improvements Appendix J 2033 Total Traffic Operations Reports Appendix K 2033 Total Traffic Operations Reports - Improvements

Figures Figure 1.1: Location of Subject Site....................................................... 2 Figure 2.1: Existing Lane Configurations & Traffic Control .................. 4 Figure 2.2: Existing Transit Network ..................................................... 6 Figure 2.3: Existing Cycling Facilities .................................................... 8 Figure 2.4: Base Year (2018) Traffic Volumes ..................................... 10 Figure 3.1: Site Plan .............................................................................. 17 Figure 3.2: Site Generated Traffic Forecasts ...................................... 23 Figure 4.1: Approved or In-Stream Developments ............................. 25 Figure 4.2: 2033 Future Background Traffic Forecasts ...................... 28 Figure 4.3: 2033 Future Total Traffic Forecasts .................................. 33

Tables Table 2.1: Vehicle Level of Service Definitions .................................. 11 Table 2.2: Base Year Peak Hour Traffic Operations Summary ......... 13 Table 2.3: Base Year Peak Hour Traffic Operations Summary –

Optimized Timings ............................................................. 15 Table 3.1 ITE Vehicle Occupancy Rates ........................................... 19 Table 3.1: City of London Mode Share ............................................... 20 Table 3.2: Trip Generation ................................................................... 21 Table 3.3: Estimated Trip Distribution ................................................ 22 Table 4.1: 2033 Background Traffic Operations Summary ............... 29 Table 4.2: 2033 Background Traffic Operations Summary – With

Improvements..................................................................... 31 Table 4.3: 2033 Total Traffic Operations Summary ........................... 34 Table 4.4: 2033 Total Traffic Operations Summary – With

Improvements..................................................................... 36


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1 Introduction

1.1 Overview

Paradigm Transportation Solutions Limited (Paradigm) was retained to conduct this Transportation Impact Assessment for a proposed mixed-use development located at 1176 and 1230 Hyde Park Road in the City of London (the City), Ontario. Figure 1.1 illustrates the location of the subject site.

1.2 Purpose and Scope

The purpose of this study is to determine the transportation impacts of the development traffic on the surrounding road network and to identify any improvements necessary to accommodate this traffic. The scope of the study includes determination of:

The current traffic and site conditions in the vicinity of the development;

Estimate the background traffic growth in the area;

Estimate the additional traffic forecast to be generated by the development of the subject site;

The impact of the site generated traffic five (5) years from build-out;

Recommendations on the remedial measures, if any, necessary to accommodate the future traffic in a satisfactory manner.

Appendix A contains the revised Transportation Impact Assessment work plan based on the 26 July 2018 pre-consultation meeting and follow up correspondence with City staff.

1.3 Study Area

The existing intersections evaluated within this study that are most likely to be impacted by the development, and as confirmed by City staff, are as follows:

South Carriage Road and Hyde Park Road (unsignalized);

Private Access (1282) / Private Access (1269) and Hyde Park Road (un-signalized);

Private Access (1166) and Hyde Park Road (un-signalized); and

Sarnia Road and Hyde Park Road (signalized).



Figure 1.1: Location of Subject Site

Location of Subject SiteFigure 1.11176 & 1230 Hyde Park Road TIA

180115

Subject Site

Study Area

NTSImage Source: openstreetmap.org (2018)



2 Existing Conditions

2.1 Existing Roadways

The main roadways in the vicinity of the subject site that have been assessed include Hyde Park Road, Sarnia Road and South Carriage Road. The characteristics of these roadways, all of which are under the jurisdiction of the City of London, are as follows:

Hyde Park Road is a north-south, four-lane roadway classified as a civic boulevard in the City’s Official Plan.1 Within the study area the roadway has an urban cross-section with sidewalks on both sides. Parking is prohibited on both sides of the road at all times. Dedicated cycling facilities in the form of bike lanes are provided in both directions. Within the study area, the roadway has a posted speed limit of 60 kilometres per hour, reduced to 50 kilometres per hour north of the existing grade separated rail corridor;

Sarnia Road is an east-west, two-lane roadway classified as a civic boulevard in the City’s Official Plan. Within the study area the roadway has an urban cross-section with non-continuous sidewalks on both sides. Dedicated bike lanes are provided on both sides of Sarnia Road in the vicinity of Hyde Park Road. The roadway has a posted speed limit of 60 kilometres per hour.

South Carriage Road is an east-west, two-lane roadway classified as a neighbourhood connector in the City’s Official Plan. Within the study area the roadway has an urban cross-section with sidewalks on both sides. West of Hyde Park Road, a non-continuous sidewalk exists on the north side of the roadway, west of Hyde Park Road. Dedicated cycling facilities are not provided. Within the study area, the speed limit is not posted, and assumed to be 50 kilometres per hour.

Figure 2.1 illustrates the existing lane configurations and traffic control at the study area intersections. During the site visit it was noted that the westbound approach of Hyde Park Road/South Carriage Road, and the eastbound approach of Hyde Park Road/1282 Hyde Park Road effectively operate with exclusive left-turn lanes, and shared through/right-turn lanes, despite a lack of pavement markings specifically delineating these lanes. This is accommodated through roadway widths in the order of seven (7) metres and 12 metres respectively. To more accurately represent current operations, these lane configurations have been considered in the analysis.

1 City of London Official Plan – The London Plan. Map 3 – Street Classifications. 28 December 2016.



Figure 2.1: Existing Lane Configurations & Traffic Control



2.2 Existing Transit Services

London Transit Commission (LTC) is the public transit operator in the City of London and operates one surface bus route, and one community bus route within the vicinity of the subject lands. Headways for all routes vary between day of the week and time of day. The following routes provide transit service to the study area:

Route 19 (Downtown to Hyde Park Road Centre) provides service between the Hyde Park Road SmartCentre and downtown London. Service is provided seven days a week from approximately 6:00 AM to 11:00 PM. Weekday and Saturday headways are generally 30 minutes, increasing to 60 minutes during Sunday and holiday service hours.

Route 53 (Wednesday Community Bus) provides service between the Hyde Park Road SmartCentre and the Cherryhill Village Mall. Service is provided on Wednesdays only, from 9:20 AM to 2:26 PM. Service headways are approximately 75 minutes.

Figure 2.2 illustrates the existing transit services within the study area. Transit stops in the study area are located adjacent to the proposed development on Hyde Park Road for the southbound direction and on the north/east corner of Hyde Park Road/Sarnia Road for the northbound direction.



Figure 2.2: Existing Transit Network

Existing Transit ServicesFigure 2.21176 & 1230 Hyde Park Road TIA

180115

SubjectSite

NTSImage Source: London Transit Ride Guide



2.3 Existing Active Transportation

2.3.1 Walkability

Sidewalks are generally provided on both sides of all roadways within the study area. Crosswalks, pedestrian pushbuttons and indicators are provided for all approaches at the signalized intersections within the study area.

The subject site is noted to have a walk score of four (4) and is considered a “Car Dependent” location which means most daily errands require the need of a personal vehicle.2

2.3.2 Cycling

The City’s cycling infrastructure consists of on-street and off-street facilities. On-street routes consist of bike lanes, signed bike routes, and paved shoulders. Off-street facilities are in the form of multi-use paths.

Cycling facilities within the study area include signed bike lanes on Hyde Park Road, and a brief bike lane on Sarnia Road. A review of the City’s Cycling Master Plan3 identifies cycling improvements on Hyde Park Road and Sarnia Road as priority projects through the installation of bike lanes on both roads. The Cycling Master Plan identifies the potential for bike lanes on Sarnia Road from Hyde Park Road to Wonderland Road, and on Hyde Park Road from Inverness Avenue to Fanshawe Park Road.

Figure 2.3 illustrates the cycling infrastructure within the study area as documented in the City’s Cycling Master Plan.

2 Walk Score – 1176 Hyde Park Road, London, ON. 2018. https://www.walkscore.com/score/1176-hyde-park-rd-london-on-canada 3 City of London. Cycling Master Plan. September 2016.



Figure 2.3: Existing Cycling Facilities



2.4 Existing Traffic Volumes

To assess intersection operations, turning movement counts are used to quantify the movement of vehicles through the area. Existing traffic data at an intersection or on a road section forms the foundation for the analysis. The counts are usually taken during peak periods at an intersection to complete the level of service analysis under its worst-case operating conditions.

The City provided existing Turning Movement Count (TMC) data for the intersections of Hyde Park Road/South Carriage Gate and Hyde Park Road/Sarnia Road. To complement this data Paradigm conducted 8-hour TMCs at the remaining study area intersections during September 2018.

The TMC data provided by the City was collected during April 2016 and November 2017. To account for potential growth in traffic, the City TMC data was increased using a general growth rate of one percent (1%) compounded per annum to estimate the base year (2018) condition.

Figure 2.4 illustrates the base year (2018) weekday AM and PM peak hour traffic volumes at the study area intersections. The upstream and downstream volumes on Hyde Park Road were then balanced between the study intersections. Appendix B contains the TMC data.



Figure 2.4: Base Year (2018) Traffic Volumes

Base Year (2018) Traffic VolumesFigure 2.41176 & 1230 Hyde Park Road TIA

180115

1498

1013

1582

1104

1498

Private Access (#1166)

0 111

03 Private Access (#1166)

5

3 03 3 6 1

1106

1499

210

13 015

77

864

270

1222

281

1082

1620

1134

1503

187 427 290 566388 533

895

118 Sarnia

Road 1330

252 Sarnia

Road240 276

1013

1582

1104

1498

1015

1577

0

Hyd

e Pa

rk

1480 178 17


0

13 1076 3 Private

Access (#1282)

Hyd

e Pa

rk

1010

1569

1092

1503

0 6

18 10 5 27 10 20

026 0 1 12 5


13 1002 2 1 6

1547 3 1

0

1017

1556

1087

1491


South Carriage

Road

0

69

6

1310

112

46 16

1017

1556

1087

0 173 16 0

1491

174

South Carriage

Road

011 96

710

9

0 213 77 146 77 60 9446

South Carriage Road

South Carriage Road

2 894

64

69 614

80 62

32

AM Peak Hour PM Peak Hour

960

1548

1036

1342

2.5 Existing Traffic Operations

Intersection level of service (LOS) is a recognized method of quantifying the delay experienced by drivers at intersections. It is based on the delay experienced by individual vehicles executing the various movements at an intersection. The delay is related to the number of vehicles desiring to make a particular movement, compared to the estimated capacity for that movement. The capacity is based on several criteria including, but not limited to, vehicle headways, intersection geometry, vehicle composition, opposing traffic flows, and for signalized intersections, signal timing.

Table 2.1 summarizes the level of service criteria for signalized and stop controlled intersections. The highest possible rating is LOS A, under which the average total delay is equal to or less than 10.0 seconds per vehicle. When the average delay exceeds 80 seconds for signalized intersections or 50 seconds for unsignalized intersections, or when the volume-to-capacity (v/c) ratio is greater than 1.00, the movement is classified as LOS F, and improvements are usually implemented, if feasible. LOS D is typically considered acceptable peak-hour performance in an urban setting, and lower LOS values are tolerable for short term time periods during peak hours when heavier traffic volumes are expected.

TABLE 2.1: VEHICLE LEVEL OF SERVICE DEFINITIONS

The operations of the intersections in the study area were evaluated with the 2018 base year traffic volumes using Synchro 9.2 with Highway Capacity Manual (HCM) 2000 procedures. The intersection analysis considered the following measures of performance:

The volume to capacity ratio for each intersection;

The LOS, based on the average control delay for each vehicle, for each turning movement; and

The estimated 95th percentile queue length.

To conform with City of London TIS Guidelines, the following criteria have been referenced in the determination of critical movements:

Signalized Intersections Unsignalized IntersectionsAverage Total Delay Average Total Delay

(sec/veh) (sec/veh)A < = 10 < = 10B > 10 & < = 20 > 10 & < = 15C > 20 & < = 35 > 15 & < = 25D > 35 & < = 55 > 25 & < = 35E > 55 & < = 80 > 35 & < = 50F > 80 > 50

Level of Service



Volume-to-capacity (v/c) ratios for overall operations, through movements, shared through/turning movements and dedicated turning movements that operate at 0.90 or above and Level of Service “E” or worse;

Volume-to-capacity (v/c) ratios for dedicated turning movement increased to 0.90 or above and Level of Service “E” or worse; and

Queues for an individual movement projected to exceed available lane storage (95th percentile queue).

The key parameters used in the analysis include:

Existing lane configurations as documented during the site visit;

Signal timing plans as provided by the City of London, and included in Appendix B for reference;

Heavy vehicle percentages, and conflicting pedestrian volumes as derived from the existing turning movement counts; and

Synchro default values for all other inputs.

Table 2.2 summarizes the results of the analysis for the existing weekday AM and PM peak hour intersection operations. The results of the analysis indicate the study area intersections are operating with acceptable levels of service and volume to capacity ratios during the AM and PM peak hours except for the following critical movements:

South Carriage Road at Hyde Park Road

• The westbound left turn movement is operating at LOS E in the AM peak hour and LOS F with a v/c ratio greater than 0.95 in the PM peak hour.


• The eastbound left turn movement is operating at LOS E in the PM peak hour.

Hyde Park Road at Sarnia Road

• The southbound left-turn movement is operating with 95th percentile queues that exceeds the available storage by seven (7) metres. However, this spillover can be accommodated within the existing centre two-way left turn lane without adversely impacting nearby driveways.

Appendix C contains the detailed Synchro reports.

TABLE 2.2: BASE YEAR PEAK HOUR TRAFFIC OPERATIONS SUMMARY

Left

Thr

oug

h

Rig

ht

Ap

pro

ach

Left

Thr

oug

h

Rig

ht

Ap

pro

ach

Left

Thr

oug

h

Rig

ht

Ap

pro

ach

Left

Thr

oug

h

Rig

ht

Ap

pro

ach

LOS B E C > D B A > A B A > ADelay < 13 > 13 49 15 > 33 11 0 > 0 13 0 > 1V/C < 0.10 > 0.52 0.17 > 0.02 0.41 > 0.13 0.38 >Q < 3 > 21 5 > 1 0 > 4 0 >Ex < - > - 100 > 160 - > 300 - >

Avail. < - > - 95 > 160 - > 297 - >LOS C B > C < A > A B B > A B B > A

Delay 24 13 > 19 < 10 > 10 11 11 > 0 10 10 > 0V/C 0.06 0.02 > < 0.00 > 0.02 0.46 > 0.00 0.23 >Q 1 1 > < 0 > 1 1 > 0 0 >Ex 20 - > < - > - - > - - >

Avail. 19 - > < - > - - > - - >LOS < C > C < A A A > A

Delay < 19 > 19 < 0 0 0 > 0V/C < 0.01 > < 0.47 0.43 >Q < 0 > < 0 0 >Ex < - > < - - >

Avail. < - > < - - >LOS D C D B B B A A A B

Delay 39 32 35 13 10 12 6 7 7 14V/C 0.67 0.28 0.49 0.19 0.32 0.42 0.53Q 56 27 80 14 14 58Ex - 225 - 60 90 -

Avail. - 198 - 46 76 -LOS < C > C F C > F C A > A B A > A

Delay < 17 > 17 203 23 > 137 17 0 > 1 15 0 > 1V/C < 0.05 > 0.96 0.15 > 0.20 0.56 > 0.15 0.63 >Q < 1 > 38 4 > 6 0 > 4 0 >Ex < - > - 100 > 160 - > 300 - >

Avail. < - > - 96 > 154 - > 296 - >LOS E C > D < D > D B A > A B A > A

Delay 48 17 > 29 < 27 > 27 15 0 > 0 12 0 > 0V/C 0.12 0.06 > < 0.04 > 0.02 0.63 > 0.01 0.66 >Q 3 2 > < 1 > 0 0 > 0 0 >Ex 20 - > < 0 > - - > - - >

Avail. 17 - > < - > - - > - - >LOS < C > C < A A A > A

Delay < 20 > 20 < 0 0 0 > 0V/C < 0.02 > < 0.64 0.67 >Q < 1 > < 0 0 >Ex < - > < - - >

Avail. < - > < - - >LOS D C D C B C D B B C

Delay 48 34 41 26 17 24 48 12 18 24V/C 0.78 0.30 0.77 0.27 0.86 0.62 0.86Q 95 33 177 37 97 140Ex - 225 - 60 90 -

Avail. - 192 - 23 -7 -MOE - Measure of Effectiveness Q - 95th Percentile Queue Length (m) TCS - Traffic Control Signal <- Shared Left/Through LaneLOS - Level of Service Ex. - Existing Available Storage (m) TWSC - Two-Way Stop Control >- Shared Right/Through LaneDelay - Average Delay per Vehicle in Seconds Avail. - Available Storage (m) AWSC - All-Way Stop Control

Direction / Movement / Approach

Eastbound Westbound Northbound Southbound

Ove

rall

Ana

lysi

s P

erio

d

IntersectionControl

TypeMOE

TWSC

4 - Hyde Park Road & Sarnia Road

TCS

AM

Pea

k H

our

1 - Hyde Park Road & South Carriage Road

TWSC

2 - Hyde Park Road & Private Acceses

(1282 & 1269)

3 - Hyde Park Road & Private Access (1166)

TWSC


TCS

PM

Pea

k H

our

TWSC


(1282 & 1269)TWSC


TWSC



2.6 Existing Traffic Remedial Measures

To formalize the exclusive left-turn lanes and shared through/right-turn lanes for the westbound approach of Hyde Park Road/South Carriage Road, and the eastbound approach of Hyde Park Road/1282 Hyde Park Road it is recommended that appropriate pavement markings and signage be provided.

The intersection analyses for the existing traffic indicates poor levels of service, high delay and high v/c ratios in the PM peak hour are experienced by the westbound left turn movement at Hyde Park Road & South Carriage Road.

The Ontario Traffic Manual (OTM) Book 124 provides guidance on the assessment and/or need for traffic signals at intersections based on vehicular and pedestrian traffic, and/or safety considerations. Appendix D contains the traffic control signal warrant analysis worksheets. Based on the OTM Book 12, indicates traffic signals are currently not warranted.

The intersection of Hyde Park Road and Sarnia Road was reanalyzed with optimized signal timings to reduce the southbound left-turn queue length. Table 2.3 summarizes the results of the analysis and indicates the critical movement at this intersection can be resolved through signal timing adjustments. Appendix E contains the detailed Synchro reports.

It is noted that the internal driveways to/from 1269 Hyde Park Road appears to operate on-site in a counter clockwise one-way loop, which allows for a queue beyond one vehicle for the outbound movement at Hyde Park Road without adversely impacting the operation of the driveway. To reduce potential driver confusion and assist in ensuring an efficient operation of the driveway the City and owner of this property should consider formalizing, through signage and pavement markings, this on-site counter clockwise one-way loop driveway operation.

4 Ontario Traffic Manual Book 12: Traffic Signals. Chapter 4: Planning and Justification. March 2012.

TABLE 2.3: BASE YEAR PEAK HOUR TRAFFIC OPERATIONS SUMMARY – OPTIMIZED TIMINGS

Left

Thr

oug

h

Rig

ht

Ap

pro

ach

Left

Thr

oug

h

Rig

ht

Ap

pro

ach

Left

Thr

oug

h

Rig

ht

Ap

pro

ach

Left

Thr

oug

h

Rig

ht

Ap

pro

ach

LOS B E C > D B A > A B A > ADelay < 13 > 13 49 15 > 33 11 0 > 0 13 0 > 1V/C < 0.10 > 0.52 0.17 > 0.02 0.41 > 0.13 0.38 >Q < 3 > 21 5 > 1 0 > 4 0 >Ex < - > - 100 > 160 - > 300 - >

Avail. < - > - 95 > 160 - > 297 - >LOS C B > C B B B > A B B > A

Delay 24 13 > 19 < 10 > 10 11 11 > 0 10 10 > 0V/C 0.06 0.02 > < 0.00 > 0.02 0.46 > 0.00 0.23 >Q 1 1 > < 0 > 1 1 > 0 0 >Ex 20 - > < - > - - > - - >

Avail. 19 - > < - > - - > - - >LOS < C > C < A A A > A

Delay < 19 > 19 < 0 0 0 > 0V/C < 0.01 > < 0.47 0.43 >Q < 0 > < 0 0 >Ex < - > < - - >


Delay 42 33 37 13 11 12 6 7 7 14V/C 0.68 0.17 0.48 0.23 0.32 0.41 0.52Q 59 20 82 23 14 58Ex - 225 - 60 90 -

Avail. - 205 - 37 76 -LOS < C > C F C > F C A > A B A > A

Delay < 17 > 17 203 23 > 137 17 0 > 1 15 0 > 1V/C < 0.05 > 0.96 0.15 > 0.20 0.56 > 0.15 0.63 >Q < 1 > 38 4 > 6 0 > 4 0 >Ex < - > - 100 > 160 - > 300 - >

Avail. < - > - 96 > 154 - > 296 - >LOS E C > D < D > D B A > A B A > A

Delay 48 17 > 29 < 28 > 28 15 0 > 0 13 0 > 0V/C 0.12 0.06 > < 0.04 > 0.02 0.63 > 0.01 0.66 >Q 3 2 > < 1 > 0 0 > 0 0 >Ex 20 - > < 0 > - - > - - >

Avail. 17 - > < - > - - > - - >LOS < C > C < A A A > A

Delay < 20 > 20 < 0 0 0 > 0V/C < 0.02 > < 0.64 0.67 >Q < 1 > < 0 0 >Ex < - > < - - >

Avail. < - > < - - >LOS E D D C B C D B B C

Delay 63 41 52 25 18 24 40 11 16 25V/C 0.84 0.19 0.72 0.26 0.79 0.59 0.82Q 113 24 188 38 74 131Ex - 225 - 60 90 -

Avail. - 201 - 22 16 -MOE - Measure of Effectiveness Q - 95th Percentile Queue Length (m) TCS - Traffic Control Signal <- Shared Left/Through LaneLOS - Level of Service Ex. - Existing Available Storage (m) TWSC - Two-Way Stop Control >- Shared Right/Through LaneDelay - Average Delay per Vehicle in Seconds Avail. - Available Storage (m) AWSC - All-Way Stop Control



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TWSC


TCS



3 Development Concept

3.1 Site Description

The subject site is located on the west side of Hyde Park Road, north of Sarnia Road in the City of London, and encompasses an area of approximately 9.67 hectares (23.9 acres), which includes a sanitary sewer easement bisecting the property.

The site is currently vacant, and abuts two (2) commercial land uses, one to the north, the other to the south. Both existing commercial land uses have their own direct driveway access to Hyde Park Road, and the existing structures are proposed to remain upon build-out of the lands. The existing driveways to these commercial land uses are proposed to be realigned to connect to the internal street system associated with the proposed development of the subject site. The existing driveway connection to 1166 Hyde Park Road will be demolished as part of redevelopment of the lands. The existing driveway access to 1282 Hyde Park Road will be redeveloped as a new street connection.

The development is proposed to consist of 593 residential units and 1,296 square metres (13,950 square feet) of commercial space in two mixed use blocks fronting onto Hyde Park Road and seven (7) residential blocks to the rear. Full build-out is anticipated by year 2028.

Access to the site is proposed via a new municipal road (Street A), which includes an existing driveway access to 1282 Hyde Park Road that will be reconstructed as an all-moves municipal intersection (herein referred to as ‘Street A North’). An additional right-in/right-out (RIRO) municipal connection to Hyde Park Road (herein referred to as ‘Street A South’) is proposed approximately 150 metres south of Street A North, opposite the existing driveway connection to 1225 Hyde Park Road.

Figure 3.1 illustrates the conceptual site plan of the development.



Figure 3.1: Site Plan

Site

Pla

nFi

gure

3.1

1176

& 1

230

Hyd

e Pa

rk R

oad

TIA

1801

15



3.2 Development Trip Generation

Trip generation information is used to forecast the new vehicular traffic to occur as a result of the development of the site. The site traffic estimated to be generated by the development has been completed using the Institute of Transportation Engineers (ITE) Trip Generation.5 The following sub-sections summarize the methodology used.

3.2.1 Trip Generation Methodology

The trips estimated to be generated by the proposed development for the AM and PM peak hours were developed using land use data contained in the ITE Trip Generation Manual. The following land use have been referenced:

LUC 221 (Multi-family Housing – Mid-Rise): This land use code is described as apartments, townhouses, and condominiums located within the same building with at least three (3) other dwelling units and that have between three (3) and ten (10) levels (floors).

LUC 820 (Shopping Centre): A shopping centre is an integrated group of commercial establishments that is planned, developed, owned and managed as a unit. A shopping centre’s composition is related to it’s market in terms of size, location and type of store.

The base trip generation for the subject site has been developed using the average trip generation rates for all land uses. Unadjusted to account for internal trips, mode choice and pass-by trips the development is estimated to generate approximately 226 new AM peak hour trips and approximately 314 new PM peak hour trips.

3.2.2 Internal Trips

The trip generation estimates for mixed use developments should consider that there may be some multi-purpose trips. To avoid double-counting of site trips, an estimate of the multi-purpose trips is deducted from the overall (base) site trip generation.

The ITE Trip Generation Handbook6 contains a worksheet that considers up to six general land uses at a mixed-use development, the vehicle occupancy rates associated with each land use, the modal split characteristics of the site and/or study area, and the relative proximity of each land use to one another. The combination of these inputs serves to estimate the number of trips that can be accommodated internally (within the site) and externally via transit or other non-motorized means.

5 Institute of Transportation Engineers. 2017. Trip Generation Manual (10th Edition). Washington, D.C. 6 Institute of Transportation Engineers. 2014. Trip Generation Handbook (3rd Edition). Washington, D.C.



Table 3.1 summarizes the vehicle occupancy rates for LUC 220 (Apartments) and LUC 820 (Shopping Centre) as documented in the ITE Trip Generation Handbook. To remain conservative, a vehicle occupancy rate of 1.00 has been used for forecasting purposes. By definition, the vehicle occupancy rate cannot be less than 1.00.

TABLE 3.1 ITE VEHICLE OCCUPANCY RATES

The mode split characteristics were omitted from the worksheet to differentiate between internal and transit trips. Section 3.2.3 summarizes the modal split reduction factor applied to the updated trip generation estimates net of internal trips.

Based on this analysis, the development is proposed to generate four (4) internal trips in the AM peak hour and 20 internal trips in the PM peak hour upon full build-out. The internal trip capture rates apply to the total trip generation and are then balanced between land uses.

Appendix F contains the detailed trip reduction worksheets that have been used in accordance with Chapter 6 of the ITE Trip Generation Handbook.7

3.2.3 Modal Split

It is recognized that the subject site is located on a north-south transit corridor that provides connectivity to major destinations and other bus services within the City, there-by providing a multi-modal supportive environment. To recognize the potential for trips by transit, the 2016 Household Travel Survey Summary Report8 was reviewed. Table 3.1 summarizes the AM peak hour and daily mode share statistics for the City of London.

7 Institute of Transportation Engineers. Trip Generation Handbook. 3rd Edition. Washington D.C. August 2014. 8 City of London. 2016 Household Travel Survey Summary Report. Prepared by IBI Group. 11 July 2018.

Inbound Outbound Inbound Outbound220 - Apartments 1.13 1.09 1.15 1.21820 - Shopping Centre 1.17 1.16 1.21 1.181 - Table C.1, ITE Trip Generation Handbook, 20142 - Table C.2, ITE Trip Generation Handbook, 2014

AM Peak Hour1 PM Peak Hour2LUC

Vehicle Occupancy Rates (persons/vehicle)



TABLE 3.1: CITY OF LONDON MODE SHARE

Auto driver is the dominant travel mode in the City, accounting for approximately 63% of total daily trips. A further 14% account for auto passengers or instances of carpooling. Transit accounts for approximately 8% of total daily trips, and 15% include walking, cycling, and other modes.

Based on this analysis, a mode share factor of ten percent (10%) has been applied to the trip generation estimates. This accounts for the existing and future context of the subject site’s location, which is likely not comparable to denser areas of the city where destinations are within closer walking distance, and a larger number of transit services are available. Future development in the study area at the build-out horizon will likely include additional transit, and or cycling facilities to improve accessibility.

Based on this analysis, 22 trips in the AM peak hour, and 29 trips in the PM peak hour are estimated to be made by alternate modes of transportation upon build-out of the site.

3.2.4 Pass-By Trips

Pass-by trips are a subset of trip generation that only apply to commercial/retail developments and represent a portion of the traffic already using a roadway that may stop at a business along a route. An example of a pass-by trips is a motorist driving home from work and stopping for groceries on the way. Pass-by trips are already included in the background traffic stream and do not load additional traffic onto the road network.

The estimates of pass-by trips were derived using the ITE Trip Generation Handbook. The Handbook identifies a weekday PM peak hour pass-by trip rate (34%). The subject site is estimated to generate approximately 14 PM peak hour pass-by trips.

3.2.5 Trip Generation Estimates

Table 3.2 summarizes the trip generation estimates for the weekday AM and PM peak hours upon full build-out. This table indicates that when completed, the site is forecast to generate a total of 200 new vehicular trips in the weekday AM peak hour, and 251 new vehicular trips in the weekday PM peak hour.

Mode Daily AMAuto Driver 63% 62%Auto Passenger 14% 10%Transit 8% 8%Walk 11% 13%Bicycle 1% 1%Other 3% 6%

Total 100% 100%



TABLE 3.2: TRIP GENERATION

Rate In Out Total Rate In Out TotalTotal 0.36 55 158 213 0.44 159 102 261Internal 2% 1 1 2 6% 7 3 10Mode Split 10% 5 16 21 10% 15 10 25Pass-by 0% 0 0 0 0% 0 0 0New 49 141 190 137 89 226Total 0.94 8 5 13 3.81 25 28 53Internal 2% 1 1 2 6% 3 7 10Mode Split 10% 1 0 1 10% 2 2 4Pass-by 0% 0 0 0 34% 7 7 14New 6 4 10 13 12 25Total 100% 63 163 226 100% 184 130 314Internal 2% 2 2 4 6% 10 10 20Mode Split 10% 6 16 22 9% 17 12 29Pass-by 0% 0 0 0 4% 7 7 14New 88% 55 145 200 80% 150 101 251

Total Trip Generation

593LUC 221 - Multi-family

Housing (Mid-Rise)-

LUC 820 - Shopping Centre

13,950-

PM Peak HourLand Use Code Units

GFA (sq. ft.)

TripsAM Peak Hour



3.3 Development Trip Distribution

The directional distribution of traffic approaching and departing the development is a function of several variables, including population densities, existing travel patterns and the efficiency of the roadways leading to the site.

The trip distribution for the subject lands was developed based on the existing trip patterns documented in the existing turning movement counts. As South Carriage Road provides for a more local connector route, very little to no site traffic is expected to utilize this road connection. Table 3.3 summarizes the trip distribution used in this study.

TABLE 3.3: ESTIMATED TRIP DISTRIBUTION

3.4 Development Trip Assignment

Using the trip generation estimates in Table 3.2 and the trip distribution estimates in Table 3.3 the site generated traffic was assigned to the road network. Due to the proposed two access points to the subject site the dispersion of traffic between these two access points was assumed to be equal. As Street A South is proposed to operate as a right-in/right-out connection, all inbound traffic from the south and all outbound traffic to the north has been assigned to Street A North.

Figure 3.2 illustrates the site-generated traffic assignments for the subject lands. It is noted that these volumes do not include the existing land uses whose volumes have been reassigned to the road network in Section 4.3.

In Out In OutNorth via Hyde Park Road 35% 45% 50% 45%South via Hyde Park Road 45% 40% 40% 40%East via Sarnia Road 20% 15% 10% 15%

Total 100% 100% 100% 100%

OriginAM Peak Hour PM Peak Hour



Figure 3.2: Site Generated Traffic Forecasts

Site Generated Traffic ForecastsFigure 3.21176 & 1230 Hyde Park Road TIA

180115

58 4025 60

22 15

25 0 60 0

Sarnia Road11 15

0 11 0 15

80 5536 75

58 22 Sarnia Road

40 15

80 5536 7575 0

40 27Future

Street A (South)

36 0 Future Street A (South)

40 0 27 09 0 0 37 0 0

0 00



9 40 0 037 28

Hyd

e Pa

rk R

oad

6536 75

49 6536 75

0

80 -5 0

40 30Future

Street A (North)

0

36 0 0 Future Street A

(North)

Hyd

e Pa

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oad

49

105 65 0 80 50 0

046 0 0 120 0 0


10 9 0 0

40 35 0 00

7565 45

19 7565 45


0 0 45 0

0 0South

Carriage Road

0 0 65 0 South Carriage

Road

190

0 0 0 0 0 0

00 0

0 0 0 0 0

South Carriage Road

South Carriage Road

0 19 0 0 0 75 0


19 7565 45



4 Future Traffic Forecasts The assessment of future conditions in this section includes the following components necessary to assess the traffic implications on the adjacent road network:

Future background traffic estimates;

Level of service analysis for background traffic (pre-development);

Future total traffic estimates; and

Level of service analysis for total traffic (post-development).

4.1 Background Traffic Forecasts

To be consistent with the City’s Traffic Impact Study Guidelines a horizon year of 2033, five (5) years beyond the build-out date (2028) has been used for traffic forecasting purposes. This horizon year was confirmed with City staff during pre-consultation.

During pre-consultation, City staff advised that no roadway or traffic control improvements are planned within the study area.

4.1.1 General Background Growth

A growth rate of one percent (1%) compounded per annum has been applied to the area roadways to account for population and employment growth, as indicated by City staff during pre-consultation.

4.1.2 Other Area Developments

Pre-consultation with City staff identified one development application that may develop within the study area before 2033 referred to as the Bierens Subdivision (Westfield) on South Carriage Road east of Hyde Park Road. The Trip Generation and Assignment figure from this development was provided by the City and has been used to estimate the weekday AM and PM peak hour volumes associated by this development, as contained in Appendix G. Figure 4.1 illustrates the location of this development in relation to the subject site.



Figure 4.1: Approved or In-Stream Developments

Approved or In-Stream Developments

Figure 4.11176 & 1230 Hyde Park Road TIA180115

Subject Site

NTSImage Source: openstreetmap.org (2018)

BierensSubdivision



4.2 2033 Background Traffic

4.2.1 2033 Background Traffic Volumes

The 2033 total background traffic volumes are shown in Figure 4.2. These volumes include the general background growth of 1% per annum plus the other area development traffic volumes.

4.2.2 2033 Background Traffic Operations

The 2033 background traffic operations were evaluated using Synchro 9.2 with HCM 2000 procedures, and the same parameters as used in the analysis of existing conditions. The existing remedial measures identified in Section 2.6 were carried forward in the 2033 background traffic analysis. No other improvements were assumed in the analysis.

Table 4.1 details the 2033 background traffic level of service conditions. The results of the analysis indicate the study area intersections are forecast to operate with acceptable levels of service and volume to capacity ratios during the AM and PM peak hours except for the following critical movements:

South Carriage Road at Hyde Park Road

• The westbound left turn movement is forecast to operate at LOS F in the AM and PM peak hours with a v/c ratio greater than 1.00 in the PM peak hour.

• The westbound through/right movement is forecast to operate at LOS F with a v/c ratio greater than 1.00 in the PM peak hour.


• The eastbound left turn movement is forecast to operate at LOS F in the PM peak hour.

• The westbound left/right turn movement is forecast to operate at LOS E in the PM peak hour.


• The westbound left turn movement is forecast to operate at LOS E with a v/c ratio of 0.90 in the PM peak hour.

• The southbound left turn movement is forecast to operate at LOS E with a v/c ratio greater than 0.90 in the PM peak hour.

• The northbound through movement is forecast to operate with a v/c ratio of 0.90 in the PM peak hour.

• The southbound left-turn movement is forecast to operate with 95th percentile queues that exceed the available storage by 35 metres. This queue spillback can be accommodated within the existing centre two-way left turn lane although the full-movement



access to 1166 Hyde Park Road could be impacted by this queue at peak times.

Appendix H contains the detailed Synchro reports.



Figure 4.2: 2033 Future Background Traffic Forecasts

2033 Future Background Traffic Forecasts


1256

1881

1316

1745

450 619

1003

313

1419

326

Sarnia Road279 320

217 496 337 657

1176

1837

1282

1739

1039

137 Sarnia

Road 1544

293

017

39

1176

1837

1282

1739

3 3 7 1Private Access (#1166)

0 112

81 Private Access (#1166)

6

211

76 018

31

3 0

1178

1831

1284

1740

Hyd

e Pa

rk

1718 209 20


0

15 1250 3 Private

Access (#1282)

Hyd

e Pa

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1172

1823

1268

1745

0 7

21 12 5 32 12 23

030 0 1 14 6


15 1163 2 1 7

1797 3 1

0

1180

1807

1263

1731


South Carriage

Road

0

80

7

1521

130

53 19

1180

1807

1263

0 201 19 0

1731

202

South Carriage

Road

013 1123

127

0 215 89 169 89 70 10953

South Carriage Road

South Carriage Road

210

38 74

80 717

18 72

37


1114

1797

1203

1558

TABLE 4.1: 2033 BACKGROUND TRAFFIC OPERATIONS SUMMARY

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Ap

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Left

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LOS B F C > F B A > A B A > ADelay < 14 > 14 103 18 > 63 12 0 > 0 15 0 > 1V/C < 0.13 > 0.80 0.23 > 0.03 0.48 > 0.18 0.44 >Q < 4 > 38 7 > 1 0 > 5 0 >Ex < - > - 100 > 160 - > 300 - >

Avail. < - > - 93 > 159 - > 295 - >LOS D B > C < A > A B B > A B B > A

Delay 30 14 > 23 < 10 > 10 12 12 > 0 11 11 > 0V/C 0.08 0.02 > < 0.00 > 0.03 0.53 > 0.00 0.27 >Q 2 1 > < 0 > 1 1 > 0 0 >Ex 20 - > < - > - - > - - >

Avail. 18 - > < - > - - > - - >LOS < C > C < A A A > A

Delay < 22 > 22 < 0 0 0 > 0V/C < 0.01 > < 0.55 0.50 >Q < 0 > < 0 0 >Ex < - > < - - >


Delay 43 32 37 16 13 15 9 8 8 16V/C 0.72 0.20 0.58 0.29 0.43 0.49 0.61Q 68 21 115 36 18 77Ex - 225 - 60 90 -

Avail. - 204 - 24 72 -LOS < C > C F F > F C A > A C A > A

Delay < 20 > 20 711 417 > 606 22 0 > 1 18 0 > 1V/C < 0.08 > 2.03 1.24 > 0.29 0.65 > 0.22 0.73 >Q < 2 > 66 36 > 9 0 > 7 0 >Ex < - > - 100 > 160 - > 300 - >

Avail. < - > - 64 > 151 - > 293 - >LOS F C > E < E > E C A > A B A > A

Delay 76 21 > 41 < 37 > 37 17 0 > 0 15 0 > 0V/C 0.20 0.09 > < 0.07 > 0.03 0.73 > 0.01 0.77 >Q 6 2 > < 2 > 1 0 > 0 0 >Ex 20 - > < 0 > - - > - - >

Avail. 14 - > < - > - - > - - >LOS < C > C < A A A > A

Delay < 24 > 24 < 0 0 0 > 0V/C < 0.04 > < 0.74 0.78 >Q < 1 > < 0 0 >Ex < - > < - - >

Avail. < - > < - - >LOS E D E D C C E B C C

Delay 69 42 56 38 22 35 75 15 24 34V/C 0.90 0.34 0.90 0.34 0.94 0.70 0.95Q 146 43 255 51 125 169Ex - 225 - 60 90 -




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TypeMOE


TCS

PM

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AM

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TWSC


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TWSC


TCS



4.2.3 2033 Background Traffic Remedial Measures

The intersection analyses for the 2033 background traffic indicates poor levels of service, high delays and high v/c ratios are estimated to occur at Hyde Park Road & South Carriage Road. The growth in traffic at this intersection, notably the northbound/southbound volumes, limits the number of available gaps for side-street traffic.

To address capacity issues at the intersection of Hyde Park Road & South Carriage Road, a signal warrant was carried out. Appendix D contains the traffic control signal warrant analysis worksheets.


The City’s Access Management Guidelines9 recommends a minimum spacing of 300 metres, and a desirable spacing of 400 metres between signalized intersections on urban arterial roadways. The existing intersection spacing along Hyde Park Road between South Carriage Road, Gainsborough Road and Sarnia Road exceeds this recommend spacing guideline.

Table 4.2 details the 2033 background traffic level of service conditions with a traffic signal at the South Carriage Road and Hyde Park Road intersection. The analyses indicate the intersection is forecast to operate with acceptable levels of service and within capacity. Appendix I contains the detailed Synchro reports.

9 City of London. Access Management Guidelines: Section 1.4.1. April 2012.

TABLE 4.2: 2033 BACKGROUND TRAFFIC OPERATIONS SUMMARY – WITH IMPROVEMENTS

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LOS < C > C C C > C A A > A A A > A ADelay < 24 > 24 30 25 > 28 4 6 > 6 7 6 > 6 8V/C < 0.09 > 0.57 0.24 > 0.06 0.59 > 0.43 0.50 > 0.59Q < 10 > 23 15 > 3 75 > #21.9 57 >Ex < - > - 100 > 160 - > 300 - >

Avail. < - > - 85 > 157 - > #### - >LOS D B > C < A > A B A > A B A > A

Delay 30 14 > 23 < 10 > 10 12 0 > 0 11 0 > 0V/C 0.08 0.02 > < 0.00 > 0.03 0.53 > 0.00 0.50 >Q 2 1 > < 0 > 1 0 > 0 0 >Ex 20 - > < - > 20 - > 20 - >

Avail. 18 - > < - > 19 - > 20 - >LOS < C > C < A A A > A

Delay < 22 > 22 < 0 0 0 > 0V/C < 0.01 > < 0.55 0.50 >Q < 0 > < 0 0 >Ex < - > < - - >


Delay 43 32 37 16 13 15 9 8 8 16V/C 0.72 0.20 0.58 0.29 0.43 0.49 0.61Q 68 21 115 36 18 77Ex - 225 - 60 90 -

Avail. - 204 - 24 72 -LOS < C > C D C > D B B > B B B > B B

Delay < 33 > 33 40 33 > 37 13 13 > 13 11 14 > 14 15V/C < 0.01 > 0.55 0.04 > 0.47 0.81 > 0.40 0.83 > 0.76Q < 0 > 25 9 > 13 180 > 10 207 >Ex < - > - 100 > 160 - > 300 - >

Avail. < - > - 91 > 147 - > 291 - >LOS F C > E < E > E C A > A B A > A

Delay 76 21 > 41 < 37 > 37 17 0 > 0 15 0 > 0V/C 0.20 0.09 > < 0.07 > 0.03 0.73 > 0.01 0.77 >Q 6 2 > < 2 > 1 0 > 0 0 >Ex 20 - > < - > 20 - > 20 - >

Avail. 14 - > < - > 19 - > 20 - >LOS < C > C < A A A > A

Delay < 24 > 24 < 0 0 0 > 0V/C < 0.04 > < 0.74 0.78 >Q < 1 > < 0 0 >Ex < - > < - - >

Avail. < - > < - - >LOS E D E D C C E B C C

Delay 69 42 56 38 22 35 75 15 24 34V/C 0.90 0.34 0.90 0.34 0.94 0.70 0.95Q 146 43 255 51 125 169Ex - 225 - 60 90 -


PM

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(1282 & 1269)TWSC


TWSC


TCS

AM

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TCS

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4.3 2033 Total Traffic

4.3.1 2033 Total Traffic Volumes

The 2033 total traffic volumes are shown in Figure 4.3. These volumes include the general background traffic, the other area development traffic volumes, and the site-generated traffic forecasts shown in Figure 3.2.

It is noted that the future background traffic volumes for 1166 Hyde Park Road access and 1282 Hyde Park Road access have been reassigned to the new street connections.

4.3.2 2033 Total Traffic Operations

The 2033 total traffic operations were evaluated using Synchro 9.2 with HCM 2000 procedures, and the same parameters as used in the analysis of existing conditions. The recommended 2033 future background remedial measures identified in Section 4.2.3 were carried forward in the 2033 total traffic analysis. No other improvements were assumed in the analysis.

Table 4.3 details the 2033 total traffic level of service conditions. The results of the analysis indicate the study area intersections are forecast to operate with acceptable levels of service and volume to capacity ratios during the AM and PM peak hours except for the following critical movements under the City’s guidelines:


• The eastbound left turn movement is forecast to operate at LOS F in the AM and PM peak hours with a v/c ratio greater than 1.00 in the PM peak hour.

• The westbound left/right turn movement is forecast to operate at LOS F in the PM peak hour.


• The westbound left turn movement is forecast to operate at LOS E with a v/c ratio of 0.90 in the PM peak hour.

• The southbound left turn movement is forecast to operate at LOS E with a v/c ratio greater than 0.95 in the PM peak hour.

• The northbound through movement is forecast to operate with a v/c ratio of 0.95 in the PM peak hour.

• The southbound left-turn movement is forecast to operate with 95th percentile queues exceeds the available storage by 46 metres. This queue spillback can be accommodated within the existing centre left turn lane. However, the full-moves access to 1195 Hyde Park Road could be impacted at peak times.

Appendix J contains the detailed Synchro reports.



Figure 4.3: 2033 Future Total Traffic Forecasts

2033 Future TotalTraffic Forecasts


1314

1926

1342

1805

472 634

1029

313

1479

326

Sarnia Road290 335

217 507 337 672

1256

1897

1319

1814

1812

1097

159 Sarnia

Road 1589

308

1890

1321

1814

240 32

Future Street A (South)

1302 19

Future Street A (South)

1258

1840 21 32 39 8 10 37 10


912

10 2 237 1848 1 8

Hyd

e Pa

rk R

oad

1713 2049 50

Future Street A

(North)

0

52 1250 3 Future

Street A (North)

Hyd

e Pa

rk R

oad

1221

1888

1305

1820

1221

1886

1304

1820


0

87

129 80 5 113 63 23

077 0 1 134 6


25 1172 2 1

47 1832 3 1

0

1199

1882

1331

1777


South Carriage

Road

0

80

7

1567

130

1777

53 19

1199

1882

1331

0 201 19 0 202

South Carriage

Road

013 1191

127

0 215 89 169 89 70 10953

South Carriage Road

South Carriage Road

210

57 74

80 717

93 72

37


1133

1872

1271

1604

TABLE 4.3: 2033 TOTAL TRAFFIC OPERATIONS SUMMARY

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LOS < C > C C C > C A A > A A A > A ADelay < 24 > 24 30 25 > 28 4 7 > 7 8 6 > 6 8V/C < 0.09 > 0.57 0.24 > 0.06 0.63 > 0.48 0.51 > 0.62Q < 10 > 23 15 > 3 82 > 27 59 >Ex < - > - 100 > 160 - > 300 - >

Avail. < - > - 85 > 157 - > 274 - >LOS F B > E < A > A B A > A B A > A

Delay 58 15 > 41 < 10 > 10 13 0 > 1 11 0 > 0V/C 0.58 0.13 > < 0.00 > 0.11 0.53 > 0.00 0.50 >Q 24 15 > < 0 > 3 0 > 0 0 >Ex 45 - > < - > 20 - > 20 - >

Avail. 21 - > < - > 17 - > 20 - >LOS B B < C > C A > A B A > A

Delay 15 15 < 23 > 23 0 > 0 12 0 > 0V/C 0.11 < 0.05 > 0.55 > 0.00 0.52 >Q 3 < 1 > 0 > 0 0 >Ex - < - > - > 20 - >

Avail. - < - > - > 20 - >LOS D C D B B B A A A B

Delay 43 33 37 17 13 16 10 8 9 17V/C 0.72 0.24 0.61 0.29 0.49 0.51 0.63Q 68 25 123 39 21 84Ex - 225 - 60 90 -


Delay < 33 > 33 40 33 > 37 15 14 > 14 12 16 > 16 16V/C < 0.01 > 0.55 0.04 > 0.47 0.83 > 0.40 0.86 > 0.79Q < 0 > 25 9 > 13 205 > 10 223 >Ex < - > - 100 > 160 - > 300 - >

Avail. < - > - 91 > 147 - > 291 - >LOS F C > F < F > F C A > A B A > A

Delay 296 25 > 176 < 84 > 84 25 0 > 1 14 0 > 0V/C 1.18 0.23 > < 0.15 > 0.34 0.73 > 0.01 0.78 >Q 46 7 > < 4 > 12 0 > 0 0 >Ex 45 - > < - > 20 - > 20 - >

Avail. -1 - > < - > 8 - > 20 - >LOS C C < D > D A > A C A > A

Delay 23 23 < 32 > 32 0 > 0 16 0 > 0V/C 0.15 < 0.13 > 0.77 > 0.00 0.79 >Q 4 < 3 > 0 > 0 0 >Ex - < - > - > 20 - >

Avail. - < - > - > 20 - >LOS E D E D C D E B C D

Delay 69 42 56 44 22 40 79 15 26 36V/C 0.90 0.39 0.95 0.34 0.96 0.72 0.96Q 146 49 274 53 136 179Ex - 225 - 60 90 -


PM

Pea

k H

our


TCS

2 - Hyde Park Road & Street A North/Private

Access (1269)TWSC

3 - Hyde Park Road & Street A South/Private

Access (1225)TWSC


TCS

AM

Pea

k H

our


TCS


Access (1269)TWSC


Access (1225)TWSC


TCS

Ana

lysi

s P

erio

d

IntersectionControl

TypeMOE



Ove

rall



4.3.3 2033 Total Traffic Remedial Measures

The results of the analysis indicate the development is forecast to have a significant impact to traffic operations at Hyde Park Road & Street A (North) due to site generated traffic. Due to the high delays and v/c ratios experienced in the PM peak hour at the intersection, the need for traffic control signals was reviewed. Appendix D contains the traffic control signal warrant analysis worksheets.


The spacing proposed for Street A satisfies the City’s Access Management Guidelines for intersection spacing relative to the upstream and downstream signalized intersections.

Table 4.4 details the 2033 total traffic level of service conditions with a traffic signal in operation at the Street A/1269 Hyde Park Road and Hyde Park Road intersection. The analyses indicate the intersection is forecast to operate with acceptable levels of service, and within capacity. The results of the Synchro analysis indicate the northbound and southbound 95th percentile left turn queues at the intersection of Street A at Hyde Park Road reach 19 metres and 1 metre respectively with the eastbound left turn lane reaching 27 metres. Appendix K contains the detailed Synchro reports.

As per the Transportation Association of Canada (TAC) Geometric Design Guide for Canadian Roads10 a southbound left-turn lane with a minimum of 15 metres storage should be provided on the north leg of the Hyde Park Road at Street A intersection. This southbound left turn lane will service vehicles entering 1269 Hyde Park Road from the north and is not related to the subject site. A 30-metre storage length should be provided for the eastbound left turn lane and 20 metres for the northbound left turn lane.

Due to the need to provide raised medians for the traffic signal poles on Hyde Park Road as well as extending the storage and taper for the north leg of the intersection, a widening of Hyde Park Road is anticipated to accommodate signalization of the intersection.

10 Transportation Association of Canada. Geometric Design Guide for Canadian Roads. Chapter 9.17. June 2017.

TABLE 4.4: 2033 TOTAL TRAFFIC OPERATIONS SUMMARY – WITH IMPROVEMENTS

Left

Thr

oug

h

Rig

ht

Ap

pro

ach

Left

Thr

oug

h

Rig

ht

Ap

pro

ach

Left

Thr

oug

h

Rig

ht

Ap

pro

ach

Left

Thr

oug

h

Rig

ht

Ap

pro

ach

LOS < C > C C C > C A A > A A A > A ADelay < 24 > 24 30 25 > 28 4 7 > 7 8 6 > 6 8V/C < 0.09 > 0.57 0.24 > 0.06 0.63 > 0.48 0.51 > 0.62Q < 10 > 23 15 > 3 82 > 27 59 >Ex < - > - 100 > 160 - > 300 - >

Avail. < - > - 85 > 157 - > 274 - >LOS C C > C < C > C A A > A A A > A A

Delay 27 23 > 26 < 23 > 23 7 7 > 7 4 7 > 7 8V/C 0.51 0.05 > < 0.00 > 0.25 0.58 > 0.01 0.57 > 0.57Q 19 8 > < 0 > 10 70 > 1 66 >Ex 30 - > < - > 20 - > 20 - >

Avail. 11 - > < - > 10 - > 19 - >LOS A A < C > C A > A B A > A

Delay 10 10 < 21 > 21 0 > 0 12 0 > 0V/C 0.05 < 0.05 > 0.55 > 0.00 0.52 >Q 1 < 1 > 0 > 0 0 >Ex - < - > - > 20 - >

Avail. - < - > - > 20 - >LOS D C A B B B A A D B

Delay 43 33 0 17 13 16 10 8 39 17V/C 0.72 0.24 0.61 0.29 0.49 0.51 0.63Q 68 25 123 39 21 84Ex - 225 - 60 90 -


Delay < 33 > 33 40 33 > 37 15 14 > 14 12 16 > 16 16V/C < 0.01 > 0.55 0.04 > 0.47 0.83 > 0.40 0.86 > 0.79Q < 0 > 25 9 > 13 205 > 10 223 >Ex < - > - 100 > 160 - > 300 - >

Avail. < - > - 91 > 147 - > 291 - >LOS D D > D < D > D C A > A A B > B B

Delay 54 46 > 50 < 45 > 45 21 5 > 6 5 15 > 15 12V/C 0.57 0.03 > < 0.01 > 0.47 0.67 > 0.02 0.84 > 0.81Q 29 0 > < 0 > 21 125 > 1 235 >Ex 30 - > < - > 20 - > 20 - >

Avail. 1 - > < - > -1 - > 19 - >LOS B B B A > A < C > A

Delay 13 13 < 11 > 11 0 > 0 < 16 > 0V/C 0.07 < 0.03 > 0.77 > < 0.79 >Q 2 < 1 > 0 > < 0 >Ex - < - > - > < - >

Avail. - < - > - > < - >LOS E D E D C D E B C D

Delay 69 42 56 44 22 40 79 15 26 36V/C 0.90 0.39 0.95 0.34 0.96 0.72 0.96Q 146 49 274 53 136 179Ex - 225 - 60 90 -


PM

Pea

k H

our


TCS


Access (1269)TCS


Access (1225)TWSC


TCS

AM

Pea

k H

our


TCS


Access (1269)TCS


Access (1225)TWSC


TCS

Ana

lysi

s P

erio

d

IntersectionControl

TypeMOE



Ove

rall



5 Conclusions and Recommendations

5.1 Conclusions

Based on the investigations carried out, it is concluded that:

Existing Traffic

The intersections within the study area are operating at overall acceptable levels of service and volume to capacity ratios during the AM and PM peak hours (with optimized signal timings) except for the following critical movements:


• Westbound left turn in the AM and PM peak hours.


• Eastbound left turn in the PM peak hour.


• The southbound left-turn queue length is estimated to be greater than the current available storage. However, the existing centre two-way left turn lane can accommodate the storage needs without adversely impacting nearby driveways.

Development Generated Traffic

The development of the subject site is proposed to comprise 593 residential units and 1,296 square metres (13,950 square feet) of commercial land uses. Approximately 200 new AM peak hour, and 251 new PM peak hour trips are forecast to be generated by the site upon build-out.

2033 Background Traffic

The intersections within the study area, with optimized signal timings for Hyde Park Road at Sarnia Road, are forecast to operate with acceptable overall levels of service and volume to capacity ratios except for the following critical movements:


• The westbound left turn movement in the AM and PM peak hours.

• The westbound through/right movement in the PM peak hour.


• The eastbound left turn movement in the PM peak hour.





• The westbound and southbound left turn movement, as well as northbound through movement in the PM peak hour.

• The southbound left-turn movement queue length is estimated to be great than the current available storage. This queue spillback can be accommodated within the existing centre two-way left turn lane although the full-movement access to 1166 Hyde Park Road could be impacted at peak times.


With a traffic signal at Hyde Park Road & South Carriage Road, including a formal exclusive westbound left turn lane, the study intersections are forecast to operate with levels of service E or better and within capacity except for the eastbound left turn lane on 1282 Hyde Park Road (future Street A) at Hyde Park Road in the PM peak hour.

2033 Total Traffic

Upon reaching the 2033 total traffic volumes, the intersections within the study area, with the 2033 future background remedial measures, are forecast to operate with acceptable overall levels of service and volume to capacity ratios except for the following critical movements:


• The eastbound left turn movement in the AM and PM peak hours.



• The westbound and southbound left turn movements, as well as northbound through movement in the PM peak hour.

• The southbound left-turn movement queue length is estimated to be greater than the current available storage. This queue spillback can be accommodated within the existing centre left turn lane although the full-movement access to 1195 Hyde Park Road could be impacted at peak times.




With a traffic signal at Hyde Park Road & Street A North/1269 Hyde Park Road, including northbound and southbound left-turn lanes on Hyde Park Road and a formal exclusive eastbound left-turn lane on Street A North, the study intersections are forecast to operate with levels of service E or better and within capacity.

Due to the need to provide raised medians for the traffic signal poles on Hyde Park Road and extending the storage and taper for the north leg of the intersection, a widening of Hyde Park Road is anticipated to accommodate signalization of the intersection.

Recommendations

Based on the findings of this study, it is recommended that:

The City consider installing traffic control signals at Hyde Park Road & South Carriage Road intersection, including the installation of exclusive westbound left-turn lane pavement markings on South Carriage Road, due to future background growth;

The City consider installing traffic control signals at Hyde Park Road & Street A North intersection, including exclusive northbound and southbound left-turn lanes on Hyde Park Road and exclusive eastbound left-turn lane on Street A North; and,

The City of London monitor traffic volumes and signal timings at Hyde Park Road & Sarnia Road to ensure a reasonable level of service is provided.


Paradigm Transportation Solutions Limited | Appendices

Appendix A

Transportation Impact Assessment Work Plan

22 King Street, Suite 300 Waterloo, ON N2J 1N8

p: 519.896.3163 905.381.2229

f: 1.855.764.7349

www.ptsl.com

July 31, 2018 Project: 180115

By Email

RE: PROPOSED MIXED USE DEVELOPMENT, 1176 & 1230 HYDE PARK ROAD, CITY OF

LONDON – TRANSPORTATION IMPACT ASSESSMENT

Paradigm Transportation Solutions Limited (Paradigm) has been retained to prepare a Transportation Impact Assessment (TIA) for the proposed development of the lands located at 1176 and 1230 Hyde Park Road in the City of London (City). The following details our latest understanding of the assignment and our revised work plan to complete the study based on our July 26, 2018 meeting and follow up correspondence.

Project Understanding

The development is planned to consist of a total of 593 residential units and 1,296 m2 of commercial space in two mixed use blocks fronting onto Hyde Park Road and seven residential blocks located behind the mixed use blocks. The site area is approximately 9.67 Ha (23.9 acres), which includes a sanitary sewer easement bisecting the property.

A crescent shaped municipal roadway (Street A) is proposed to provide access to the lands. The north leg of Street A is located near the north limit of the frontage on Hyde Park Road. The south leg intersects Hyde Park Road approximately 210 metres north of the Sarnia Road and Hyde Park Road intersection.

In assessing the transportation impacts, we will analyze the operation of the following five intersections:

Sarnia Road and Hyde Park Road (signalized);

South Carriage Road and Hyde Park Road (un-signalized);

Street A North/Existing Rona Access and Hyde Park Road (full-moves);

Street A South and Hyde Park Road (right in/right out); and,

Existing Forans Fence & Decks Access and Hyde Park Road (full-moves).


Work Plan

Based on our understanding of the development concept, our July 26, 2018 meeting and follow up correspondence, we will carry out the following scope of work:

Task 1 - Data Collection: Paradigm will use the two most recent traffic counts provided by the City for Sarnia Road at Hyde Park Road and South Carriage Road at Hyde Park Road. Eight (8)-hour traffic counts will be conducted on a weekday in September for the Rona Access (1282 Hyde Park Rd) and Forans Fence & Decks Access (1166 Hyde Park Rd) at Hyde Park Road to supplement this data. It was confirmed at the July 26, 2018 meeting that there are no planned road improvements in the study area. Recent traffic signal timing plans for the existing signalized intersection within the study area are required.

A site visit has been undertaken to confirm the existing traffic system, the proposed access arrangement, traffic control, adjacent driveway locations, adjacent land use and operational conditions within the study area.

Task 2 – Traffic Forecasting: Traffic estimates will be developed based on trip rates in the Institute of Transportation Engineers – Trip Generation, 10th Edition and will be forecasted for weekday AM and PM peak hours. As part of the trip generation we will assess the potential “synergy” amongst the uses and also look at the existing and expected modal split targets as reductions to the overall trip generation from this site based on TTS data and the City’s Transportation Master Plan.

Distribution of traffic will be based on a review of existing travel patterns, TTS data, plausible routes to and from the site, and our general knowledge of traffic characteristics within the study area.

Future background traffic forecasts will be based on a 1% per year growth rate and will account for the approved “Westfield” residential subdivision development, as provided by the City. Future forecasts will assume an analysis horizon year of five (2033) years from build-out (2028).

Task 3 – Operational Analyses: Using the existing traffic counts and the traffic forecasts developed in Tasks 1 and 2, we will evaluate the operations of the above noted intersections as during the weekday AM and PM peak hours for existing conditions and future conditions (with and without the development).

The operation analysis will assess Level of Service (LOS), delay and queuing conditions for the intersections and driveways. Based on this analysis we will identify the need for auxiliary lanes, increased storage lengths, changes to traffic control and any other operational improvements.

Given the scale of the development a traffic signal warrant will be carried out at the future Street A North intersection with Hyde Park Road.

Task 4 - Report and Recommendations: Paradigm will prepare a detailed report documenting our investigations, findings and recommendations, including appendices containing relevant traffic data as well as the detailed output generated by the operational analysis software.


Requested Information

To assist in conducting the study we request the following information:

• Recent traffic signal timing plans for Sarnia Road at Hyde Park Road.

Thank you for meeting with us and I look forward to receiving the recent signal timing plans.

If you have any questions regarding this scope of work please contact the undersigned at (905) 381-2229 x304 or by email at [email protected].

Yours very truly, PARADIGM TRANSPORTATION SOLUTIONS LIMITED

Chris Day C.E.T., MITE Senior Project Manager



Appendix B

Turning Movement Count Data and Signal Timings

Tuesday, April 19, 2016

Municipality...........

Location.................

Count Date............

LONDON

HYDE PARK RD @ SARNIA RD

Turning Movement Count - Details Report

North Approach South Approach East Approach West Approach

TOTU-TurnRTTHLTTOTU-TurnRTTHLTTOTU-TurnRTTHLTTOTU-TurnRTTHLTTime Period

HYDE PARK RDSARNIA RD

000004302202113403010405600421407:1507:00

00000520300221820371450129001022707:3007:15

00000610250362210611600171001502107:4507:30

00000850330522880752130174001601408:0007:45

0000024101100131825020362205300045476Hourly Total

00000740270472220611610185001602508:1508:00

00000780310472580741840180001552508:3008:15

00000610240372450551900202001812108:4508:30

00000760270492570611960192001692309:0008:45

0000028901090180982025173107590066594Hourly Total

00000640340301920381540168001392911:1511:00

00000700290411800371430196001712511:3011:15

00000540190352130371760204001782611:4511:30

00000750370382110321790176001542212:0011:45

00000263011901447960144652074400642102Hourly Total

00000860400462120401720187001573012:1512:00

00000560220342070261810219001754412:3012:15

00000640300341810391420184001602412:4512:30

00000810380432450611840187001632413:0012:45

00000287013001578450166679077700655122Hourly Total

00000920460461840331510182001463613:1513:00

00000590390202210481730198001643413:3013:15

00000990530462300471830168001472113:4513:30

00000750370381880331550201001703114:0013:45

00000325017501508230161662074900627122Hourly Total

000001000350652050331720231002072415:1515:00

000001140560582180491690240002073315:3015:15

000001060450612230361870255002144115:4515:30

000001190480712600532070262002224016:0015:45

00000439018402559060171735098800850138Hourly Total

Page 1 of 2Wednesday, August 02, 2017


TOTU-TurnRTTHLTTOTU-TurnRTTHLTTOTU-TurnRTTHLTTOTU-TurnRTTHLTTime Period

HYDE PARK RDSARNIA RD

000001210410802750632120280002453516:1516:00

000001160460703010632380294002445016:3016:15

000001210540672950762190279002265316:4516:30

000001420570853090642450245002093617:0016:45

0000050001980302118002669140109800924174Hourly Total

000001190490702900612290340002835717:1517:00

000001090470622980742240320002774317:3017:15

00000980360622850672180253002074617:4517:30

000001070510562780672110248002054318:0017:45

0000043301830250115102698820116100972189Hourly Total

00000277701208015697508016315877068060057891017Grand Total

0%0%0%0%0%2%0%3%0%1%3%0%2%3%0%3%0%0%3%3%Truck %


Count Date.......

Turning Movements Count - Full Study Report

Location............. HYDE PARK RD @ SARNIA RD

LONDONMunicipality.......

Tuesday, 19 April, 2016

INT2771GeoID.......

Peds

Truck %

Trucks

Cars

Trucks

Cars

S

N

EW

Truck %

6877

13891

Total

0%0 0

1547 22 1%

36 3%1172

1569

0

1208

2777

2587 61 2648

5425

0

0%

0%

0

00%

0

0

0

0

0

0 00

Total

0

7166

Peds

14866

Peds

3

0

Peds

10

0

1017

29

3%

0

0

5789

170

3%0%

6806

7085

3%

208

7508

7358

3%

192

0

0%

0

98856190

0 1599

1631

2%

32

5705

172

3%

5877

0 0

0%

2%

HYDE PARK RD

SARNIA RD

2

1

6

0

Cyclists:

Cyclists:

Cyclists:

Cyclists:


SARNIA RD

Count Date.......

Turning Movements Report -




INT2771GeoID.......

08:45 AM07:45 AM

AM Period

Peak Hour......

Peds

Truck %

Trucks

Cars

Trucks

Cars

S

N

EW

Truck %

831

1604

Total

0%0 0

178 5 3%

5 4%110

183

0

115

298

340 10 350

648

0

0%

0%

0

00%

0

0

0

0

0

0 00

Total

0

804

Peds

1852

Peds

0

0

Peds

0

0

85

4

5%

0

0

656

30

5%0%

741

863

4%

32

1013

839

4%

35

0

0%

0

816260

0 259

265

2%

6

721

27

4%

748

0 0

0%

3%

HYDE PARK RD

SARNIA RD


SARNIA RD

Count Date.......





INT2771GeoID.......

01:45 PM12:45 PM

MD Period

Peak Hour......

Peds

Truck %

Trucks

Cars

Trucks

Cars

S

N

EW

Truck %

845

1602

Total

0%0 0

152 3 2%

2 1%174

155

0

176

331

298 6 304

635

0

0%

0%

0

00%

0

0

0

0

0

0 00

Total

0

747

Peds

1655

Peds

0

0

Peds

3

0

115

2

2%

0

0

620

25

4%0%

735

867

3%

22

880

775

4%

28

0

0%

0

1135950

0 185

189

2%

4

671

20

3%

691

0 0

0%

2%

HYDE PARK RD

SARNIA RD


Count Date.......





INT2771GeoID.......

05:30 PM04:30 PM

PM Period

Peak Hour......

Peds

Truck %

Trucks

Cars

Trucks

Cars

S

N

EW

Truck %

1114

2308

Total

0%0 0

282 2 1%

2 1%205

284

0

207

491

460 4 464

955

0

0%

0%

0

00%

0

0

0

0

0

0 00

Total

0

1271

Peds

2471

Peds

3

0

Peds

2

0

189

3

2%

0

0

995

6

1%0%

1184

1124

1%

10

1192

1279

1%

8

0

0%

0

1869890

0 274

275

0%

1

909

8

1%

917

0 0

0%

1%

HYDE PARK RD

SARNIA RD


Thursday, November 02, 2017

Municipality...........

Location.................

Count Date............

LONDON

HYDE PARK RD @ SOUTH CARRIAGE RD

Turning Movement Count - Details Report


TOTPedRTTHLTTOTPedRTTHLTTOTPedRTTHLTTOTPedRTTHLTTime Period

SOUTH CARRIAGE RDHYDE PARK RD

806111414010131017112210400931107:1507:00

707002209013174012160213900130907:3007:15

4040037021115228019206318640177907:4507:30

60600342160182860282553227002091808:0007:45

2502311107350156819076733106564060947Hourly Total

90900330130202480282191220002071308:1508:00

12112002209013275123247518001170908:3008:15

1611600453280172810292502227112032308:4508:30

303004702002727002623410211001902109:0008:45

402400014737007710741106950188381277066Hourly Total

303001714013197012182317600167911:1511:00

50500221110112150111977217002071011:3011:15

403011809092470132304215032001211:4511:30

4040020011082540192305223022101112:0011:45

160150177235041913055839198310578442Hourly Total

7050221015062410152206210021941412:1512:00

2020019012072380222124217002051212:3012:15

10100300160142410152251206001961012:4512:30

70502230100122530112384208011941313:0012:45

170130493053039973063895158410378949Hourly Total

40400250120132230171997248002341413:1513:00

3030021080132480172264235002251013:3013:15

10100240140102440112294210001991113:4513:30

40400141707234015217221900212714:0013:45

120120084141043949060871179120087042Hourly Total

1011000220120102480232205258102391915:1515:00

50500260170827002123910260012481115:3015:15

7070035120114279021251728310274915:4515:30

70700171501232303028310290122761216:0015:45

2912900100254144112009599332109133103751Hourly Total

Page 1 of 2Friday, July 27, 2018


TOTPedRTTHLTTOTPedRTTHLTTOTPedRTTHLTTOTPedRTTHLTTime Period

SOUTH CARRIAGE RDHYDE PARK RD

7270022014083380263029325013121216:1516:00

2020015080736001633212308002941416:3016:15

303002711601133812829515325023101316:4516:30

40400210160540702536319320223031517:0016:45

1621600851540311443195129255127825121954Hourly Total

50500230122936004229622414023931917:1517:00

909002311301033602129817312112981317:3017:15

404002011001033102229712290012791017:4517:30

202001103083440333038266102541218:0017:45

20020007723823713710118119459128224122454Hourly Total

5016816770143954368866226687767225772912227302405Grand Total

5%0%4%100%17%6%0%7%50%5%3%0%5%2%6%3%0%23%3%5%Truck %


Count Date.......

Turning Movements Count - Full Study Report

Location............. HYDE PARK RD @ SOUTH CARRIAGE RD


Thursday, 02 November, 2017

INT2294GeoID.......

Peds

Truck %

Trucks

Cars

Trucks

Cars

S

N

EW

Truck %

7949

15897

Total

50%2 2

350 18 5%

26 7%369

368

4

395

770

1022 55 1077

1847

1

4%

100%

7

517%

161

1

168

1

6

21 230251

Total

426

7598

Peds

16502

Peds

2

5

Peds

14

12

405

19

5%

22

5

7302

217

3%23%

7729

8168

3%

219

8662

7840

3%

242

225

6%

14

386708517

211 633

668

5%

35

7575

192

2%

7767

175 0

8%

5%

SOUTH CARRIAGE RD

HYDE PARK RD

1

0

2

0

Cyclists:

Cyclists:

Cyclists:

Cyclists:


HYDE PARK RD

Count Date.......




Thursday, 02 November,2017

INT2294GeoID.......

08:45 AM07:45 AM

AM Period

Peak Hour......

Peds

Truck %

Trucks

Cars

Trucks

Cars

S

N

EW

Truck %

1008

1891

Total

0%0 0

61 7 10%

5 8%61

68

0

66

134

151 20 171

305

0

5%

0%

2

00%

41

0

43

0

0

4 913

Total

56

854

Peds

1990

Peds

1

2

Peds

5

1

63

7

11%

2

2

789

37

5%100%

854

1037

3%

29

1090

900

5%

46

11

18%

2

567520

9 95

108

12%

13

947

24

2%

971

43 0

31%

12%

SOUTH CARRIAGE RD

HYDE PARK RD


HYDE PARK RD

Count Date.......





INT2294GeoID.......

01:45 PM12:45 PM

MD Period

Peak Hour......

Peds

Truck %

Trucks

Cars

Trucks

Cars

S

N

EW

Truck %

908

1839

Total

0%0 0

47 1 2%

2 5%42

48

0

44

93

100 5 105

198

0

0%

0%

0

20%

13

0

13

0

2

0 2020

Total

35

883

Peds

1882

Peds

0

0

Peds

0

0

48

0

0%

1

0

852

30

4%0%

901

938

3%

30

968

914

3%

31

19

0%

0

488221

19 51

56

9%

5

864

28

3%

892

15 0

0%

5%

SOUTH CARRIAGE RD

HYDE PARK RD


Count Date.......





INT2294GeoID.......

05:15 PM04:15 PM

PM Period

Peak Hour......

Peds

Truck %

Trucks

Cars

Trucks

Cars

S

N

EW

Truck %

1316

2705

Total

0%2 0

30 2 6%

2 4%50

32

2

52

86

171 1 172

258

0

0%

0%

0

00%

14

0

14

0

0

4 7276

Total

90

1330

Peds

2811

Peds

1

0

Peds

1

2

61

0

0%

6

0

1300

14

1%0%

1367

1338

2%

22

1465

1346

1%

16

68

6%

4

6112866

64 110

111

1%

1

1266

20

2%

1286

14 0

5%

1%

SOUTH CARRIAGE RD

HYDE PARK RD


Paradigm Transportation Solutions Limited22 King Street South, Suite 300

Waterloo, Ontario, Canada N2J 1N8519-896-3163 [email protected]

Count Name: 1166 Hyde Park Road & HydePark RoadSite Code:Start Date: 09/06/2018Page No: 1

Turning Movement Data

Start Time

1166 Hyde Park Road Hyde Park Road Hyde Park RoadEastbound Northbound Southbound

Left Right U-Turn Peds App. Total Left Thru U-Turn Peds App. Total Thru Right U-Turn Peds App. Total Int. Total7:00 AM 0 0 0 2 0 0 148 1 0 149 117 2 0 0 119 2687:15 AM 0 0 0 1 0 3 221 1 1 225 163 0 0 1 163 3887:30 AM 1 0 0 0 1 1 287 0 1 288 221 1 0 0 222 5117:45 AM 0 0 0 1 0 0 275 0 0 275 257 0 0 0 257 532

Hourly Total 1 0 0 4 1 4 931 2 2 937 758 3 0 1 761 16998:00 AM 0 0 0 1 0 0 248 0 0 248 270 1 0 0 271 5198:15 AM 2 0 0 0 2 0 290 2 0 292 217 0 0 0 217 5118:30 AM 1 0 0 0 1 0 256 0 0 256 244 0 0 0 244 5018:45 AM 0 0 0 0 0 0 292 1 0 293 240 0 0 0 240 533

Hourly Total 3 0 0 1 3 0 1086 3 0 1089 971 1 0 0 972 2064*** BREAK *** - - - - - - - - - - - - - - - -

11:00 AM 0 0 0 0 0 0 245 0 0 245 190 1 0 0 191 43611:15 AM 1 0 0 3 1 2 255 0 0 257 228 0 0 0 228 48611:30 AM 0 2 0 0 2 0 255 0 0 255 229 0 0 0 229 48611:45 AM 0 0 0 0 0 0 288 0 0 288 245 0 0 0 245 533

Hourly Total 1 2 0 3 3 2 1043 0 0 1045 892 1 0 0 893 194112:00 PM 0 0 0 0 0 0 256 0 0 256 246 1 0 0 247 50312:15 PM 1 1 0 0 2 0 281 1 0 282 246 1 0 0 247 53112:30 PM 0 0 0 1 0 0 243 0 0 243 255 0 0 0 255 49812:45 PM 1 2 0 1 3 0 288 1 0 289 227 1 0 0 228 520



3:00 PM 0 1 0 0 1 1 292 0 0 293 287 1 0 0 288 5823:15 PM 0 0 0 1 0 0 289 0 0 289 350 0 0 0 350 6393:30 PM 1 1 0 0 2 0 306 0 0 306 299 0 0 0 299 6073:45 PM 0 0 0 0 0 1 306 0 0 307 307 0 0 0 307 614


Hourly Total 0 1 0 5 1 1 1405 0 1 1406 1467 2 1 0 1470 28775:00 PM 0 0 0 2 0 0 354 0 0 354 397 0 0 1 397 751

5:15 PM 1 2 0 0 3 0 360 1 0 361 364 0 0 0 364 7285:30 PM 0 2 0 1 2 0 348 0 0 348 371 0 0 0 371 7215:45 PM 0 1 0 0 1 1 328 0 0 329 304 0 0 0 304 634

Hourly Total 1 5 0 3 6 1 1390 1 0 1392 1436 0 0 1 1436 2834Grand Total 10 15 0 19 25 12 9214 8 3 9234 8652 12 1 2 8665 17924Approach % 40.0 60.0 0.0 - - 0.1 99.8 0.1 - - 99.8 0.1 0.0 - - -

Total % 0.1 0.1 0.0 - 0.1 0.1 51.4 0.0 - 51.5 48.3 0.1 0.0 - 48.3 -Lights 10 15 0 - 25 12 8955 8 - 8975 8405 12 1 - 8418 17418

% Lights 100.0 100.0 - - 100.0 100.0 97.2 100.0 - 97.2 97.1 100.0 100.0 - 97.1 97.2Mediums 0 0 0 - 0 0 231 0 - 231 226 0 0 - 226 457

% Mediums 0.0 0.0 - - 0.0 0.0 2.5 0.0 - 2.5 2.6 0.0 0.0 - 2.6 2.5Articulated Trucks 0 0 0 - 0 0 28 0 - 28 21 0 0 - 21 49

% Articulated Trucks 0.0 0.0 - - 0.0 0.0 0.3 0.0 - 0.3 0.2 0.0 0.0 - 0.2 0.3Pedestrians - - - 19 - - - - 3 - - - - 2 - -

% Pedestrians - - - 100.0 - - - - 100.0 - - - - 100.0 - -




09/06/2018 7:00 AMEnding At09/06/2018 6:00 PM

LightsMediumsArticulated TrucksPedestrians

Hyde Park Road [N]Out In Total

8966 8418 17384231 226 45728 21 490 0 0

9225 8665 17890

12 8405 1 00 226 0 00 21 0 00 0 0 2

12 8652 1 2R T U P

8428 8975 17403226 231 45721 28 490 0 0

8675 9234 17909Out In Total

Hyde Park Road [S]

U L T P8 12 8955 00 0 231 00 0 28 00 0 0 38 12 9214 3

1166

Hyd

e Pa

rk R

oad

[W]

Tota

l

49 0 0 0 49

In 25 0 0 0 25

Out 24 0 0 0 24

0 0 0 0 0 U

10 0 0 0 10 L

15 0 0 0 15 R

0 0 0 19 19 P

Turning Movement Data Plot




Turning Movement Peak Hour Data (7:30 AM)

Start Time


Left Right U-Turn Peds App. Total Left Thru U-Turn Peds App. Total Thru Right U-Turn Peds App. Total Int. Total7:30 AM 1 0 0 0 1 1 287 0 1 288 221 1 0 0 222 5117:45 AM 0 0 0 1 0 0 275 0 0 275 257 0 0 0 257 5328:00 AM 0 0 0 1 0 0 248 0 0 248 270 1 0 0 271 5198:15 AM 2 0 0 0 2 0 290 2 0 292 217 0 0 0 217 511

Total 3 0 0 2 3 1 1100 2 1 1103 965 2 0 0 967 2073Approach % 100.0 0.0 0.0 - - 0.1 99.7 0.2 - - 99.8 0.2 0.0 - - -

Total % 0.1 0.0 0.0 - 0.1 0.0 53.1 0.1 - 53.2 46.6 0.1 0.0 - 46.6 -PHF 0.375 0.000 0.000 - 0.375 0.250 0.948 0.250 - 0.944 0.894 0.500 0.000 - 0.892 0.974

Lights 3 0 0 - 3 1 1074 2 - 1077 918 2 0 - 920 2000% Lights 100.0 - - - 100.0 100.0 97.6 100.0 - 97.6 95.1 100.0 - - 95.1 96.5Mediums 0 0 0 - 0 0 23 0 - 23 42 0 0 - 42 65

% Mediums 0.0 - - - 0.0 0.0 2.1 0.0 - 2.1 4.4 0.0 - - 4.3 3.1Articulated Trucks 0 0 0 - 0 0 3 0 - 3 5 0 0 - 5 8

% Articulated Trucks 0.0 - - - 0.0 0.0 0.3 0.0 - 0.3 0.5 0.0 - - 0.5 0.4Pedestrians - - - 2 - - - - 1 - - - - 0 - -

% Pedestrians - - - 100.0 - - - - 100.0 - - - - - - -




Peak Hour Data

09/06/2018 7:30 AMEnding At09/06/2018 8:30 AM



1077 920 199723 42 653 5 80 0 0

1103 967 2070

2 918 0 00 42 0 00 5 0 00 0 0 02 965 0 0R T U P

920 1077 199742 23 655 3 80 0 0

967 1103 2070Out In Total

Hyde Park Road [S]

U L T P2 1 1074 00 0 23 00 0 3 00 0 0 12 1 1100 1

1166

Hyd

e Pa

rk R

oad

[W]

Tota

l

6 0 0 0 6

In 3 0 0 0 3

Out 3 0 0 0 3

0 0 0 0 0 U

3 0 0 0 3 L

0 0 0 0 0 R

0 0 0 2 2 P

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





Start Time


Left Right U-Turn Peds App. Total Left Thru U-Turn Peds App. Total Thru Right U-Turn Peds App. Total Int. Total11:45 AM 0 0 0 0 0 0 288 0 0 288 245 0 0 0 245 53312:00 PM 0 0 0 0 0 0 256 0 0 256 246 1 0 0 247 50312:15 PM 1 1 0 0 2 0 281 1 0 282 246 1 0 0 247 53112:30 PM 0 0 0 1 0 0 243 0 0 243 255 0 0 0 255 498

Total 1 1 0 1 2 0 1068 1 0 1069 992 2 0 0 994 2065Approach % 50.0 50.0 0.0 - - 0.0 99.9 0.1 - - 99.8 0.2 0.0 - - -

Total % 0.0 0.0 0.0 - 0.1 0.0 51.7 0.0 - 51.8 48.0 0.1 0.0 - 48.1 -PHF 0.250 0.250 0.000 - 0.250 0.000 0.927 0.250 - 0.928 0.973 0.500 0.000 - 0.975 0.969

Lights 1 1 0 - 2 0 1037 1 - 1038 966 2 0 - 968 2008% Lights 100.0 100.0 - - 100.0 - 97.1 100.0 - 97.1 97.4 100.0 - - 97.4 97.2Mediums 0 0 0 - 0 0 26 0 - 26 23 0 0 - 23 49

% Mediums 0.0 0.0 - - 0.0 - 2.4 0.0 - 2.4 2.3 0.0 - - 2.3 2.4Articulated Trucks 0 0 0 - 0 0 5 0 - 5 3 0 0 - 3 8

% Articulated Trucks 0.0 0.0 - - 0.0 - 0.5 0.0 - 0.5 0.3 0.0 - - 0.3 0.4Pedestrians - - - 1 - - - - 0 - - - - 0 - -

% Pedestrians - - - 100.0 - - - - - - - - - - - -




Peak Hour Data

09/06/2018 11:45 AMEnding At09/06/2018 12:45 PM



1038 968 200626 23 495 3 80 0 0

1069 994 2063

2 966 0 00 23 0 00 3 0 00 0 0 02 992 0 0R T U P

968 1038 200623 26 493 5 80 0 0


Hyde Park Road [S]

U L T P1 0 1037 00 0 26 00 0 5 00 0 0 01 0 1068 0

1166

Hyd

e Pa

rk R

oad

[W]

Tota

l

4 0 0 0 4

In 2 0 0 0 2

Out 2 0 0 0 2

0 0 0 0 0 U

1 0 0 0 1 L

1 0 0 0 1 R

0 0 0 1 1 P





Turning Movement Peak Hour Data (4:45 PM)

Start Time


Left Right U-Turn Peds App. Total Left Thru U-Turn Peds App. Total Thru Right U-Turn Peds App. Total Int. Total4:45 PM 0 1 0 1 1 0 381 0 0 381 398 0 0 0 398 7805:00 PM 0 0 0 2 0 0 354 0 0 354 397 0 0 1 397 7515:15 PM 1 2 0 0 3 0 360 1 0 361 364 0 0 0 364 7285:30 PM 0 2 0 1 2 0 348 0 0 348 371 0 0 0 371 721

Total 1 5 0 4 6 0 1443 1 0 1444 1530 0 0 1 1530 2980Approach % 16.7 83.3 0.0 - - 0.0 99.9 0.1 - - 100.0 0.0 0.0 - - -

Total % 0.0 0.2 0.0 - 0.2 0.0 48.4 0.0 - 48.5 51.3 0.0 0.0 - 51.3 -PHF 0.250 0.625 0.000 - 0.500 0.000 0.947 0.250 - 0.948 0.961 0.000 0.000 - 0.961 0.955

Lights 1 5 0 - 6 0 1410 1 - 1411 1514 0 0 - 1514 2931% Lights 100.0 100.0 - - 100.0 - 97.7 100.0 - 97.7 99.0 - - - 99.0 98.4Mediums 0 0 0 - 0 0 30 0 - 30 15 0 0 - 15 45

% Mediums 0.0 0.0 - - 0.0 - 2.1 0.0 - 2.1 1.0 - - - 1.0 1.5Articulated Trucks 0 0 0 - 0 0 3 0 - 3 1 0 0 - 1 4

% Articulated Trucks 0.0 0.0 - - 0.0 - 0.2 0.0 - 0.2 0.1 - - - 0.1 0.1Pedestrians - - - 4 - - - - 0 - - - - 1 - -

% Pedestrians - - - 100.0 - - - - - - - - - 100.0 - -




Peak Hour Data

09/06/2018 4:45 PMEnding At09/06/2018 5:45 PM



1411 1514 292530 15 453 1 40 0 0

1444 1530 2974

0 1514 0 00 15 0 00 1 0 00 0 0 10 1530 0 1R T U P

1520 1411 293115 30 451 3 40 0 0

1536 1444 2980Out In Total

Hyde Park Road [S]

U L T P1 0 1410 00 0 30 00 0 3 00 0 0 01 0 1443 0

1166

Hyd

e Pa

rk R

oad

[W]

Tota

l

6 0 0 0 6

In 6 0 0 0 6

Out 0 0 0 0 0

0 0 0 0 0 U

1 0 0 0 1 L

5 0 0 0 5 R

0 0 0 4 4 P

Turning Movement Peak Hour Data Plot (4:45 PM)





Start Time

1225 Hyde Park Road Hyde Park Road Hyde Park RoadWestbound Northbound Southbound

Left Right U-Turn Peds App. Total Thru Right U-Turn Peds App. Total Left Thru U-Turn Peds App. Total Int. Total7:00 AM 0 0 0 0 0 146 7 0 0 153 1 121 0 0 122 2757:15 AM 2 0 0 1 2 220 3 0 0 223 0 167 0 0 167 3927:30 AM 0 0 0 2 0 282 9 0 0 291 0 229 0 0 229 5207:45 AM 3 0 0 2 3 276 3 0 0 279 2 257 0 0 259 541

Hourly Total 5 0 0 5 5 924 22 0 0 946 3 774 0 0 777 17288:00 AM 4 2 0 0 6 238 3 0 0 241 0 272 0 0 272 5198:15 AM 0 0 0 0 0 294 1 0 0 295 0 221 0 0 221 5168:30 AM 1 0 0 1 1 264 1 0 0 265 0 245 0 0 245 5118:45 AM 0 0 0 2 0 281 0 0 0 281 0 252 0 0 252 533


11:00 AM 1 1 0 1 2 249 0 0 0 249 0 196 0 0 196 44711:15 AM 0 0 0 0 0 260 1 0 0 261 0 235 0 0 235 49611:30 AM 1 3 0 1 4 263 1 0 0 264 2 230 0 0 232 50011:45 AM 2 2 0 4 4 295 0 0 0 295 1 253 0 0 254 553




3:00 PM 0 3 0 1 3 285 2 0 0 287 1 299 0 0 300 5903:15 PM 1 0 0 3 1 302 0 0 0 302 2 358 0 0 360 6633:30 PM 4 3 0 3 7 314 2 0 0 316 2 306 0 0 308 6313:45 PM 3 3 0 1 6 315 1 0 0 316 0 313 0 0 313 635


Hourly Total 13 13 0 8 26 1408 3 0 0 1411 5 1476 0 0 1481 29185:00 PM 4 2 0 1 6 372 0 0 0 372 0 399 0 0 399 777

5:15 PM 1 0 0 0 1 367 0 0 0 367 0 368 0 0 368 7365:30 PM 2 2 0 5 4 369 1 0 1 370 0 375 0 0 375 7495:45 PM 1 1 0 1 2 331 0 0 0 331 0 311 0 0 311 644

Hourly Total 8 5 0 7 13 1439 1 0 1 1440 0 1453 0 0 1453 2906Grand Total 45 45 0 51 90 9303 45 0 1 9348 27 8802 0 0 8829 18267Approach % 50.0 50.0 0.0 - - 99.5 0.5 0.0 - - 0.3 99.7 0.0 - - -

Total % 0.2 0.2 0.0 - 0.5 50.9 0.2 0.0 - 51.2 0.1 48.2 0.0 - 48.3 -Lights 40 37 0 - 77 9047 41 0 - 9088 23 8561 0 - 8584 17749

% Lights 88.9 82.2 - - 85.6 97.2 91.1 - - 97.2 85.2 97.3 - - 97.2 97.2Mediums 5 8 0 - 13 232 4 0 - 236 4 217 0 - 221 470

% Mediums 11.1 17.8 - - 14.4 2.5 8.9 - - 2.5 14.8 2.5 - - 2.5 2.6Articulated Trucks 0 0 0 - 0 24 0 0 - 24 0 24 0 - 24 48

% Articulated Trucks 0.0 0.0 - - 0.0 0.3 0.0 - - 0.3 0.0 0.3 - - 0.3 0.3Pedestrians - - - 51 - - - - 1 - - - - 0 - -

% Pedestrians - - - 100.0 - - - - 100.0 - - - - - - -




09/06/2018 7:00 AMEnding At09/06/2018 6:00 PM



9084 8584 17668240 221 46124 24 480 0 0

9348 8829 18177

8561 23 0 0217 4 0 024 0 0 00 0 0 0

8802 27 0 0T L U P

72 0 0 8 64

Out

90 0 0 13 77 In

162 0 0 21

141

Total

1225 Hyde Park R

oad [E]

R 45 0 0 8 37

L 45 0 0 5 40

U 0 0 0 0 0

P 51 51 0 0 0

8601 9088 17689222 236 45824 24 480 0 0

8847 9348 18195Out In Total

Hyde Park Road [S]

U T R P0 9047 41 00 232 4 00 24 0 00 0 0 10 9303 45 1






Start Time


Left Right U-Turn Peds App. Total Thru Right U-Turn Peds App. Total Left Thru U-Turn Peds App. Total Int. Total7:30 AM 0 0 0 2 0 282 9 0 0 291 0 229 0 0 229 5207:45 AM 3 0 0 2 3 276 3 0 0 279 2 257 0 0 259 5418:00 AM 4 2 0 0 6 238 3 0 0 241 0 272 0 0 272 5198:15 AM 0 0 0 0 0 294 1 0 0 295 0 221 0 0 221 516

Total 7 2 0 4 9 1090 16 0 0 1106 2 979 0 0 981 2096Approach % 77.8 22.2 0.0 - - 98.6 1.4 0.0 - - 0.2 99.8 0.0 - - -

Total % 0.3 0.1 0.0 - 0.4 52.0 0.8 0.0 - 52.8 0.1 46.7 0.0 - 46.8 -PHF 0.438 0.250 0.000 - 0.375 0.927 0.444 0.000 - 0.937 0.250 0.900 0.000 - 0.902 0.969

Lights 4 1 0 - 5 1065 15 0 - 1080 1 934 0 - 935 2020% Lights 57.1 50.0 - - 55.6 97.7 93.8 - - 97.6 50.0 95.4 - - 95.3 96.4Mediums 3 1 0 - 4 24 1 0 - 25 1 40 0 - 41 70



% Pedestrians - - - 100.0 - - - - - - - - - - - -




Peak Hour Data

09/06/2018 7:30 AMEnding At09/06/2018 8:30 AM



1066 935 200125 41 661 5 60 0 0

1092 981 2073

934 1 0 040 1 0 05 0 0 00 0 0 0

979 2 0 0T L U P

18 0 0 2 16

Out

9 0 0 4 5 In

27 0 0 6 21

Total

1225 Hyde Park R

oad [E]

R 2 0 0 1 1

L 7 0 0 3 4

U 0 0 0 0 0

P 4 4 0 0 0

938 1080 201843 25 685 1 60 0 0


Hyde Park Road [S]

U T R P0 1065 15 00 24 1 00 1 0 00 0 0 00 1090 16 0






Start Time


Left Right U-Turn Peds App. Total Thru Right U-Turn Peds App. Total Left Thru U-Turn Peds App. Total Int. Total11:45 AM 2 2 0 4 4 295 0 0 0 295 1 253 0 0 254 55312:00 PM 1 4 0 0 5 255 3 0 0 258 1 261 0 0 262 52512:15 PM 0 2 0 0 2 286 0 0 0 286 2 253 0 0 255 54312:30 PM 0 1 0 2 1 244 0 0 0 244 1 263 0 0 264 509

Total 3 9 0 6 12 1080 3 0 0 1083 5 1030 0 0 1035 2130Approach % 25.0 75.0 0.0 - - 99.7 0.3 0.0 - - 0.5 99.5 0.0 - - -

Total % 0.1 0.4 0.0 - 0.6 50.7 0.1 0.0 - 50.8 0.2 48.4 0.0 - 48.6 -PHF 0.375 0.563 0.000 - 0.600 0.915 0.250 0.000 - 0.918 0.625 0.979 0.000 - 0.980 0.963




% Pedestrians - - - 100.0 - - - - - - - - - - - -




Peak Hour Data

09/06/2018 11:45 AMEnding At09/06/2018 12:45 PM



1056 1007 206328 24 525 4 90 0 0

1089 1035 2124

1002 5 0 024 0 0 04 0 0 00 0 0 0

1030 5 0 0T L U P

8 0 0 1 7 Out

12 0 0 2 10 In

20 0 0 3 17

Total

1225 Hyde Park R

oad [E]

R 9 0 0 2 7

L 3 0 0 0 3

U 0 0 0 0 0

P 6 6 0 0 0

1005 1051 205624 27 514 5 90 0 0

1033 1083 2116Out In Total

Hyde Park Road [S]

U T R P0 1049 2 00 26 1 00 5 0 00 0 0 00 1080 3 0






Start Time


Left Right U-Turn Peds App. Total Thru Right U-Turn Peds App. Total Left Thru U-Turn Peds App. Total Int. Total4:45 PM 2 3 0 0 5 383 1 0 0 384 1 401 0 0 402 7915:00 PM 4 2 0 1 6 372 0 0 0 372 0 399 0 0 399 7775:15 PM 1 0 0 0 1 367 0 0 0 367 0 368 0 0 368 7365:30 PM 2 2 0 5 4 369 1 0 1 370 0 375 0 0 375 749

Total 9 7 0 6 16 1491 2 0 1 1493 1 1543 0 0 1544 3053Approach % 56.3 43.8 0.0 - - 99.9 0.1 0.0 - - 0.1 99.9 0.0 - - -

Total % 0.3 0.2 0.0 - 0.5 48.8 0.1 0.0 - 48.9 0.0 50.5 0.0 - 50.6 -PHF 0.563 0.583 0.000 - 0.667 0.973 0.500 0.000 - 0.972 0.250 0.962 0.000 - 0.960 0.965




% Pedestrians - - - 100.0 - - - - 100.0 - - - - - - -




Peak Hour Data

09/06/2018 4:45 PMEnding At09/06/2018 5:45 PM



1464 1529 299331 14 453 1 40 0 0

1498 1544 3042

1528 1 0 014 0 0 01 0 0 00 0 0 0

1543 1 0 0T L U P

3 0 0 0 3 Out

16 0 0 0 16 In

19 0 0 0 19

Total

1225 Hyde Park R

oad [E]

R 7 0 0 0 7

L 9 0 0 0 9

U 0 0 0 0 0

P 6 6 0 0 0

1537 1459 299614 31 451 3 40 0 0

1552 1493 3045Out In Total

Hyde Park Road [S]

U T R P0 1457 2 00 31 0 00 3 0 00 0 0 10 1491 2 1






Start Time

1282 Hyde Park Driveway Crossing Pub & Eatery Driveway Hyde Park Road Hyde Park RoadEastbound Westbound Northbound Southbound

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

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

Total Int. Total

7:00 AM 0 0 0 0 0 0 0 0 0 0 2 0 3 148 0 0 0 151 0 123 2 0 0 125 2767:15 AM 1 0 1 0 2 2 0 0 0 0 0 0 2 211 0 0 1 213 0 170 1 0 0 171 3867:30 AM 0 0 1 0 0 1 0 0 0 0 3 0 6 266 0 0 0 272 0 230 4 0 0 234 5077:45 AM 1 0 0 0 1 1 0 0 0 0 0 0 1 268 0 0 0 269 0 259 1 0 0 260 530

Hourly Total 2 0 2 0 3 4 0 0 0 0 5 0 12 893 0 0 1 905 0 782 8 0 0 790 16998:00 AM 1 0 4 0 0 5 0 0 0 0 0 0 4 247 0 0 0 251 0 263 3 0 0 266 5228:15 AM 1 0 2 0 0 3 0 0 0 0 0 0 5 287 3 0 0 295 0 227 2 0 0 229 5278:30 AM 4 0 0 0 0 4 0 0 0 0 0 0 2 259 0 0 0 261 0 256 6 0 0 262 5278:45 AM 4 0 2 0 0 6 0 0 1 0 1 1 2 278 0 0 0 280 2 256 2 0 0 260 547

Hourly Total 10 0 8 0 0 18 0 0 1 0 1 1 13 1071 3 0 0 1087 2 1002 13 0 0 1017 2123*** BREAK *** - - - - - - - - - - - - - - - - - - - - - - - - -

11:00 AM 1 0 5 0 0 6 0 0 0 0 1 0 3 247 2 0 0 252 0 193 4 0 0 197 45511:15 AM 3 0 3 0 2 6 0 0 0 0 0 0 3 263 4 0 0 270 1 241 2 0 0 244 52011:30 AM 1 0 2 0 1 3 0 0 0 0 0 0 0 256 2 1 0 259 1 244 2 0 0 247 50911:45 AM 0 1 4 0 0 5 1 0 2 0 1 3 6 280 6 0 0 292 5 237 1 0 0 243 543

Hourly Total 5 1 14 0 3 20 1 0 2 0 2 3 12 1046 14 1 0 1073 7 915 9 0 0 931 202712:00 PM 2 1 8 0 0 11 0 0 1 0 0 1 4 259 3 0 0 266 3 236 2 0 8 241 51912:15 PM 1 0 2 0 0 3 5 0 1 0 0 6 1 290 1 1 0 293 1 245 3 0 0 249 55112:30 PM 4 0 2 0 0 6 0 0 1 0 2 1 3 245 2 0 0 250 0 271 2 0 0 273 53012:45 PM 2 0 7 0 0 9 1 0 2 0 1 3 8 278 4 0 0 290 3 218 1 0 0 222 524


Hourly Total 8 0 14 0 0 22 5 1 12 0 9 18 13 1092 5 0 0 1110 6 903 13 1 6 923 2073*** BREAK *** - - - - - - - - - - - - - - - - - - - - - - - - -

3:00 PM 1 0 4 0 0 5 0 0 5 0 1 5 0 289 0 0 0 289 0 298 1 0 0 299 5983:15 PM 1 0 2 0 0 3 0 0 2 0 2 2 2 307 0 0 0 309 2 357 3 0 0 362 6763:30 PM 0 0 5 0 0 5 4 0 1 0 3 5 2 297 1 0 0 300 0 294 1 0 0 295 6053:45 PM 2 0 6 0 0 8 0 0 2 0 1 2 3 318 5 0 0 326 0 303 0 0 0 303 639


Hourly Total 9 0 15 0 1 24 5 0 3 0 2 8 4 1448 12 0 0 1464 1 1461 8 1 0 1471 2967

5:00 PM 2 0 4 0 0 6 0 0 0 0 0 0 2 351 2 1 0 356 2 404 1 0 0 407 7695:15 PM 2 0 2 0 2 4 2 0 0 0 0 2 2 383 4 0 0 389 0 366 0 0 0 366 7615:30 PM 1 0 4 0 1 5 2 0 1 0 0 3 1 347 0 0 0 348 1 352 0 0 0 353 7095:45 PM 0 0 1 0 0 1 0 0 1 0 0 1 0 334 2 0 0 336 3 303 0 0 0 306 644

Hourly Total 5 0 11 0 3 16 4 0 2 0 0 6 5 1415 8 1 0 1429 6 1425 1 0 0 1432 2883Grand Total 52 2 100 0 10 154 25 1 35 0 29 61 82 9248 58 3 1 9391 31 8710 65 2 14 8808 18414Approach % 33.8 1.3 64.9 0.0 - - 41.0 1.6 57.4 0.0 - - 0.9 98.5 0.6 0.0 - - 0.4 98.9 0.7 0.0 - - -

Total % 0.3 0.0 0.5 0.0 - 0.8 0.1 0.0 0.2 0.0 - 0.3 0.4 50.2 0.3 0.0 - 51.0 0.2 47.3 0.4 0.0 - 47.8 -Lights 48 2 97 0 - 147 23 1 33 0 - 57 80 8992 55 3 - 9130 30 8472 59 2 - 8563 17897

% Lights 92.3 100.0 97.0 - - 95.5 92.0 100.0 94.3 - - 93.4 97.6 97.2 94.8 100.0 - 97.2 96.8 97.3 90.8 100.0 - 97.2 97.2Mediums 4 0 1 0 - 5 2 0 1 0 - 3 2 234 2 0 - 238 1 218 5 0 - 224 470

% Mediums 7.7 0.0 1.0 - - 3.2 8.0 0.0 2.9 - - 4.9 2.4 2.5 3.4 0.0 - 2.5 3.2 2.5 7.7 0.0 - 2.5 2.6Articulated Trucks 0 0 2 0 - 2 0 0 1 0 - 1 0 22 1 0 - 23 0 20 1 0 - 21 47

% ArticulatedTrucks 0.0 0.0 2.0 - - 1.3 0.0 0.0 2.9 - - 1.6 0.0 0.2 1.7 0.0 - 0.2 0.0 0.2 1.5 0.0 - 0.2 0.3

Pedestrians - - - - 10 - - - - - 29 - - - - - 1 - - - - - 14 - -% Pedestrians - - - - 100.0 - - - - - 100.0 - - - - - 100.0 - - - - - 100.0 - -




09/06/2018 7:00 AMEnding At09/06/2018 6:00 PM



9075 8563 17638239 224 46323 21 440 0 0

9337 8808 18145

59 8472 30 2 05 218 1 0 01 20 0 0 00 0 0 0 14

65 8710 31 2 14R T L U P

91 0 1 3 87

Out

61 0 1 3 57 In

152 0 2 6 144

Total

Crossing Pub & Eatery D

riv

R 35 0 1 1 33

T 1 0 0 0 1

L 25 0 0 2 23

U 0 0 0 0 0

P 29 29 0 0 0

8595 9130 17725221 238 45922 23 450 0 0

8838 9391 18229Out In Total

Hyde Park Road [S]

U L T R P3 80 8992 55 00 2 234 2 00 0 22 1 00 0 0 0 13 82 9248 58 1

1282

Hyd

e Pa

rk D

rivew

ay [

Tota

l

287

12 3 0 302

In 147 5 2 0 154

Out

140 7 1 0 148

0 0 0 0 0 U

48 4 0 0 52 L

2 0 0 0 2 T

97 1 2 0 100 R

0 0 0 10 10 P






Start Time




Total Int. Total

8:00 AM 1 0 4 0 0 5 0 0 0 0 0 0 4 247 0 0 0 251 0 263 3 0 0 266 5228:15 AM 1 0 2 0 0 3 0 0 0 0 0 0 5 287 3 0 0 295 0 227 2 0 0 229 5278:30 AM 4 0 0 0 0 4 0 0 0 0 0 0 2 259 0 0 0 261 0 256 6 0 0 262 5278:45 AM 4 0 2 0 0 6 0 0 1 0 1 1 2 278 0 0 0 280 2 256 2 0 0 260 547

Total 10 0 8 0 0 18 0 0 1 0 1 1 13 1071 3 0 0 1087 2 1002 13 0 0 1017 2123Approach % 55.6 0.0 44.4 0.0 - - 0.0 0.0 100.0 0.0 - - 1.2 98.5 0.3 0.0 - - 0.2 98.5 1.3 0.0 - - -

Total % 0.5 0.0 0.4 0.0 - 0.8 0.0 0.0 0.0 0.0 - 0.0 0.6 50.4 0.1 0.0 - 51.2 0.1 47.2 0.6 0.0 - 47.9 -PHF 0.625 0.000 0.500 0.000 - 0.750 0.000 0.000 0.250 0.000 - 0.250 0.650 0.933 0.250 0.000 - 0.921 0.250 0.952 0.542 0.000 - 0.956 0.970

Lights 9 0 8 0 - 17 0 0 1 0 - 1 13 1044 3 0 - 1060 2 955 13 0 - 970 2048% Lights 90.0 - 100.0 - - 94.4 - - 100.0 - - 100.0 100.0 97.5 100.0 - - 97.5 100.0 95.3 100.0 - - 95.4 96.5Mediums 1 0 0 0 - 1 0 0 0 0 - 0 0 25 0 0 - 25 0 43 0 0 - 43 69

% Mediums 10.0 - 0.0 - - 5.6 - - 0.0 - - 0.0 0.0 2.3 0.0 - - 2.3 0.0 4.3 0.0 - - 4.2 3.3Articulated Trucks 0 0 0 0 - 0 0 0 0 0 - 0 0 2 0 0 - 2 0 4 0 0 - 4 6

% ArticulatedTrucks 0.0 - 0.0 - - 0.0 - - 0.0 - - 0.0 0.0 0.2 0.0 - - 0.2 0.0 0.4 0.0 - - 0.4 0.3

Pedestrians - - - - 0 - - - - - 1 - - - - - 0 - - - - - 0 - -% Pedestrians - - - - - - - - - - 100.0 - - - - - - - - - - - - - -




Peak Hour Data

09/06/2018 8:00 AMEnding At09/06/2018 9:00 AM



1054 970 202426 43 692 4 60 0 0

1082 1017 2099

13 955 2 0 00 43 0 0 00 4 0 0 00 0 0 0 0

13 1002 2 0 0R T L U P

5 0 0 0 5 Out

1 0 0 0 1 In

6 0 0 0 6

Total


riv

R 1 0 0 0 1

T 0 0 0 0 0

L 0 0 0 0 0

U 0 0 0 0 0

P 1 1 0 0 0

963 1060 202343 25 684 2 60 0 0

1010 1087 2097Out In Total

Hyde Park Road [S]

U L T R P0 13 1044 3 00 0 25 0 00 0 2 0 00 0 0 0 00 13 1071 3 0

1282

Hyd

e Pa

rk D

rivew

ay [

Tota

l

43 1 0 0 44

In 17 1 0 0 18

Out 26 0 0 0 26

0 0 0 0 0 U

9 1 0 0 10 L

0 0 0 0 0 T

8 0 0 0 8 R

0 0 0 0 0 P






Start Time




Total Int. Total

11:45 AM 0 1 4 0 0 5 1 0 2 0 1 3 6 280 6 0 0 292 5 237 1 0 0 243 54312:00 PM 2 1 8 0 0 11 0 0 1 0 0 1 4 259 3 0 0 266 3 236 2 0 8 241 51912:15 PM 1 0 2 0 0 3 5 0 1 0 0 6 1 290 1 1 0 293 1 245 3 0 0 249 55112:30 PM 4 0 2 0 0 6 0 0 1 0 2 1 3 245 2 0 0 250 0 271 2 0 0 273 530

Total 7 2 16 0 0 25 6 0 5 0 3 11 14 1074 12 1 0 1101 9 989 8 0 8 1006 2143Approach % 28.0 8.0 64.0 0.0 - - 54.5 0.0 45.5 0.0 - - 1.3 97.5 1.1 0.1 - - 0.9 98.3 0.8 0.0 - - -

Total % 0.3 0.1 0.7 0.0 - 1.2 0.3 0.0 0.2 0.0 - 0.5 0.7 50.1 0.6 0.0 - 51.4 0.4 46.2 0.4 0.0 - 46.9 -PHF 0.438 0.500 0.500 0.000 - 0.568 0.300 0.000 0.625 0.000 - 0.458 0.583 0.926 0.500 0.250 - 0.939 0.450 0.912 0.667 0.000 - 0.921 0.972

Lights 6 2 16 0 - 24 4 0 4 0 - 8 13 1047 10 1 - 1071 9 964 7 0 - 980 2083% Lights 85.7 100.0 100.0 - - 96.0 66.7 - 80.0 - - 72.7 92.9 97.5 83.3 100.0 - 97.3 100.0 97.5 87.5 - - 97.4 97.2Mediums 1 0 0 0 - 1 2 0 0 0 - 2 1 25 2 0 - 28 0 21 1 0 - 22 53

% Mediums 14.3 0.0 0.0 - - 4.0 33.3 - 0.0 - - 18.2 7.1 2.3 16.7 0.0 - 2.5 0.0 2.1 12.5 - - 2.2 2.5Articulated Trucks 0 0 0 0 - 0 0 0 1 0 - 1 0 2 0 0 - 2 0 4 0 0 - 4 7

% ArticulatedTrucks 0.0 0.0 0.0 - - 0.0 0.0 - 20.0 - - 9.1 0.0 0.2 0.0 0.0 - 0.2 0.0 0.4 0.0 - - 0.4 0.3

Pedestrians - - - - 0 - - - - - 3 - - - - - 0 - - - - - 8 - -% Pedestrians - - - - - - - - - - 100.0 - - - - - - - - - - - 100.0 - -




Peak Hour Data

09/06/2018 11:45 AMEnding At09/06/2018 12:45 PM



1057 980 203726 22 483 4 70 0 0

1086 1006 2092

7 964 9 0 01 21 0 0 00 4 0 0 00 0 0 0 88 989 9 0 8R T L U P

23 0 0 2 21

Out

11 0 1 2 8 In

34 0 1 4 29

Total


riv

R 5 0 1 0 4

T 0 0 0 0 0

L 6 0 0 2 4

U 0 0 0 0 0

P 3 3 0 0 0

985 1071 205623 28 514 2 60 0 0

1012 1101 2113Out In Total

Hyde Park Road [S]

U L T R P1 13 1047 10 00 1 25 2 00 0 2 0 00 0 0 0 01 14 1074 12 0

1282

Hyd

e Pa

rk D

rivew

ay [

Tota

l

44 3 0 0 47

In 24 1 0 0 25

Out 20 2 0 0 22

0 0 0 0 0 U

6 1 0 0 7 L

2 0 0 0 2 T

16 0 0 0 16 R

0 0 0 0 0 P






Start Time




Total Int. Total

4:30 PM 4 0 8 0 1 12 1 0 1 0 0 2 2 340 4 0 0 346 0 380 4 0 0 384 7444:45 PM 2 0 3 0 0 5 2 0 0 0 0 2 0 406 7 0 0 413 1 397 1 0 0 399 8195:00 PM 2 0 4 0 0 6 0 0 0 0 0 0 2 351 2 1 0 356 2 404 1 0 0 407 7695:15 PM 2 0 2 0 2 4 2 0 0 0 0 2 2 383 4 0 0 389 0 366 0 0 0 366 761

Total 10 0 17 0 3 27 5 0 1 0 0 6 6 1480 17 1 0 1504 3 1547 6 0 0 1556 3093Approach % 37.0 0.0 63.0 0.0 - - 83.3 0.0 16.7 0.0 - - 0.4 98.4 1.1 0.1 - - 0.2 99.4 0.4 0.0 - - -

Total % 0.3 0.0 0.5 0.0 - 0.9 0.2 0.0 0.0 0.0 - 0.2 0.2 47.8 0.5 0.0 - 48.6 0.1 50.0 0.2 0.0 - 50.3 -PHF 0.625 0.000 0.531 0.000 - 0.563 0.625 0.000 0.250 0.000 - 0.750 0.750 0.911 0.607 0.250 - 0.910 0.375 0.957 0.375 0.000 - 0.956 0.944

Lights 10 0 17 0 - 27 5 0 1 0 - 6 6 1445 17 1 - 1469 3 1524 6 0 - 1533 3035% Lights 100.0 - 100.0 - - 100.0 100.0 - 100.0 - - 100.0 100.0 97.6 100.0 100.0 - 97.7 100.0 98.5 100.0 - - 98.5 98.1Mediums 0 0 0 0 - 0 0 0 0 0 - 0 0 30 0 0 - 30 0 22 0 0 - 22 52

% Mediums 0.0 - 0.0 - - 0.0 0.0 - 0.0 - - 0.0 0.0 2.0 0.0 0.0 - 2.0 0.0 1.4 0.0 - - 1.4 1.7Articulated Trucks 0 0 0 0 - 0 0 0 0 0 - 0 0 5 0 0 - 5 0 1 0 0 - 1 6

% ArticulatedTrucks 0.0 - 0.0 - - 0.0 0.0 - 0.0 - - 0.0 0.0 0.3 0.0 0.0 - 0.3 0.0 0.1 0.0 - - 0.1 0.2

Pedestrians - - - - 3 - - - - - 0 - - - - - 0 - - - - - 0 - -% Pedestrians - - - - 100.0 - - - - - - - - - - - - - - - - - - - -




Peak Hour Data

09/06/2018 4:30 PMEnding At09/06/2018 5:30 PM



1456 1533 298930 22 525 1 60 0 0

1491 1556 3047

6 1524 3 0 00 22 0 0 00 1 0 0 00 0 0 0 06 1547 3 0 0R T L U P

20 0 0 0 20

Out

6 0 0 0 6 In

26 0 0 0 26

Total


riv

R 1 0 0 0 1

T 0 0 0 0 0

L 5 0 0 0 5

U 0 0 0 0 0

P 0 0 0 0 0

1547 1469 301622 30 521 5 60 0 0

1570 1504 3074Out In Total

Hyde Park Road [S]

U L T R P1 6 1445 17 00 0 30 0 00 0 5 0 00 0 0 0 01 6 1480 17 0

1282

Hyd

e Pa

rk D

rivew

ay [

Tota

l

39 0 0 0 39

In 27 0 0 0 27

Out 12 0 0 0 12

0 0 0 0 0 U

10 0 0 0 10 L

0 0 0 0 0 T

17 0 0 0 17 R

0 0 0 3 3 P


CITY OF LONDON

INTERSECTION TIMING SHEET

Model

Intersection Name Int. No. Sheet Rev.

Sarnia Rd @ Hyde Park Rd 105

Controller Make Firmware Rev. No Implemented (Y/M/D

Eagle 3208M34 3.32m

2

.

Revision

NO Date Description Checked Approved Field Chgby by byY/M/D

. . , . ..

. . , . ..

. . , . ..

. . , . ..

. . , . ..

. . , . ..

. . , . ..

. . , . . .*-Start From Main Menu

PHASE DISCRIPTION

Actuated Actuate

1 Hyde Park Rd SB-LeftPH 1 Y

2 Hyde Park Rd NB-ThruPH 6 Hyde Park Rd SB-ThruPH 6 Y

4 Sarnia Rd. WB-ThruPH 4 Y 8 Y

*-Start From Main Menu

UTILITIES - ACCESS * - 2 - 1

Codes Four Digits (0000 - 9999) 9999Code.......................... :

UTILITIES - CONFIGURE PORTS * - 2 - 8 - 3

Communications Setup For Port 3

Baud Rate.......................... : 9600 Baud

PHASE DATA - VEHICLE TIMINGS * - 3 - 1

1Phase:Basic Timings

Minimum Green................ : 5

Passage Time/10.............. : 30

Maximum No. 1................ : 8

Maximum No. 2................ : 8

Yellow Change/10............ : 30

Red Change/10................ : 10

2

7

30

12

12

37

29

3

0

0

0

0

30

0

4

7

30

21

21

37

24

5

0

0

0

0

30

0

6

7

30

12

12

37

29

7

0

0

0

0

30

0

8

7

30

21

21

37

24

Page 1 of 13C.90.2.25.2011

Model




Eagle 3208M34 3.32m

2

.

PHASE DATA - DENSITY TIMINGS * - 3 - 2

1Phase:Density Timings

Seconds/Actuation/10..... : 0

Maximum Initial.............. : 0

Time B4 Reduction......... : 0

Cars B4 Reduction......... : 0

Time to Reduce............. : 0

Minimum Gap/10........... : 0

2

0

0

0

0

0

0

3

0

0

0

0

0

0

4

0

0

0

0

0

0

5

0

0

0

0

0

0

6

0

0

0

0

0

0

7

0

0

0

0

0

0

8

0

0

0

0

0

0

PHASE DATA - PEDESTRIAN TIMINGS - CONTROL * - 3 - 3

1Phase:Pedestrian Timings

Walk................................ : 0

Pedestrian Clearance....... : 0

Act Rest in Walk.............. : 0

2

7

26

0

3

0

0

0

4

7

24

0

5

0

0

0

6

7

26

0

7

0

0

0

8

7

24

0

Pedestrian Control Entry "1" = Yes & "0" = No

PHASE DATA - GENERAL CONTROL * - 3 - 4

1Phase:General Control

Initialization..................... : 1

Non-Act Response.......... : 0

2

4

1

3

0

0

4

1

2

5

0

0

6

4

0

7

0

0

8

1

2

PHASE DATA - VEHICLE AND PEDESTRIAN RECALLS * - 3 - 5

1Phase:Recalls

Vehicle Recalls................. : 0

Pedestrian Recalls............ : 0

Recall Delay (SEC)........... : 0

2

3

4

0

3

0

0

0

4

0

0

0

5

0

0

0

6

0

0

0

7

0

0

0

8

0

0

0

Codes..................................... : 0 1 2 3 4

Initialization..................... : NONE INACTIVE RED YELLOW GREEN

Non-Act Response........... : NONE TO NA 1 TO NA II TO BOTH ----------

Vehicle Recalls................ : NONE 1 CALL MINIMUM MAXIMUM SOFT

Pedestrian Recalls........... : NONE 1 CALL PED NA NA+

PHASE DATA - VEHICLE CONTROLS * - 3 - 6

1Phase:Vehicle Control

Non-Locking Memory..... : 0

Dual Entry...................... : 0

8

1

1

7

1

0

6

1

1

5

1

0

4

1

1

3

1

0

2

1

1

PHASE DATA - SEQUENCE CONTROL * - 3 - 7

1Phase:Sequence

Phase Omit....................... : 2

Phase - Yellow.................. : 0

2

0

0

3

4

0

4

0

0

5

6

0

6

0

0

7

8

0

8

0

0

Page 2 of 13C.90.2.25.2011

Model




Eagle 3208M34 3.32m

2

.

PHASE DATA - VEHICLE DETECTOR CONTROL * - 3 - 8 - 1

1Detector:Control

Assigned Phase............... : 1

Operation Mode............... : 0

Switch.............................. : 6

Extended Time/10............ : 0

Delay Time....................... : 0

2

2

0

0

0

0

3

3

0

0

0

0

4

4

0

0

0

0

5

5

0

0

0

0

6

6

0

0

0

0

7

7

0

0

0

0

8

8

0

0

0

0

Codes..................................... : 0 1 2 3 4

Operation Mode............... : NORM VEH NORM PED ONE CALL ST BAR A ST BAR B

Assigned Phase............... : NONE Detector is Assigned To # - Phase

Switch.............................. : NONE Detector is Assigned To # - Phase The Assigned

Phase is Yellow / Red & # - Phase is Green

PHASE DATA - PEDESTRIAN DETECTOR CONTROL *- 3 - 8 - 9

1Detector:Control

Assigned Phase............... : 1

Operation Mode............... : 1

Switch.............................. : 0

Extended Time/10............ : 0

Delay Time....................... : 0

2

2

1

0

0

0

3

3

1

0

0

0

4

4

1

0

0

0

5

5

1

0

0

0

6

6

1

0

0

0

7

7

1

0

0

0

8

8

1

0

0

0

Codes..................................... : 0 1 2 3 4





PHASE DATA - SPECIAL DETECTOR CONTROL DATA * - 3 - 8 - 0

1Detector:Control

Assigned Phase............... : 0

Operation Mode............... : 0

Switch.............................. : 0

Extended Time/10............ : 0

Delay Time....................... : 0

8

0

0

0

0

0

7

0

0

0

0

0

6

0

0

0

0

0

5

0

0

0

0

0

4

0

0

0

0

0

3

0

0

0

0

0

2

0

0

0

0

0

Codes..................................... : 0 1 2 3 4





UNIT DATA - START UP& MISC * - 4 - 1

Startup Time....................: 7 Time in Seconds

Startup State....................: 1 0-Flash 1-Red

Red Revert/10..................: Time in Tenth Seconds 400

Auto Ped Clear.................: 0 0-No 1-Yes

Stop Time Reset...............: 0 0-No 1-Yes

Alternate Sequence..........: 0 00-15 Alt Sequence ##

UNIT DATA - AUTOMATIC FLASH N/A

Page 3 of 13C.90.2.25.2011

Model




Eagle 3208M34 3.32m

2

.

UNIT DATA - OVERLAP * - 4 - 3

Overlaps

A

Phase(s)

B C D E F G H I J K L M N O P

A

40

20

0

0

0

B

40

20

0

0

0

C

40

20

0

0

0

D

40

20

0

0

0

E

40

20

0

0

0

F

40

20

0

0

0

G

40

20

0

0

0

H

40

20

0

0

0

I

40

20

0

0

0

J

40

20

0

0

0

K

40

20

0

0

0

L

40

20

0

0

0

M

40

20

0

0

0

N

40

20

0

0

0

O

40

20

0

0

0

P

40

20

0

0

0Trail Green

Minus Green

Plus Green

Trail Yellow

Trail Red

UNIT DATA - RING STRUCTURE Please call the City Hall

Next PhaseRingPhase

1 1 2

2 1 3

3 1 4

4 1 1

5 2 6

6 2 7

7 2 8

8 2 5

Concurrent Phase(s)

1 2 3 4 5 6 7 8

1 0 0 0 1 1 0 0

0 1 0 0 1 1 0 0 0 0 1 0 0 0 1 1

0 0 0 1 0 0 1 1

1 1 0 0 1 0 0 0

1 1 0 0 0 1 0 0

0 0 1 1 0 0 1 0

0 0 1 1 0 0 0 1

Channel Assignment

Hardware Pin SetChannelControl Hardware Pin SetChannelControl Hardware Pin SetChannelControl

1 11 - Ph.1 RYGPh.1 Veh 2 22 - Ph.2 RYGPh.2 Veh 3 33 - Ph.3 RYGPh.3 Veh

4 44 - Ph.4 RYGPh.4 Veh 5 55 - Ph.5 RYGPh.5 Veh 6 66 - Ph.6 RYGPh.6 Veh

7 77 - Ph.7 RYGPh.7 Veh 8 88 - Ph.8 RYGPh.8 Veh 9 1717 - Ph.18 DPWPh.18 Ped

10 99 - Ph.20 DPWPh.20 Ped 11 1818 - Ph.22 DPWPh.22 Ped 12 1010 - Ph.24 DPWPh.24 Ped

13 1919 - Ph.33 RYGPh.33 OLP 14 1111 - Ph.34 RYGPh.34 OLP 15 2020 - Ph.35 RYGPh.35 OLP

16 1212 - Ph.36 RYGPh.36 OLP 17 1313 - Ph.17 DPWPh.17 Ped 18 1414 - Ph.19 DPWPh.19 Ped

19 1515 - Ph.21 DPWPh.21 Ped 20 1616 - Ph.23 DPWPh.23 Ped

Page 4 of 13C.90.2.25.2011

Model




Eagle 3208M34 3.32m

2

.

COORD DATA - MODE * - 5 - 1

Control Codes: 0 1 2 3 4 6

Operation.........................: FRE 1 AUT MAN ----- ----- -----

Mode................................: PRM 1 YLD PYL POM SOM FAC

Maximum.........................: ING 0 MX1 MX2 ---- ---- ----

Correction ...............,,......: DW 2 MDW SWY SW+ ---- ----

Offset (?? Of Green).........: BEGIN 0 END OF GREEN

Force................................: PLAN 1 CYCLE TIME

Max Dwell Time................: 0 Time in Seconds

Yield Period......................: 0 Time in Seconds

Manual Dial (dial/split/offset).....: 1/1/1

COORD DATA - TIMING PLANS * - 5 - 3

D1/S1Control Timing Plan.....:

Cycle Length.................: 110

D1/S2

110

D1/S3

120

D1/S4

0

D2/S1

0

D2/S2

0

D2/S3

0

D2/S4

0

13/0Phase 01 TimeMode.......:








15/0

52/1

0/6

43/0

0/6

67/1

0/6

43/0

18/0

57/1

0/6

45/0

0/6

75/1

0/6

45/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

87Offset.. 1

0Offset 1 Pattern Mode..:

0Offset.. 2


0Offset.. 3


105

0

0

0

0

0

60

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

D3/S1Control Timing Plan.....:

Cycle Length.................: 110

D3/S2

0

D3/S3

0

D3/S4

0

D4/S1

0

D4/S2

0

D4/S3

0

D4/S4

0









0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0/0

0Offset.. 1


0Offset.. 2


0Offset.. 3


0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Codes..................................... :

Phase Mode.................... : 0-Actuated 1-Coord Phase 2-Min Rec 3-Max Rec

5-Max+Ped Re4-Ped Rec 6-Phase Omit 7-dual coord Phase

Pattern mode.................. : 0-Normal/ 1-Perm/ 2-Yeild/ 3-Perm yield/ 4-Perm Omit/ 5-Seq Omit/ 6-Full Act

Alternate Sequence........ : Value To Be Set To Zero "0"

R# LAG.......................... : N/A

Page 5 of 13C.90.2.25.2011

Model




Eagle 3208M34 3.32m

2

.

TIME BASE DATA - MODE * - 6 - 2

* - 6 - 6

DST: Begin: Month 3 Week 2 DST: Daylight Savings TIME

DST: End: Month 11 Week 1 Month = 01 - 12 (begin<End)

COORD CYCLE ZERO _24:00

Week = 1 to 5 (5=Last Week)

CYCLE ZERO: Time (HH:MM) Sets

Reference For Coord Sync

00:00 = Event Time / Other = That HH:MM

DAYS EQUATES: Care Must be Used to insure

days are not equated to undefined days

or days that are equated to other days.

Results will be a day without events to run

EQUATED DAY: (DEFINED DAY = DAY)

1 51 0 0 0 0 0 0=

2 3 4 5 6 0 0 0=

TIME BASE DATA - TRAFFIC EVENTS * - 6 - 2

Day Time

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16

PHASE FUNCTIONPATTERNPDAY HH:MM

Refer to phase function mapping

1 0 0 0 0 0 0 0 0 X 0 0 0 0 0 0 000:01 Free

1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 008:00 3/1/1

1 0 0 0 0 0 0 0 0 X 0 0 0 0 0 0 022:00 Free

2 0 0 0 0 0 0 0 0 X 0 0 0 0 0 0 000:01 Free

2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 006:00 1/1/1

2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 009:00 1/2/1

2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 015:00 1/3/1

2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 018:00 1/2/1

2 0 0 0 0 0 0 0 0 X 0 0 0 0 0 0 022:00 Free

7 0 0 0 0 0 0 0 0 X 0 0 0 0 0 0 000:01 Free

7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 007:00 3/1/1

7 0 0 0 0 0 0 0 0 X 0 0 0 0 0 0 022:00 Free

NOTE: Day 1 =Sunday, Day 2-6 = Monday to Friday, Day 7 = Saturday

REFERENCE DATA

PDAY - 01-99 Program Day 2 - Enables Report PATTERN: (D/S/O)

HH:MM - 24 Hour Clock 3 - Rep Multiplier Flash - 5/5/0

A.123 - Auxiliary Output DIM - Dimming Enable Free - 0/0/4

D.123 - Detector 2.1> - Special Function Output Phase Function: Call Free

1 - Det Diag Value ALL - OFF / 1 - ON SEt Pattern to 0/0/0

Page 6 of 13C.90.2.25.2011

Model




Eagle 3208M34 3.32m

2

.

TIME BASE DATA - AUXILIARY EVENTS * - 6 - 4

87654321PDAY HH:MM 1 2 3A.

DAY TIME

321D. DIM

1 0 00 X X 0 0 0000000000:01

2 0 00 X X 0 0 0000000000:01

2 0 00 X X 0 0 0000000007:00

2 0 00 X X 0 0 0000000018:00

7 0 00 X X 0 0 0000000000:01

REFERENCE DATA

PDAY - 01-99 Program Day 2 - Enables Report

HH:MM - 24 Hour Clock 3 - Rep Multiplier

A.123 - Auxiliary Output DIM - Dimming Enable

D.123 - Detector S. 1>8 - Special Function Output

1 - Det Diag Value ALL - 0 - OFF / 1 - ON

TIME BASE DATA - TIME OF YEAR EVENTS * - 6 - 5

Page 7 of 13C.90.2.25.2011

Model




Eagle 3208M34 3.32m

2

.

WeekDayMM/DD/YY

DATE SPECIAL

WeekDayMM/DD/YY

DATE SPECIAL

51 02/16/15 51 04/3/15

51 05/18/15 51 08/3/15

51 09/7/15 51 010/12/15

51 02/15/16 51 03/25/16

51 05/23/16 51 08/1/16

51 09/5/16 51 010/10/16

51 02/20/17 51 04/14/17

51 05/22/17 51 08/7/17

51 09/4/17 51 010/9/17

51 02/19/18 51 03/30/18

51 05/21/18 51 08/6/18

51 09/3/18 51 010/8/18

51 02/18/19 51 04/19/19

51 05/20/19 51 08/5/19

51 09/2/19 51 010/14/19

51 02/17/20 51 04/10/20

51 05/18/20 51 08/3/20

51 09/7/20 51 010/12/20

51 02/15/21 51 04/2/21

51 05/24/21 51 08/2/21

51 09/6/21 51 010/11/21

51 02/21/22 51 04/15/22

51 05/23/22 51 08/1/22

51 09/5/22 51 010/10/22

51 02/20/23 51 04/7/23

51 05/23/23 51 08/7/23

51 09/4/23 51 010/9/23

1 01/1/Annual 1 07/1/Annual

1 012/25/Annual 1 012/26/Annual

Reference Data:

Special Day -

Any Program Day 00 - 99

Special Week -

Week 0 = Program Day 01 - 07




TIME BASE DATA - PHASE FUNCTION MAPPING * - 6 - 9

Page 8 of 13C.90.2.25.2011

Model




Eagle 3208M34 3.32m

2

.

PHASES 1 THRU 8 MAX #2

FUNCTION NAME 21 3 4 5 6 7 8 9 10 11 12 13 14 15 16

0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0Phase 1 Max2.........:

0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0Phase 2 Max2.........:

0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0Phase 3 Max2.........:

0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0Phase 4 Max2.........:

0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0Phase 5 Max2.........:

0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0Phase 6 Max2.........:

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1Phase 7 Max2.........:

1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Phase 8 Max2.........:

(Code:0-OFF & 1-ON)

TIME BASE DATA - PHASE FUNCTION MAPPING * - 6 - 9

FUNCTION NAME 21 3 4 5 6 7 8 9 10 11 12 13 14 15 16

0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0Phase 1 Phase Omit.........:

0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0Phase 2 Phase Omit.........:

0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0Phase 3 Phase Omit.........:

0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0Phase 4 Phase Omit.........:

0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0Phase 5 Phase Omit.........:

0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0Phase 6 Phase Omit.........:

0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0Phase 7 Phase Omit.........:

0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0Phase 8 Phase Omit.........:

(Code:0-OFF & 1-ON)

Page 9 of 13C.90.2.25.2011

Model




Eagle 3208M34 3.32m

2

.

TIME BASE DATA - SPECIAL FUNCTION MAPPING * - 6 - 0

Refer To Auxiliary Eve

87654321FUNCTION NAME ( Codes: 0-NO & 1-YES )

1 0 0 0 0 0 0 0Special Function 1








Preemption *-7

CONTROL RING 1 MIN GRN/WLK TIME: 5

RING 2 MIN GRN/WLK TIME: 5

PREEMPT DATA - PREEMPT 1 * - 7 - 2

N-LOCK: 1

26 20Select Ped Clear........: 0-999 Seconds Dwell Green...............:

Select Yellow.............: 37 0-999 Seconds Return Ped Clear........: 0

Select Red.................: 29 0-999 Seconds Return Yellow.............: 37

Track Green...............: 0 0-999 Seconds Return Red.................: 29

Track Ped..................: 0 0-999 Seconds

Track Yellow.............: 30 0-999 Seconds

Track Red.................: 0 0-999 Seconds

Phase: 1

Phase Exit(s) 0

Phase Call(s) 0

2

0

0

3

0

0

4

1

0

5

0

0

6

0

0

7

0

0

8

1

0

Phase Exit(s) and Phase Call(s) Control Entry "1" = Yes & "0" = No

PHASE: 1

TRK GRN 0

DWELL 0

CYCLE 0

2

0

1

0

3

0

0

0

4

0

0

0

5

0

0

0

6

0

1

0

7

0

0

0

8

0

0

0

Vehicle Trk Grn/Dwell

Code: 0

RED

1

GREEN

2

FL RED

3

FL YEL

OVERLAP: ATRK GRN 0

DWELL 0

CYCLE 0

B

0

0

0

C

0

0

0

D

0

0

0

E

0

0

0

F

0

0

0

G

0

0

0

H

0

0

0

Code:

Overlap Trk Grn/Dwell

0

RED

1

GREEN

2

FL RED

3

FL YEL

Page 10 of 13C.90.2.25.2011

Model




Eagle 3208M34 3.32m

2

.


N-LOCK: 1








Phase: 1

Phase Exit(s) 0

Phase Calls 0

2

1

0

4

0

0

5

0

0

6

1

0

7

0

0

3

0

0

8

0

0


PHASE: 1

TRK GRN 0

DWELL 0

CYCLE 0

3

0

0

0

4

0

1

0

5

0

0

0

6

0

0

0

7

0

0

0

8

0

1

0

2

0

0

0


0

RED

1

GREEN

2

FL RED

3

FL YEL

Code:

OVERLAP: ATRK GRN 0

DWELL 0

CYCLE 0

B

0

0

0

C

0

0

0

D

0

0

0

E

0

0

0

F

0

0

0

G

0

0

0

H

0

0

0

Code:


0

RED

1

GREEN

2

FL RED

3

FL YEL


N-LOCK: 0








Phase: 1

PhaseExit s) 0

Phase Calls 0

4

0

0

6

0

0

2

0

0

3

0

0

7

0

0

8

0

0

5

0

0


PHASE: 1

TRK GRN 0

DWELL 0

CYCLE 0

2

0

0

0

3

0

0

0

5

0

0

0

6

0

0

0

7

0

0

0

8

0

0

0

4

0

0

0

Code:


0

RED

1

GREEN

2

FL RED

3

FL YEL

OVERLAP: ATRK GRN 0

DWELL 0

CYCLE 0

B

0

0

0

H

0

0

0

G

0

0

0

F

0

0

0

E

0

0

0

D

0

0

0

C

0

0

0

Code:


0

RED

1

GREEN

2

FL RED

3

FL YEL

Page 11 of 13C.90.2.25.2011

Model




Eagle 3208M34 3.32m

2

.

SYSTEM DATA - GENERAL * - 8 - 1

Local Address Three Digits (000-032) * - 8 - 1 - 1

15Revert to Backup Time in Minutes (000-255) * - 8 - 1 - 2

1) An address other than "000" Transfer local "D" connector I/O to it's system definition

2) On loss of communications, the local will revert to it's time base events after the revert to backup time

SYSTEM DATA - SYSTEM DETECTORS * - 8 - 2

System Detector 1 ASSIGN

Assigned Detector.................: 65

System Detector 1 V+O

VPHR x 100...........................: 0

AVGT (minutes).....................: 5

CTFC/10................................: 10

MVOL%.................................: 15

2

66

2

0

5

10

15

3

67

2

0

5

10

15

4

68

2

0

5

10

15

5

69

2

0

5

10

15

6

70

2

0

5

10

15

7

71

2

0

5

10

15

8

0

2

0

0

0

0

Time in Minutes (00-99)/Time base Aux D2 Starts A ReportReport Interval.......................: 15

SYSTEM DATA - VEH DETECTOR DIAGNOSTICS * - 8 - 3 - 1 - 1

2

0

0

0

1VEH DetectorVALUE 0

Max Presence............: 60

No Activity..................: 0

Erratic Counts............: 0

3

0

0

0

4

60

60

0

5

0

0

0

6

0

0

0

7

0

0

0

8

0

0

0

2

0

0

0

1VEH DetectorVALUE 1

Max Presence............: 0

No Activity..................: 0


3

0

0

0

4

60

0

0

5

0

0

0

6

0

0

0

7

0

0

0

8

0

0

0

SYSTEM DATA - PED DETECTOR DIAGNOSTICS * - 8 - 3 - 1 - 9

1PED DetectorVALUE 0

Max Presence............: 60

No Activity..................: 60


2

60

60

100

3

60

60

100

4

60

60

100

5

60

60

100

6

60

60

100

7

60

60

100

8

0

0

0

2

60

0

100

3

60

0

100

4

60

0

100

5

60

0

100

6

60

0

100

7

60

0

100

8

0

0

0

1PED DetectorVALUE 1

Max Presence............: 60

No Activity..................: 0


SYSTEM DATA - SPC DETECTOR DIAGNOSTICS * - 8 - 3 - 1 - 0

1SPC DetectorVALUE 0


No Activity..................: 0


2

0

0

0

3

0

0

0

4

60

0

0

5

0

0

0

6

0

0

0

7

0

0

0

8

60

0

0

1SPC DetectorVALUE 1


No Activity..................: 0


2

0

0

0

3

0

0

0

4

60

0

0

5

0

0

0

6

0

0

0

7

0

0

0

8

60

0

0

Page 12 of 13C.90.2.25.2011

Model




Eagle 3208M34 3.32m

2

.

Comments:

.

.

.

.

.

.

.

.

Authorized Signature: Date:. .

Page 13 of 13C.90.2.25.2011



Appendix C

Base Year (2018) Traffic Operations Reports

180115: 1176 & 1230 Hyde Park Road TIA

PTSL Synchro 9 ReportPage 1

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 0 0 46 77 0 69 11 967 109 64 894 2Future Volume (vph) 0 0 46 77 0 69 11 967 109 64 894 2Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 0.0 0.0 0.0 100.0 160.0 0.0 300.0 0.0Storage Lanes 0 0 1 1 1 0 1 0Taper Length (m) 7.5 7.5 7.5 7.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95Ped Bike FactorFrt 0.865 0.850 0.985Flt Protected 0.950 0.950 0.950Satd. Flow (prot) 0 1565 0 1641 1495 0 1530 3452 0 1626 3432 0Flt Permitted 0.950 0.950 0.950Satd. Flow (perm) 0 1565 0 1641 1495 0 1530 3452 0 1626 3432 0Link Speed (k/h) 50 50 50 50Link Distance (m) 220.4 363.6 475.9 436.5Travel Time (s) 15.9 26.2 34.3 31.4Confl. Peds. (#/hr) 1 1 1 1 2 5 5 2Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 0% 0% 5% 10% 0% 8% 18% 2% 12% 11% 5% 100%Adj. Flow (vph) 0 0 50 84 0 75 12 1051 118 70 972 2Shared Lane Traffic (%)Lane Group Flow (vph) 0 50 0 84 75 0 12 1169 0 70 974 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(m) 3.6 3.6 3.6 3.6Link Offset(m) 0.0 0.0 0.0 0.0Crosswalk Width(m) 4.8 4.8 4.8 4.8Two way Left Turn Lane Yes YesHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (k/h) 25 15 25 15 25 15 25 15Sign Control Stop Stop Free Free

Intersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 54.8% ICU Level of Service AAnalysis Period (min) 15



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 46 77 0 69 11 967 109 64 894 2Future Volume (Veh/h) 0 0 46 77 0 69 11 967 109 64 894 2Sign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 50 84 0 75 12 1051 118 70 972 2Pedestrians 2 5 1 1Lane Width (m) 3.6 3.6 3.6 3.6Walking Speed (m/s) 1.2 1.2 1.2 1.2Percent Blockage 0 0 0 0Right turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (m)pX, platoon unblockedvC, conflicting volume 1740 2313 490 1816 2255 590 976 1174vC1, stage 1 conf vol 1115 1115 1139 1139vC2, stage 2 conf vol 626 1198 677 1116vCu, unblocked vol 1740 2313 490 1816 2255 590 976 1174tC, single (s) 7.5 6.5 7.0 7.7 6.5 7.1 4.5 4.3tC, 2 stage (s) 6.5 5.5 6.7 5.5tF (s) 3.5 4.0 3.3 3.6 4.0 3.4 2.4 2.3p0 queue free % 100 100 90 48 100 83 98 87cM capacity (veh/h) 162 147 515 161 176 434 612 540

Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 50 84 75 12 701 468 70 648 326Volume Left 0 84 0 12 0 0 70 0 0Volume Right 50 0 75 0 0 118 0 0 2cSH 515 161 434 612 1700 1700 540 1700 1700Volume to Capacity 0.10 0.52 0.17 0.02 0.41 0.28 0.13 0.38 0.19Queue Length 95th (m) 2.6 20.6 5.0 0.5 0.0 0.0 3.5 0.0 0.0Control Delay (s) 12.7 49.2 15.0 11.0 0.0 0.0 12.7 0.0 0.0Lane LOS B E C B BApproach Delay (s) 12.7 33.1 0.1 0.8Approach LOS B D

Intersection SummaryAverage Delay 2.8Intersection Capacity Utilization 54.8% ICU Level of Service AAnalysis Period (min) 15



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 10 0 8 0 0 1 13 1076 3 2 1002 13Future Volume (vph) 10 0 8 0 0 1 13 1076 3 2 1002 13Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 0.0 0.0 0.0 0.0 20.0 0.0 20.0 0.0Storage Lanes 1 0 0 0 1 0 1 0Taper Length (m) 7.5 7.5 7.5 7.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95Ped Bike FactorFrt 0.850 0.865 0.998Flt Protected 0.950 0.950 0.950Satd. Flow (prot) 1641 1615 0 0 1644 0 1805 3539 0 1805 3466 0Flt Permitted 0.950 0.950 0.950Satd. Flow (perm) 1641 1615 0 0 1644 0 1805 3539 0 1805 3466 0Link Speed (k/h) 50 50 50 50Link Distance (m) 123.6 125.9 190.6 475.9Travel Time (s) 8.9 9.1 13.7 34.3Confl. Peds. (#/hr) 1 1Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 10% 0% 0% 0% 0% 0% 0% 2% 0% 0% 4% 0%Adj. Flow (vph) 11 0 9 0 0 1 14 1170 3 2 1089 14Shared Lane Traffic (%)Lane Group Flow (vph) 11 9 0 0 1 0 14 1173 0 2 1103 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(m) 3.6 3.6 3.6 3.6Link Offset(m) 0.0 0.0 0.0 0.0Crosswalk Width(m) 4.8 4.8 4.8 4.8Two way Left Turn Lane Yes YesHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (k/h) 25 15 25 15 25 15 25 15Sign Control Stop Stop Free Free




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 10 0 8 0 0 1 13 1076 3 2 1002 13Future Volume (Veh/h) 10 0 8 0 0 1 13 1076 3 2 1002 13Sign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 11 0 9 0 0 1 14 1170 3 2 1089 14Pedestrians 1Lane Width (m) 3.6Walking Speed (m/s) 1.2Percent Blockage 0Right turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (m) 352pX, platoon unblocked 0.85 0.85 0.85 0.85 0.85 0.85vC, conflicting volume 1714 2302 552 1758 2308 588 1103 1174vC1, stage 1 conf vol 1100 1100 1200 1200vC2, stage 2 conf vol 614 1202 558 1107vCu, unblocked vol 1494 2183 552 1545 2189 175 1103 861tC, single (s) 7.7 6.5 6.9 7.5 6.5 6.9 4.1 4.1tC, 2 stage (s) 6.7 5.5 6.5 5.5tF (s) 3.6 4.0 3.3 3.5 4.0 3.3 2.2 2.2p0 queue free % 94 100 98 100 100 100 98 100cM capacity (veh/h) 200 204 483 225 199 721 640 673

Direction, Lane # EB 1 EB 2 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 11 9 1 14 780 393 2 726 377Volume Left 11 0 0 14 0 0 2 0 0Volume Right 0 9 1 0 0 3 0 0 14cSH 200 483 721 640 1700 1700 673 1700 1700Volume to Capacity 0.06 0.02 0.00 0.02 0.46 0.23 0.00 0.43 0.22Queue Length 95th (m) 1.4 0.5 0.0 0.5 0.0 0.0 0.1 0.0 0.0Control Delay (s) 24.1 12.6 10.0 10.7 0.0 0.0 10.4 0.0 0.0Lane LOS C B B B BApproach Delay (s) 18.9 10.0 0.1 0.0Approach LOS C B




Lane Group EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (vph) 3 0 1 1103 1013 2Future Volume (vph) 3 0 1 1103 1013 2Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95Ped Bike FactorFrtFlt Protected 0.950Satd. Flow (prot) 1805 0 0 3539 3438 0Flt Permitted 0.950Satd. Flow (perm) 1805 0 0 3539 3438 0Link Speed (k/h) 50 50 50Link Distance (m) 88.2 161.7 190.6Travel Time (s) 6.4 11.6 13.7Confl. Peds. (#/hr) 1 2 2Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 0% 0% 0% 2% 5% 0%Adj. Flow (vph) 3 0 1 1199 1101 2Shared Lane Traffic (%)Lane Group Flow (vph) 3 0 0 1200 1103 0Enter Blocked Intersection No No No No No NoLane Alignment Left Right Left Left Left RightMedian Width(m) 3.6 3.6 3.6Link Offset(m) 0.0 0.0 0.0Crosswalk Width(m) 4.8 4.8 4.8Two way Left Turn Lane Yes YesHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (k/h) 25 15 25 15Sign Control Stop Free Free




Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (veh/h) 3 0 1 1103 1013 2Future Volume (Veh/h) 3 0 1 1103 1013 2Sign Control Stop Free FreeGrade 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 3 0 1 1199 1101 2Pedestrians 2 1Lane Width (m) 3.6 3.6Walking Speed (m/s) 1.2 1.2Percent Blockage 0 0Right turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (m) 162pX, platoon unblocked 0.83vC, conflicting volume 1706 554 1105vC1, stage 1 conf vol 1104vC2, stage 2 conf vol 602vCu, unblocked vol 1446 554 1105tC, single (s) 6.8 6.9 4.1tC, 2 stage (s) 5.8tF (s) 3.5 3.3 2.2p0 queue free % 99 100 100cM capacity (veh/h) 266 480 638

Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2Volume Total 3 401 799 734 369Volume Left 3 1 0 0 0Volume Right 0 0 0 0 2cSH 266 638 1700 1700 1700Volume to Capacity 0.01 0.00 0.47 0.43 0.22Queue Length 95th (m) 0.3 0.0 0.0 0.0 0.0Control Delay (s) 18.7 0.0 0.0 0.0 0.0Lane LOS C AApproach Delay (s) 18.7 0.0 0.0Approach LOS C




Lane Group WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 187 240 864 270 118 895Future Volume (vph) 187 240 864 270 118 895Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Storage Length (m) 0.0 225.0 60.0 90.0Storage Lanes 1 1 1 1Taper Length (m) 7.5 7.5Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95Frt 0.850 0.850Flt Protected 0.950 0.950Satd. Flow (prot) 1752 1553 3471 1583 1719 3438Flt Permitted 0.950 0.232Satd. Flow (perm) 1752 1553 3471 1583 420 3438Right Turn on Red Yes YesSatd. Flow (RTOR) 224 285Link Speed (k/h) 60 60 60Link Distance (m) 490.4 271.5 161.7Travel Time (s) 29.4 16.3 9.7Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 3% 4% 4% 2% 5% 5%Adj. Flow (vph) 203 261 939 293 128 973Shared Lane Traffic (%)Lane Group Flow (vph) 203 261 939 293 128 973Enter Blocked Intersection No No No No No NoLane Alignment Left Right Left Right Left LeftMedian Width(m) 3.6 3.6 3.6Link Offset(m) 0.0 0.0 0.0Crosswalk Width(m) 4.8 4.8 4.8Two way Left Turn Lane YesHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (k/h) 25 15 15 25Number of Detectors 1 1 2 1 1 2Detector Template Left Right Thru Right Left ThruLeading Detector (m) 2.0 2.0 10.0 2.0 2.0 10.0Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Size(m) 2.0 2.0 0.6 2.0 2.0 0.6Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(m) 9.4 9.4Detector 2 Size(m) 0.6 0.6Detector 2 Type Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0Turn Type Prot Perm NA Perm pm+pt NAProtected Phases 4 2 1 6



Lane Group WBL WBR NBT NBR SBL SBTPermitted Phases 4 2 6Detector Phase 4 4 2 2 1 6Switch PhaseMinimum Initial (s) 7.0 7.0 7.0 7.0 5.0 7.0Minimum Split (s) 37.1 37.1 39.6 39.6 9.0 39.6Total Split (s) 44.0 44.0 53.0 53.0 13.0 66.0Total Split (%) 40.0% 40.0% 48.2% 48.2% 11.8% 60.0%Maximum Green (s) 37.9 37.9 46.4 46.4 9.0 59.4Yellow Time (s) 3.7 3.7 3.7 3.7 3.0 3.7All-Red Time (s) 2.4 2.4 2.9 2.9 1.0 2.9Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.1 6.1 6.6 6.6 4.0 6.6Lead/Lag Lag Lag LeadLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None Max Max None MaxWalk Time (s) 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 24.0 24.0 26.0 26.0 26.0Pedestrian Calls (#/hr) 0 0 0 0 0Act Effct Green (s) 15.2 15.2 48.0 48.0 62.1 59.5Actuated g/C Ratio 0.17 0.17 0.55 0.55 0.71 0.68v/c Ratio 0.67 0.57 0.49 0.29 0.31 0.42Control Delay 44.7 12.3 14.1 2.6 6.7 7.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 44.7 12.3 14.1 2.6 6.7 7.4LOS D B B A A AApproach Delay 26.5 11.4 7.3Approach LOS C B A

Intersection SummaryArea Type: OtherCycle Length: 110Actuated Cycle Length: 87.5Natural Cycle: 90Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.67Intersection Signal Delay: 12.3 Intersection LOS: BIntersection Capacity Utilization 54.7% ICU Level of Service AAnalysis Period (min) 15

Splits and Phases: 4: Hyde Park Road & Sarnia Road



Lane Group WBL WBR NBT NBR SBL SBTLane Group Flow (vph) 203 261 939 293 128 973v/c Ratio 0.67 0.57 0.49 0.29 0.31 0.42Control Delay 44.7 12.3 14.1 2.6 6.7 7.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 44.7 12.3 14.1 2.6 6.7 7.4Queue Length 50th (m) 33.7 5.6 50.3 0.6 5.9 34.8Queue Length 95th (m) 56.2 27.1 80.0 13.6 14.3 57.6Internal Link Dist (m) 466.4 247.5 137.7Turn Bay Length (m) 225.0 60.0 90.0Base Capacity (vph) 760 800 1905 997 432 2339Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.27 0.33 0.49 0.29 0.30 0.42

Intersection Summary



Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 187 240 864 270 118 895Future Volume (vph) 187 240 864 270 118 895Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.1 6.1 6.6 6.6 4.0 6.6Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95Frt 1.00 0.85 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00Satd. Flow (prot) 1752 1553 3471 1583 1719 3438Flt Permitted 0.95 1.00 1.00 1.00 0.23 1.00Satd. Flow (perm) 1752 1553 3471 1583 421 3438Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 203 261 939 293 128 973RTOR Reduction (vph) 0 185 0 128 0 0Lane Group Flow (vph) 203 76 939 165 128 973Heavy Vehicles (%) 3% 4% 4% 2% 5% 5%Turn Type Prot Perm NA Perm pm+pt NAProtected Phases 4 2 1 6Permitted Phases 4 2 6Actuated Green, G (s) 15.2 15.2 48.0 48.0 59.5 59.5Effective Green, g (s) 15.2 15.2 48.0 48.0 59.5 59.5Actuated g/C Ratio 0.17 0.17 0.55 0.55 0.68 0.68Clearance Time (s) 6.1 6.1 6.6 6.6 4.0 6.6Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 304 270 1906 869 397 2340v/s Ratio Prot c0.12 c0.27 0.03 c0.28v/s Ratio Perm 0.05 0.10 0.19v/c Ratio 0.67 0.28 0.49 0.19 0.32 0.42Uniform Delay, d1 33.7 31.4 12.2 9.9 5.9 6.2Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 5.5 0.6 0.9 0.5 0.5 0.5Delay (s) 39.2 31.9 13.1 10.4 6.4 6.8Level of Service D C B B A AApproach Delay (s) 35.1 12.4 6.7Approach LOS D B A

Intersection SummaryHCM 2000 Control Delay 14.0 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.53Actuated Cycle Length (s) 87.4 Sum of lost time (s) 16.7Intersection Capacity Utilization 54.7% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 0 0 16 60 2 32 69 1310 112 62 1480 6Future Volume (vph) 0 0 16 60 2 32 69 1310 112 62 1480 6Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 0.0 0.0 0.0 100.0 160.0 0.0 300.0 0.0Storage Lanes 0 0 1 1 1 0 1 0Taper Length (m) 7.5 7.5 7.5 7.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95Ped Bike FactorFrt 0.865 0.858 0.988 0.999Flt Protected 0.950 0.950 0.950Satd. Flow (prot) 0 1644 0 1703 1571 0 1703 3499 0 1805 3571 0Flt Permitted 0.950 0.950 0.950Satd. Flow (perm) 0 1644 0 1703 1571 0 1703 3499 0 1805 3571 0Link Speed (k/h) 50 50 50 50Link Distance (m) 220.4 363.6 475.9 436.5Travel Time (s) 15.9 26.2 34.3 31.4Confl. Peds. (#/hr) 2 1 1 2 1 1Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 0% 0% 0% 6% 0% 4% 6% 2% 1% 0% 1% 0%Adj. Flow (vph) 0 0 17 65 2 35 75 1424 122 67 1609 7Shared Lane Traffic (%)Lane Group Flow (vph) 0 17 0 65 37 0 75 1546 0 67 1616 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(m) 3.6 3.6 3.6 3.6Link Offset(m) 0.0 0.0 0.0 0.0Crosswalk Width(m) 4.8 4.8 4.8 4.8Two way Left Turn Lane Yes YesHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (k/h) 25 15 25 15 25 15 25 15Sign Control Stop Stop Free Free

Intersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 65.1% ICU Level of Service CAnalysis Period (min) 15



Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 16 60 2 32 69 1310 112 62 1480 6Future Volume (Veh/h) 0 0 16 60 2 32 69 1310 112 62 1480 6Sign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 17 65 2 35 75 1424 122 67 1609 7Pedestrians 1 1 2Lane Width (m) 3.6 3.6 3.6Walking Speed (m/s) 1.2 1.2 1.2Percent Blockage 0 0 0Right turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (m)pX, platoon unblockedvC, conflicting volume 2646 3444 809 2592 3386 776 1616 1547vC1, stage 1 conf vol 1746 1746 1636 1636vC2, stage 2 conf vol 900 1697 956 1750vCu, unblocked vol 2646 3444 809 2592 3386 776 1616 1547tC, single (s) 7.5 6.5 6.9 7.6 6.5 7.0 4.2 4.1tC, 2 stage (s) 6.5 5.5 6.6 5.5tF (s) 3.5 4.0 3.3 3.6 4.0 3.3 2.3 2.2p0 queue free % 100 100 95 4 95 90 80 85cM capacity (veh/h) 66 47 327 67 40 335 381 434

Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 17 65 37 75 949 597 67 1073 543Volume Left 0 65 0 75 0 0 67 0 0Volume Right 17 0 35 0 0 122 0 0 7cSH 327 67 240 381 1700 1700 434 1700 1700Volume to Capacity 0.05 0.96 0.15 0.20 0.56 0.35 0.15 0.63 0.32Queue Length 95th (m) 1.3 38.3 4.3 5.8 0.0 0.0 4.3 0.0 0.0Control Delay (s) 16.6 202.7 22.7 16.7 0.0 0.0 14.8 0.0 0.0Lane LOS C F C C BApproach Delay (s) 16.6 137.4 0.8 0.6Approach LOS C F

Intersection SummaryAverage Delay 4.8Intersection Capacity Utilization 65.1% ICU Level of Service CAnalysis Period (min) 15



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 10 0 17 5 0 1 6 1480 17 3 1547 6Future Volume (vph) 10 0 17 5 0 1 6 1480 17 3 1547 6Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 0.0 0.0 0.0 0.0 20.0 0.0 20.0 0.0Storage Lanes 1 0 0 0 1 0 1 0Taper Length (m) 7.5 7.5 7.5 7.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95Ped Bike FactorFrt 0.850 0.977 0.998 0.999Flt Protected 0.950 0.960 0.950 0.950Satd. Flow (prot) 1805 1615 0 0 1782 0 1805 3533 0 1805 3536 0Flt Permitted 0.950 0.960 0.950 0.950Satd. Flow (perm) 1805 1615 0 0 1782 0 1805 3533 0 1805 3536 0Link Speed (k/h) 50 50 50 50Link Distance (m) 123.6 125.9 190.6 475.9Travel Time (s) 8.9 9.1 13.7 34.3Confl. Peds. (#/hr) 3 3Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 2% 0% 0% 2% 0%Adj. Flow (vph) 11 0 18 5 0 1 7 1609 18 3 1682 7Shared Lane Traffic (%)Lane Group Flow (vph) 11 18 0 0 6 0 7 1627 0 3 1689 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(m) 3.6 3.6 3.6 3.6Link Offset(m) 0.0 0.0 0.0 0.0Crosswalk Width(m) 4.8 4.8 4.8 4.8Two way Left Turn Lane Yes YesHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (k/h) 25 15 25 15 25 15 25 15Sign Control Stop Stop Free Free





Direction, Lane # EB 1 EB 2 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 11 18 6 7 1073 554 3 1121 568Volume Left 11 0 5 7 0 0 3 0 0Volume Right 0 18 1 0 0 18 0 0 7cSH 94 308 171 381 1700 1700 489 1700 1700Volume to Capacity 0.12 0.06 0.04 0.02 0.63 0.33 0.01 0.66 0.33Queue Length 95th (m) 3.1 1.5 0.9 0.4 0.0 0.0 0.1 0.0 0.0Control Delay (s) 48.2 17.4 26.8 14.6 0.0 0.0 12.4 0.0 0.0Lane LOS E C D B BApproach Delay (s) 29.1 26.8 0.1 0.0Approach LOS D D




Lane Group EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Volume (vph) 1 5 0 1498 1577 0Future Volume (vph) 1 5 0 1498 1577 0Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Lane Util. Factor 1.00 1.00 0.95 0.95 0.95 0.95Ped Bike FactorFrt 0.887Flt Protected 0.992Satd. Flow (prot) 1672 0 0 3539 3574 0Flt Permitted 0.992Satd. Flow (perm) 1672 0 0 3539 3574 0Link Speed (k/h) 50 50 50Link Distance (m) 88.2 161.7 190.6Travel Time (s) 6.4 11.6 13.7Confl. Peds. (#/hr) 1 4 4Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 0% 0% 0% 2% 1% 0%Adj. Flow (vph) 1 5 0 1628 1714 0Shared Lane Traffic (%)Lane Group Flow (vph) 6 0 0 1628 1714 0Enter Blocked Intersection No No No No No NoLane Alignment Left Right Left Left Left RightMedian Width(m) 3.6 3.6 3.6Link Offset(m) 0.0 0.0 0.0Crosswalk Width(m) 4.8 4.8 4.8Two way Left Turn Lane Yes YesHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (k/h) 25 15 25 15Sign Control Stop Free Free





Direction, Lane # EB 1 NB 1 NB 2 SB 1 SB 2Volume Total 6 543 1085 1143 571Volume Left 1 0 0 0 0Volume Right 5 0 0 0 0cSH 245 372 1700 1700 1700Volume to Capacity 0.02 0.00 0.64 0.67 0.34Queue Length 95th (m) 0.6 0.0 0.0 0.0 0.0Control Delay (s) 20.0 0.0 0.0 0.0 0.0Lane LOS CApproach Delay (s) 20.0 0.0 0.0Approach LOS C




Lane Group WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 290 276 1222 281 252 1330Future Volume (vph) 290 276 1222 281 252 1330Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Storage Length (m) 0.0 225.0 60.0 90.0Storage Lanes 1 1 1 1Taper Length (m) 7.5 7.5Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95Ped Bike Factor 1.00 0.98Frt 0.850 0.850Flt Protected 0.950 0.950Satd. Flow (prot) 1787 1599 3574 1615 1770 3574Flt Permitted 0.950 0.086Satd. Flow (perm) 1781 1599 3574 1577 160 3574Right Turn on Red Yes YesSatd. Flow (RTOR) 248 192Link Speed (k/h) 60 60 60Link Distance (m) 492.7 271.5 161.7Travel Time (s) 29.6 16.3 9.7Confl. Peds. (#/hr) 3 2 2Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 1% 1% 1% 0% 2% 1%Adj. Flow (vph) 315 300 1328 305 274 1446Shared Lane Traffic (%)Lane Group Flow (vph) 315 300 1328 305 274 1446Enter Blocked Intersection No No No No No NoLane Alignment Left Right Left Right Left LeftMedian Width(m) 3.6 3.6 3.6Link Offset(m) 0.0 0.0 0.0Crosswalk Width(m) 4.8 4.8 4.8Two way Left Turn Lane YesHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (k/h) 25 15 15 25Number of Detectors 1 1 2 1 1 2Detector Template Left Right Thru Right Left ThruLeading Detector (m) 2.0 2.0 10.0 2.0 2.0 10.0Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Size(m) 2.0 2.0 0.6 2.0 2.0 0.6Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(m) 9.4 9.4Detector 2 Size(m) 0.6 0.6Detector 2 Type Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0



Lane Group WBL WBR NBT NBR SBL SBTTurn Type Prot Perm NA Perm pm+pt NAProtected Phases 4 2 1 6Permitted Phases 4 2 6Detector Phase 4 4 2 2 1 6Switch PhaseMinimum Initial (s) 7.0 7.0 7.0 7.0 5.0 7.0Minimum Split (s) 37.1 37.1 39.6 39.6 9.5 39.6Total Split (s) 45.0 45.0 57.0 57.0 18.0 75.0Total Split (%) 37.5% 37.5% 47.5% 47.5% 15.0% 62.5%Maximum Green (s) 38.9 38.9 50.4 50.4 14.0 68.4Yellow Time (s) 3.7 3.7 3.7 3.7 3.0 3.7All-Red Time (s) 2.4 2.4 2.9 2.9 1.0 2.9Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.1 6.1 6.6 6.6 4.0 6.6Lead/Lag Lag Lag LeadLead-Lag Optimize? Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None Max Max None MaxWalk Time (s) 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 24.0 24.0 26.0 26.0 26.0Pedestrian Calls (#/hr) 0 0 0 0 0Act Effct Green (s) 23.6 23.6 50.6 50.6 71.3 68.7Actuated g/C Ratio 0.22 0.22 0.48 0.48 0.68 0.65v/c Ratio 0.79 0.54 0.77 0.36 0.85 0.62Control Delay 52.4 11.2 27.3 8.2 47.9 13.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 52.4 11.2 27.3 8.2 47.9 13.0LOS D B C A D BApproach Delay 32.3 23.7 18.5Approach LOS C C B

Intersection SummaryArea Type: OtherCycle Length: 120Actuated Cycle Length: 105Natural Cycle: 90Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.85Intersection Signal Delay: 22.8 Intersection LOS: CIntersection Capacity Utilization 77.7% ICU Level of Service DAnalysis Period (min) 15




Lane Group WBL WBR NBT NBR SBL SBTLane Group Flow (vph) 315 300 1328 305 274 1446v/c Ratio 0.79 0.54 0.77 0.36 0.85 0.62Control Delay 52.4 11.2 27.3 8.2 47.9 13.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 52.4 11.2 27.3 8.2 47.9 13.0Queue Length 50th (m) 63.8 9.0 118.7 13.0 36.8 85.3Queue Length 95th (m) 94.5 32.6 176.5 36.7 #96.6 139.7Internal Link Dist (m) 468.7 247.5 137.7Turn Bay Length (m) 225.0 60.0 90.0Base Capacity (vph) 664 750 1721 859 324 2336Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.47 0.40 0.77 0.36 0.85 0.62

Intersection Summary# 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles.



Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 290 276 1222 281 252 1330Future Volume (vph) 290 276 1222 281 252 1330Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.1 6.1 6.6 6.6 4.0 6.6Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00Satd. Flow (prot) 1787 1599 3574 1578 1770 3574Flt Permitted 0.95 1.00 1.00 1.00 0.09 1.00Satd. Flow (perm) 1787 1599 3574 1578 160 3574Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 315 300 1328 305 274 1446RTOR Reduction (vph) 0 192 0 99 0 0Lane Group Flow (vph) 315 108 1328 206 274 1446Confl. Peds. (#/hr) 3 2 2Heavy Vehicles (%) 1% 1% 1% 0% 2% 1%Turn Type Prot Perm NA Perm pm+pt NAProtected Phases 4 2 1 6Permitted Phases 4 2 6Actuated Green, G (s) 23.6 23.6 50.6 50.6 68.6 68.6Effective Green, g (s) 23.6 23.6 50.6 50.6 68.6 68.6Actuated g/C Ratio 0.22 0.22 0.48 0.48 0.65 0.65Clearance Time (s) 6.1 6.1 6.6 6.6 4.0 6.6Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 402 359 1723 761 319 2337v/s Ratio Prot c0.18 0.37 c0.11 0.40v/s Ratio Perm 0.07 0.13 c0.45v/c Ratio 0.78 0.30 0.77 0.27 0.86 0.62Uniform Delay, d1 38.2 33.8 22.4 16.2 27.9 10.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 9.6 0.5 3.4 0.9 19.9 1.2Delay (s) 47.9 34.3 25.8 17.0 47.8 11.8Level of Service D C C B D BApproach Delay (s) 41.2 24.1 17.5Approach LOS D C B

Intersection SummaryHCM 2000 Control Delay 23.9 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.86Actuated Cycle Length (s) 104.9 Sum of lost time (s) 16.7Intersection Capacity Utilization 77.7% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group



Appendix D

OTM Signal Warrant Worksheets

2018 Base Year Traffic Signal WarrantHyde Park Road &

South Carriage Gate

Appendix D1176 & 1230 Hyde Park Road TIA

180115

2033 Background Traffic Signal WarrantHyde Park Road &

South Carriage Gate


180115

2033 Total Traffic Signal WarrantHyde Park Road &

South Carriage Gate


180115

2033 Total Traffic Signal Warrant

Hyde Park Road & Street A


180115



Appendix E

Base Year Traffic Operations Reports - Improvements








Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 50 84 75 12 701 468 70 648 326Volume Left 0 84 0 12 0 0 70 0 0Volume Right 50 0 75 0 0 118 0 0 2cSH 515 161 434 612 1700 1700 540 1700 1700Volume to Capacity 0.10 0.52 0.17 0.02 0.41 0.28 0.13 0.38 0.19Queue Length 95th (m) 2.6 20.6 5.0 0.5 0.0 0.0 3.5 0.0 0.0Control Delay (s) 12.7 49.2 15.0 11.0 0.0 0.0 12.7 0.0 0.0Lane LOS B E C B BApproach Delay (s) 12.7 33.1 0.1 0.8Approach LOS B D









Direction, Lane # EB 1 EB 2 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 11 9 1 14 780 393 2 726 377Volume Left 11 0 0 14 0 0 2 0 0Volume Right 0 9 1 0 0 3 0 0 14cSH 200 483 712 640 1700 1700 671 1700 1700Volume to Capacity 0.06 0.02 0.00 0.02 0.46 0.23 0.00 0.43 0.22Queue Length 95th (m) 1.4 0.5 0.0 0.5 0.0 0.0 0.1 0.0 0.0Control Delay (s) 24.1 12.6 10.1 10.7 0.0 0.0 10.4 0.0 0.0Lane LOS C B B B BApproach Delay (s) 18.9 10.1 0.1 0.0Approach LOS C B







Lane Group WBL WBR NBT NBR SBL SBTPermitted Phases 4 2 6Detector Phase 4 4 2 2 1 6Switch PhaseMinimum Initial (s) 7.0 7.0 7.0 7.0 5.0 7.0Minimum Split (s) 37.1 37.1 39.6 39.6 9.0 39.6Total Split (s) 60.0 60.0 50.0 50.0 20.0 70.0Total Split (%) 46.2% 46.2% 38.5% 38.5% 15.4% 53.8%Maximum Green (s) 53.9 53.9 43.4 43.4 16.0 63.4Yellow Time (s) 3.7 3.7 3.7 3.7 3.0 3.7All-Red Time (s) 2.4 2.4 2.9 2.9 1.0 2.9Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.1 6.1 6.6 6.6 4.0 6.6Lead/Lag Lag Lag LeadLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None Max Max None MaxWalk Time (s) 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 24.0 24.0 26.0 26.0 26.0Pedestrian Calls (#/hr) 0 0 0 0 0Act Effct Green (s) 15.8 15.8 51.8 51.8 66.1 63.5Actuated g/C Ratio 0.17 0.17 0.56 0.56 0.72 0.69v/c Ratio 0.68 0.54 0.48 0.30 0.31 0.41Control Delay 47.3 8.8 13.8 4.6 6.5 7.2Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 47.3 8.8 13.8 4.6 6.5 7.2LOS D A B A A AApproach Delay 25.6 11.6 7.1Approach LOS C B A

Intersection SummaryArea Type: OtherCycle Length: 130Actuated Cycle Length: 92Natural Cycle: 90Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.68Intersection Signal Delay: 12.2 Intersection LOS: BIntersection Capacity Utilization 54.7% ICU Level of Service AAnalysis Period (min) 15









Intersection SummaryHCM 2000 Control Delay 14.1 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.52Actuated Cycle Length (s) 92.0 Sum of lost time (s) 16.7Intersection Capacity Utilization 54.7% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group








Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 17 65 37 75 949 597 67 1073 543Volume Left 0 65 0 75 0 0 67 0 0Volume Right 17 0 35 0 0 122 0 0 7cSH 327 67 240 381 1700 1700 434 1700 1700Volume to Capacity 0.05 0.96 0.15 0.20 0.56 0.35 0.15 0.63 0.32Queue Length 95th (m) 1.3 38.3 4.3 5.8 0.0 0.0 4.3 0.0 0.0Control Delay (s) 16.6 202.7 22.7 16.7 0.0 0.0 14.8 0.0 0.0Lane LOS C F C C BApproach Delay (s) 16.6 137.4 0.8 0.6Approach LOS C F









Direction, Lane # EB 1 EB 2 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 11 18 6 7 1073 554 3 1121 568Volume Left 11 0 5 7 0 0 3 0 0Volume Right 0 18 1 0 0 18 0 0 7cSH 94 308 164 381 1700 1700 477 1700 1700Volume to Capacity 0.12 0.06 0.04 0.02 0.63 0.33 0.01 0.66 0.33Queue Length 95th (m) 3.1 1.5 0.9 0.4 0.0 0.0 0.2 0.0 0.0Control Delay (s) 48.2 17.4 27.8 14.6 0.0 0.0 12.6 0.0 0.0Lane LOS E C D B BApproach Delay (s) 29.1 27.8 0.1 0.0Approach LOS D D







Lane Group WBL WBR NBT NBR SBL SBTTurn Type Prot Perm NA Perm pm+pt NAProtected Phases 4 2 1 6Permitted Phases 4 2 6Detector Phase 4 4 2 2 1 6Switch PhaseMinimum Initial (s) 7.0 7.0 7.0 7.0 5.0 7.0Minimum Split (s) 37.1 37.1 39.6 39.6 9.0 39.6Total Split (s) 38.0 38.0 67.0 67.0 25.0 92.0Total Split (%) 29.2% 29.2% 51.5% 51.5% 19.2% 70.8%Maximum Green (s) 31.9 31.9 60.4 60.4 21.0 85.4Yellow Time (s) 3.7 3.7 3.7 3.7 3.0 3.7All-Red Time (s) 2.4 2.4 2.9 2.9 1.0 2.9Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.1 6.1 6.6 6.6 4.0 6.6Lead/Lag Lag Lag LeadLead-Lag Optimize? Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None Max Max None MaxWalk Time (s) 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 24.0 24.0 26.0 26.0 26.0Pedestrian Calls (#/hr) 0 0 0 0 0Act Effct Green (s) 26.0 26.0 64.3 64.3 88.2 85.6Actuated g/C Ratio 0.21 0.21 0.52 0.52 0.71 0.69v/c Ratio 0.84 0.53 0.72 0.34 0.78 0.59Control Delay 67.5 8.1 27.5 8.4 38.8 12.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 67.5 8.1 27.5 8.4 38.8 12.0LOS E A C A D BApproach Delay 38.5 24.0 16.2Approach LOS D C B

Intersection SummaryArea Type: OtherCycle Length: 130Actuated Cycle Length: 124.3Natural Cycle: 90Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.84Intersection Signal Delay: 22.9 Intersection LOS: CIntersection Capacity Utilization 77.7% ICU Level of Service DAnalysis Period (min) 15








Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 290 276 1222 281 252 1330Future Volume (vph) 290 276 1222 281 252 1330Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.1 6.1 6.6 6.6 4.0 6.6Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00Satd. Flow (prot) 1787 1599 3574 1577 1770 3574Flt Permitted 0.95 1.00 1.00 1.00 0.10 1.00Satd. Flow (perm) 1787 1599 3574 1577 185 3574Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 315 300 1328 305 274 1446RTOR Reduction (vph) 0 236 0 93 0 0Lane Group Flow (vph) 315 64 1328 212 274 1446Confl. Peds. (#/hr) 3 2 2Heavy Vehicles (%) 1% 1% 1% 0% 2% 1%Turn Type Prot Perm NA Perm pm+pt NAProtected Phases 4 2 1 6Permitted Phases 4 2 6Actuated Green, G (s) 26.0 26.0 64.4 64.4 85.6 85.6Effective Green, g (s) 26.0 26.0 64.4 64.4 85.6 85.6Actuated g/C Ratio 0.21 0.21 0.52 0.52 0.69 0.69Clearance Time (s) 6.1 6.1 6.6 6.6 4.0 6.6Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 373 334 1851 817 346 2461v/s Ratio Prot c0.18 0.37 c0.11 0.40v/s Ratio Perm 0.04 0.13 c0.43v/c Ratio 0.84 0.19 0.72 0.26 0.79 0.59Uniform Delay, d1 47.2 40.5 23.0 16.7 28.3 10.1Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 15.9 0.3 2.4 0.8 11.7 1.0Delay (s) 63.1 40.8 25.4 17.5 40.0 11.2Level of Service E D C B D BApproach Delay (s) 52.2 23.9 15.8Approach LOS D C B

Intersection SummaryHCM 2000 Control Delay 24.8 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.82Actuated Cycle Length (s) 124.3 Sum of lost time (s) 16.7Intersection Capacity Utilization 77.7% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group



Appendix F

ITE Internal Capture Worksheets

Project Name: Organization:

Project Location: Performed By:

Scenario Description: Date:

Analysis Year: Checked By:

Analysis Period: Date:

ITE LUCs1 Quantity Units Total Entering ExitingOffice 0Retail 820 13,950 sq. ft. 13 8 5Restaurant 0Cinema/Entertainment 0Residential 221 593 units 213 55 158Hotel 0All Other Land Uses2 0Total 226 63 163

Veh. Occ. % Transit % Non-Motorized Veh. Occ. % Transit % Non-MotorizedOffice 1.00 1.00Retail 1.00 5% 5% 1.00 5% 5%Restaurant 1.00 1.00Cinema/Entertainment 1.00 1.00Residential 1.00 5% 5% 1.00 5% 5%Hotel 1.00 1.00All Other Land Uses2

Office Retail Restaurant Residential HotelOfficeRetailRestaurantCinema/EntertainmentResidentialHotel

Office Retail Restaurant Residential HotelOffice 0 0 0 0Retail 0 0 1 0Restaurant 0 0 0 0Cinema/Entertainment 0 0 0 0 0Residential 0 1 0 0Hotel 0 0 0 0

Total Entering Exiting Land Use Entering Trips Exiting TripsAll Person-Trips 226 63 163 Office N/A N/AInternal Capture Percentage 2% 3% 1% Retail 13% 20%

Restaurant N/A N/AExternal Vehicle-Trips3 200 55 145 Cinema/Entertainment N/A N/AExternal Transit-Trips4 11 3 8 Residential 2% 1%External Non-Motorized Trips4 11 3 8 Hotel N/A N/A

1176 & 1230 Hyde Park Road

AM Street Peak Hour

PTSL

Site Generated Traffic

Estimation Tool Developed by the Texas Transportation Institute

Table 5-A: Computations Summary Table 6-A: Internal Trip Capture Percentages by Land Use

2Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A

1Land Use Codes (LUCs) from Trip Generation Informational Report , published by the Institute of Transportation Engineers.

4Person-Trips*Indicates computation that has been rounded to the nearest whole number.

Table 2-A: Mode Split and Vehicle Occupancy Estimates

Table 4-A: Internal Person-Trip Origin-Destination Matrix*

Destination (To)Origin (From)

Origin (From)Destination (To)

Cinema/Entertainment

Land UseEntering Trips Exiting Trips

Table 3-A: Average Land Use Interchange Distances (Feet Walking Distance)

NCHRP 8-51 Internal Trip Capture Estimation Tool

Table 1-A: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate)

00


Development Data (For Information Only )

000

Estimated Vehicle-TripsLand Use

180115

Project Name:

Analysis Period:

Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips*Office 1.00 0 0 1.00 0 0Retail 1.00 8 8 1.00 5 5Restaurant 1.00 0 0 1.00 0 0Cinema/Entertainment 1.00 0 0 1.00 0 0Residential 1.00 55 55 1.00 158 158Hotel 1.00 0 0 1.00 0 0



Internal External Total Vehicles1 Transit2 Non-Motorized2

Office 0 0 0 0 0 0Retail 1 7 8 7 0 0Restaurant 0 0 0 0 0 0Cinema/Entertainment 0 0 0 0 0 0Residential 1 54 55 48 3 3Hotel 0 0 0 0 0 0All Other Land Uses3 0 0 0 0 0 0



Land UseTable 7-A (D): Entering Trips

2Person-Trips

Person-Trip Estimates

180115AM Street Peak Hour

Table 9-A (D): Internal and External Trips Summary (Entering Trips)

Table 8-A (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin)



Table 7-A: Conversion of Vehicle-Trip Ends to Person-Trip Ends

Table 7-A (O): Exiting Trips

0

0

0

Table 8-A (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination)

Origin (From)

Origin Land UsePerson-Trip Estimates External Trips by Mode*

External Trips by Mode*

1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A

0

*Indicates computation that has been rounded to the nearest whole number.

000

00

Destination (To)Cinema/Entertainment

0

3Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator

Destination Land Use

Table 9-A (O): Internal and External Trips Summary (Exiting Trips)

Project Name: Organization:

Project Location: Performed By:

Scenario Description: Date:

Analysis Year: Checked By:

Analysis Period: Date:

ITE LUCs1 Quantity Units Total Entering ExitingOffice 0Retail 820 13,950 sq. ft. 53 25 28Restaurant 0Cinema/Entertainment 0Residential 221 593 units 261 159 102Hotel 0All Other Land Uses2 0Total 314 184 130

Veh. Occ. % Transit % Non-Motorized Veh. Occ. % Transit % Non-MotorizedOffice 1.00 1.00Retail 1.00 5% 5% 1.00 5% 5%Restaurant 1.00 1.00Cinema/Entertainment 1.00 1.00Residential 1.00 5% 5% 1.00 5% 5%Hotel 1.00 1.00All Other Land Uses2

Office Retail Restaurant Residential HotelOffice 30 30RetailRestaurantCinema/EntertainmentResidential 30Hotel


Total Entering Exiting Land Use Entering Trips Exiting TripsAll Person-Trips 314 184 130 Office N/A N/AInternal Capture Percentage 6% 5% 8% Retail 12% 25%

Restaurant N/A N/AExternal Vehicle-Trips3 264 156 108 Cinema/Entertainment N/A N/AExternal Transit-Trips4 15 9 6 Residential 4% 3%External Non-Motorized Trips4 15 9 6 Hotel N/A N/A

1Land Use Codes (LUCs) from Trip Generation Informational Report , published by the Institute of Transportation Engineers.2Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator3Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P


Table 5-P: Computations Summary Table 6-P: Internal Trip Capture Percentages by Land Use

4Person-Trips

Estimation Tool Developed by the Texas Transportation Institute

0

00


Cinema/Entertainment00

Table 4-P: Internal Person-Trip Origin-Destination Matrix*



Table 2-P: Mode Split and Vehicle Occupancy Estimates

Land UseEntering Trips Exiting Trips

Table 3-P: Average Land Use Interchange Distances (Feet Walking Distance)

Site Generated TrafficPM Street Peak Hour

Table 1-P: Base Vehicle-Trip Generation Estimates (Single-Use Site Estimate)

Land UseDevelopment Data (For Information Only ) Estimated Vehicle-Trips

NCHRP 8-51 Internal Trip Capture Estimation Tool

180115 PTSL1176 & 1230 Hyde Park Road

Project Name:

Analysis Period:

Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips*Office 1.00 0 0 1.00 0 0Retail 1.00 25 25 1.00 28 28Restaurant 1.00 0 0 1.00 0 0Cinema/Entertainment 1.00 0 0 1.00 0 0Residential 1.00 159 159 1.00 102 102Hotel 1.00 0 0 1.00 0 0







0

0

0

0

0

3Total estimate for all other land uses at mixed-use development site-not subject to internal trip capture computations in this estimator

Table 9-P (O): Internal and External Trips Summary (Exiting Trips)

Origin Land UsePerson-Trip Estimates External Trips by Mode*

Person-Trip Estimates External Trips by Mode*

0

Table 8-P (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination)

Origin (From)

2Person-Trips

00

Table 9-P (D): Internal and External Trips Summary (Entering Trips)

Destination Land Use


180115PM Street Peak Hour

Table 7-P: Conversion of Vehicle-Trip Ends to Person-Trip Ends

Land UseTable 7-P (D): Entering Trips Table 7-P (O): Exiting Trips

Table 8-P (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin)


Destination (To)Cinema/Entertainment

Cinema/Entertainment01

1Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P

AM Peak Hour PM Peak HourTo Office 0.0% 0.0%To Retail 28.0% 20.0%To Restaurant 63.0% 4.0%To Cinema/Entertainment 0.0% 0.0%To Residential 1.0% 2.0%To Hotel 0.0% 0.0%To Office 29.0% 2.0%To Retail 0.0% 0.0%To Restaurant 13.0% 29.0%To Cinema/Entertainment 0.0% 4.0%To Residential 14.0% 26.0%To Hotel 0.0% 5.0%To Office 31.0% 3.0%To Retail 14.0% 41.0%To Restaurant 0.0% 0.0%To Cinema/Entertainment 0.0% 8.0%To Residential 4.0% 18.0%To Hotel 3.0% 7.0%To Office 0.0% 2.0%To Retail 0.0% 21.0%To Restaurant 0.0% 31.0%To Cinema/Entertainment 0.0% 0.0%To Residential 0.0% 8.0%To Hotel 0.0% 2.0%To Office 2.0% 4.0%To Retail 1.0% 42.0%To Restaurant 20.0% 21.0%To Cinema/Entertainment 0.0% 0.0%To Residential 0.0% 0.0%To Hotel 0.0% 3.0%To Office 75.0% 0.0%To Retail 14.0% 16.0%To Restaurant 9.0% 68.0%To Cinema/Entertainment 0.0% 0.0%To Residential 0.0% 2.0%To Hotel 0.0% 0.0%

From RESTAURANT

From HOTEL

From CINEMA/ENTERTAINMENT

From RESIDENTIAL

Table 7.1a Adjusted Internal Trip Capture Rates for Trip Origins within a Multi-Use Development

Land Use Pairs Weekday

From OFFICE

From RETAIL

AM Peak Hour PM Peak HourFrom Office 0.0% 0.0%From Retail 4.0% 31.0%From Restaurant 14.0% 30.0%From Cinema/Entertainment 0.0% 6.0%From Residential 3.0% 57.0%From Hotel 3.0% 0.0%From Office 32.0% 8.0%From Retail 0.0% 0.0%From Restaurant 8.0% 50.0%From Cinema/Entertainment 0.0% 4.0%From Residential 17.0% 10.0%From Hotel 4.0% 2.0%From Office 23.0% 2.0%From Retail 50.0% 29.0%From Restaurant 0.0% 0.0%From Cinema/Entertainment 0.0% 3.0%From Residential 20.0% 14.0%From Hotel 6.0% 5.0%From Office 0.0% 1.0%From Retail 0.0% 26.0%From Restaurant 0.0% 32.0%From Cinema/Entertainment 0.0% 0.0%From Residential 0.0% 0.0%From Hotel 0.0% 0.0%From Office 0.0% 4.0%From Retail 2.0% 46.0%From Restaurant 5.0% 16.0%From Cinema/Entertainment 0.0% 4.0%From Residential 0.0% 0.0%From Hotel 0.0% 0.0%From Office 0.0% 0.0%From Retail 0.0% 17.0%From Restaurant 4.0% 71.0%From Cinema/Entertainment 0.0% 1.0%From Residential 0.0% 12.0%From Hotel 0.0% 0.0%

To HOTEL

Table 7.2a Adjusted Internal Trip Capture Rates for Trip Destinations within a Multi-Use Development

Land Use Pairs Weekday

To OFFICE

To RETAIL

To RESTAURANT

To CINEMA/ENTERTAINMENT

To RESIDENTIAL



Appendix G

Background Development Traffic Assignment

Background Development

Traffic Volumes

Appendix G1176 & 1230 Hyde Park Road TIA

180115

49

28

19 4943 28

1180 0 0 16

0 00 63 106 0 41 69

0

0 0 19

43 0 0

0 0

63 41160 35 0 0

63 4116 69

0 0

0

0 69

69

0 0 0 0 0 0

00 0 0 0 0

0 63 0 0 0 41 0 00

69 0

0 00 0 16 0

Hyd

e

Park

63 4116 69

0 0

Hyd

e

Park

0 63 0 410 0

63 4116 690 0 0 0

0 0 16

0

46 17 30 110 69

63 4116 69

5 140 5 0 14

63 4116 69

46 3011 55

17 11

11 0 55 0



Appendix H

2033 Background Traffic Operations Reports




Intersection SummaryArea Type: OtherControl Type: UnsignalizedIntersection Capacity Utilization 60.9% ICU Level of Service BAnalysis Period (min) 15




Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 58 97 87 14 814 545 80 752 378Volume Left 0 97 0 14 0 0 80 0 0Volume Right 58 0 87 0 0 138 0 0 2cSH 457 121 375 528 1700 1700 453 1700 1700Volume to Capacity 0.13 0.80 0.23 0.03 0.48 0.32 0.18 0.44 0.22Queue Length 95th (m) 3.5 37.7 7.1 0.7 0.0 0.0 5.1 0.0 0.0Control Delay (s) 14.0 102.9 17.5 12.0 0.0 0.0 14.6 0.0 0.0Lane LOS B F C B BApproach Delay (s) 14.0 62.5 0.1 1.0Approach LOS B F

Intersection SummaryAverage Delay 4.8Intersection Capacity Utilization 60.9% ICU Level of Service BAnalysis Period (min) 15








Direction, Lane # EB 1 EB 2 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 13 10 1 16 906 456 2 843 437Volume Left 13 0 0 16 0 0 2 0 0Volume Right 0 10 1 0 0 3 0 0 16cSH 156 423 769 549 1700 1700 586 1700 1700Volume to Capacity 0.08 0.02 0.00 0.03 0.53 0.27 0.00 0.50 0.26Queue Length 95th (m) 2.1 0.6 0.0 0.7 0.0 0.0 0.1 0.0 0.0Control Delay (s) 30.1 13.7 9.7 11.8 0.0 0.0 11.2 0.0 0.0Lane LOS D B A B BApproach Delay (s) 23.0 9.7 0.1 0.0Approach LOS C A








Intersection SummaryArea Type: OtherCycle Length: 130Actuated Cycle Length: 94Natural Cycle: 90Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.72Intersection Signal Delay: 14.3 Intersection LOS: BIntersection Capacity Utilization 61.3% ICU Level of Service BAnalysis Period (min) 15









Intersection SummaryHCM 2000 Control Delay 16.0 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.61Actuated Cycle Length (s) 93.9 Sum of lost time (s) 16.7Intersection Capacity Utilization 61.3% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group








Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 21 76 42 87 1102 692 78 1245 630Volume Left 0 76 0 87 0 0 78 0 0Volume Right 21 0 40 0 0 141 0 0 8cSH 269 37 34 301 1700 1700 349 1700 1700Volume to Capacity 0.08 2.03 1.24 0.29 0.65 0.41 0.22 0.73 0.37Queue Length 95th (m) 2.0 66.2 36.1 9.4 0.0 0.0 6.7 0.0 0.0Control Delay (s) 19.5 711.3 416.6 21.8 0.0 0.0 18.3 0.0 0.0Lane LOS C F F C CApproach Delay (s) 19.5 606.4 1.0 0.7Approach LOS C F









Direction, Lane # EB 1 EB 2 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 13 22 8 8 1245 644 3 1302 659Volume Left 13 0 7 8 0 0 3 0 0Volume Right 0 22 1 0 0 22 0 0 8cSH 63 251 122 299 1700 1700 382 1700 1700Volume to Capacity 0.20 0.09 0.07 0.03 0.73 0.38 0.01 0.77 0.39Queue Length 95th (m) 5.6 2.3 1.7 0.7 0.0 0.0 0.2 0.0 0.0Control Delay (s) 75.9 20.7 36.6 17.4 0.0 0.0 14.5 0.0 0.0Lane LOS F C E C BApproach Delay (s) 41.2 36.6 0.1 0.0Approach LOS E E







Lane Group WBL WBR NBT NBR SBL SBTTurn Type Prot Perm NA Perm pm+pt NAProtected Phases 4 2 1 6Permitted Phases 4 2 6Detector Phase 4 4 2 2 1 6Switch PhaseMinimum Initial (s) 7.0 7.0 7.0 7.0 5.0 7.0Minimum Split (s) 37.1 37.1 39.6 39.6 9.5 39.6Total Split (s) 38.0 38.0 67.0 67.0 25.0 92.0Total Split (%) 29.2% 29.2% 51.5% 51.5% 19.2% 70.8%Maximum Green (s) 31.9 31.9 60.4 60.4 21.0 85.4Yellow Time (s) 3.7 3.7 3.7 3.7 3.0 3.7All-Red Time (s) 2.4 2.4 2.9 2.9 1.0 2.9Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.1 6.1 6.6 6.6 4.0 6.6Lead/Lag Lag Lag LeadLead-Lag Optimize? Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None Max Max None MaxWalk Time (s) 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 24.0 24.0 26.0 26.0 26.0Pedestrian Calls (#/hr) 0 0 0 0 0Act Effct Green (s) 29.1 29.1 61.3 61.3 88.1 85.5Actuated g/C Ratio 0.23 0.23 0.48 0.48 0.69 0.67v/c Ratio 0.90 0.59 0.90 0.41 0.93 0.70Control Delay 73.0 12.9 39.0 11.3 71.8 15.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 73.0 12.9 39.0 11.3 71.8 15.4LOS E B D B E BApproach Delay 43.7 33.8 24.4Approach LOS D C C

Intersection SummaryArea Type: OtherCycle Length: 130Actuated Cycle Length: 127.3Natural Cycle: 110Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.93Intersection Signal Delay: 31.2 Intersection LOS: CIntersection Capacity Utilization 88.0% ICU Level of Service EAnalysis Period (min) 15




Lane Group WBL WBR NBT NBR SBL SBTLane Group Flow (vph) 366 348 1542 354 318 1678v/c Ratio 0.90 0.59 0.90 0.41 0.93 0.70Control Delay 73.0 12.9 39.0 11.3 71.8 15.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 73.0 12.9 39.0 11.3 71.8 15.4Queue Length 50th (m) 94.2 12.3 201.8 26.3 68.1 142.7Queue Length 95th (m) #145.5 42.8 #254.6 51.2 #125.3 169.2Internal Link Dist (m) 468.7 247.5 137.7Turn Bay Length (m) 225.0 60.0 90.0Base Capacity (vph) 448 618 1721 859 352 2400Starvation Cap Reductn 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0Reduced v/c Ratio 0.82 0.56 0.90 0.41 0.90 0.70




Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 337 320 1419 326 293 1544Future Volume (vph) 337 320 1419 326 293 1544Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.1 6.1 6.6 6.6 4.0 6.6Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00Satd. Flow (prot) 1787 1599 3574 1577 1770 3574Flt Permitted 0.95 1.00 1.00 1.00 0.06 1.00Satd. Flow (perm) 1787 1599 3574 1577 114 3574Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 366 348 1542 354 318 1678RTOR Reduction (vph) 0 224 0 100 0 0Lane Group Flow (vph) 366 124 1542 254 318 1678Confl. Peds. (#/hr) 3 2 2Heavy Vehicles (%) 1% 1% 1% 0% 2% 1%Turn Type Prot Perm NA Perm pm+pt NAProtected Phases 4 2 1 6Permitted Phases 4 2 6Actuated Green, G (s) 29.1 29.1 61.3 61.3 85.5 85.5Effective Green, g (s) 29.1 29.1 61.3 61.3 85.5 85.5Actuated g/C Ratio 0.23 0.23 0.48 0.48 0.67 0.67Clearance Time (s) 6.1 6.1 6.6 6.6 4.0 6.6Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 408 365 1721 759 339 2400v/s Ratio Prot c0.20 0.43 c0.15 0.47v/s Ratio Perm 0.08 0.16 c0.48v/c Ratio 0.90 0.34 0.90 0.34 0.94 0.70Uniform Delay, d1 47.6 41.1 30.1 20.4 42.1 12.9Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 21.6 0.6 7.7 1.2 32.8 1.7Delay (s) 69.3 41.6 37.8 21.6 74.9 14.7Level of Service E D D C E BApproach Delay (s) 55.8 34.8 24.3Approach LOS E C C

Intersection SummaryHCM 2000 Control Delay 33.5 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.95Actuated Cycle Length (s) 127.3 Sum of lost time (s) 16.7Intersection Capacity Utilization 88.0% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group



Appendix I

2033 Background Traffic Operations Reports - Improvements



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 0 0 53 89 0 80 13 1123 127 74 1038 2Future Volume (vph) 0 0 53 89 0 80 13 1123 127 74 1038 2Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 0.0 0.0 0.0 100.0 160.0 0.0 300.0 0.0Storage Lanes 0 0 1 1 1 0 1 0Taper Length (m) 7.5 7.5 7.5 7.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95Ped Bike Factor 0.99 1.00 0.99 1.00 1.00 1.00 1.00Frt 0.865 0.850 0.985Flt Protected 0.950 0.950 0.950Satd. Flow (prot) 0 1545 0 1641 1476 0 1530 3442 0 1626 3432 0Flt Permitted 0.719 0.228 0.164Satd. Flow (perm) 0 1545 0 1241 1476 0 367 3442 0 281 3432 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 44 44 17Link Speed (k/h) 50 50 50 50Link Distance (m) 220.4 363.6 475.9 436.5Travel Time (s) 15.9 26.2 34.3 31.4Confl. Peds. (#/hr) 1 1 1 1 2 5 5 2Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 0% 0% 5% 10% 0% 8% 18% 2% 12% 11% 5% 100%Adj. Flow (vph) 0 0 58 97 0 87 14 1221 138 80 1128 2Shared Lane Traffic (%)Lane Group Flow (vph) 0 58 0 97 87 0 14 1359 0 80 1130 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(m) 3.6 3.6 3.6 3.6Link Offset(m) 0.0 0.0 0.0 0.0Crosswalk Width(m) 4.8 4.8 4.8 4.8Two way Left Turn Lane Yes YesHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (k/h) 25 15 25 15 25 15 25 15Number of Detectors 1 2 1 2 1 2 1 2Detector Template Left Thru Left Thru Left Thru Left ThruLeading Detector (m) 2.0 10.0 2.0 10.0 2.0 10.0 2.0 10.0Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Size(m) 2.0 0.6 2.0 0.6 2.0 0.6 2.0 0.6Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(m) 9.4 9.4 9.4 9.4Detector 2 Size(m) 0.6 0.6 0.6 0.6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRTurn Type NA Perm NA Perm NA Perm NAProtected Phases 4 4 2 2Permitted Phases 4 4 2 2Detector Phase 4 4 4 4 2 2 2 2Switch PhaseMinimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Minimum Split (s) 37.1 37.1 37.1 37.1 39.6 39.6 39.6 39.6Total 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%Maximum Green (s) 38.9 38.9 38.9 38.9 38.4 38.4 38.4 38.4Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7All-Red Time (s) 2.4 2.4 2.4 2.4 2.9 2.9 2.9 2.9Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.1 6.1 6.1 6.6 6.6 6.6 6.6Lead/LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None None None Min Min Min MinWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 24.0 24.0 24.0 24.0 26.0 26.0 26.0 26.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 10.3 10.3 10.3 43.4 43.4 43.4 43.4Actuated g/C Ratio 0.17 0.17 0.17 0.70 0.70 0.70 0.70v/c Ratio 0.20 0.48 0.31 0.05 0.57 0.41 0.47Control Delay 11.6 31.2 16.0 6.2 7.9 15.8 7.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 11.6 31.2 16.0 6.2 7.9 15.8 7.0LOS B C B A A B AApproach Delay 11.6 24.0 7.9 7.6Approach LOS B C A A

Intersection SummaryArea Type: OtherCycle Length: 90Actuated Cycle Length: 62.3Natural Cycle: 90Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.57Intersection Signal Delay: 8.9 Intersection LOS: AIntersection Capacity Utilization 69.1% ICU Level of Service CAnalysis Period (min) 15

Splits and Phases: 1: Hyde Park Road & South Carriage Road



Lane Group EBT WBL WBT NBL NBT SBL SBTLane Group Flow (vph) 58 97 87 14 1359 80 1130v/c Ratio 0.20 0.48 0.31 0.05 0.57 0.41 0.47Control Delay 11.6 31.2 16.0 6.2 7.9 15.8 7.0Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 11.6 31.2 16.0 6.2 7.9 15.8 7.0Queue Length 50th (m) 1.4 10.6 4.5 0.6 43.3 4.2 33.0Queue Length 95th (m) 9.8 23.2 15.1 3.0 75.3 #21.9 57.4Internal Link Dist (m) 196.4 339.6 451.9 412.5Turn Bay Length (m) 160.0 300.0Base Capacity (vph) 981 775 938 255 2404 195 2392Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.06 0.13 0.09 0.05 0.57 0.41 0.47




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 0 0 53 89 0 80 13 1123 127 74 1038 2Future Volume (vph) 0 0 53 89 0 80 13 1123 127 74 1038 2Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.1 6.1 6.1 6.6 6.6 6.6 6.6Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 0.99 1.00 0.99 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.86 1.00 0.85 1.00 0.98 1.00 1.00Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1546 1640 1477 1529 3442 1625 3432Flt Permitted 1.00 0.72 1.00 0.23 1.00 0.16 1.00Satd. Flow (perm) 1546 1242 1477 367 3442 281 3432Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 58 97 0 87 14 1221 138 80 1128 2RTOR Reduction (vph) 0 38 0 0 38 0 0 6 0 0 0 0Lane Group Flow (vph) 0 20 0 97 49 0 14 1353 0 80 1130 0Confl. Peds. (#/hr) 1 1 1 1 2 5 5 2Heavy Vehicles (%) 0% 0% 5% 10% 0% 8% 18% 2% 12% 11% 5% 100%Turn Type NA Perm NA Perm NA Perm NAProtected Phases 4 4 2 2Permitted Phases 4 4 2 2Actuated Green, G (s) 8.8 8.8 8.8 42.1 42.1 42.1 42.1Effective Green, g (s) 8.8 8.8 8.8 42.1 42.1 42.1 42.1Actuated g/C Ratio 0.14 0.14 0.14 0.66 0.66 0.66 0.66Clearance Time (s) 6.1 6.1 6.1 6.6 6.6 6.6 6.6Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 213 171 204 242 2278 186 2271v/s Ratio Prot 0.01 0.03 c0.39 0.33v/s Ratio Perm c0.08 0.04 0.29v/c Ratio 0.09 0.57 0.24 0.06 0.59 0.43 0.50Uniform Delay, d1 23.9 25.6 24.4 3.8 6.0 5.1 5.4Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 4.3 0.6 0.1 0.4 1.6 0.2Delay (s) 24.1 29.9 25.0 3.9 6.4 6.7 5.6Level of Service C C C A A A AApproach Delay (s) 24.1 27.6 6.4 5.7Approach LOS C C A A

Intersection SummaryHCM 2000 Control Delay 7.8 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.59Actuated Cycle Length (s) 63.6 Sum of lost time (s) 12.7Intersection Capacity Utilization 69.1% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group








Direction, Lane # EB 1 EB 2 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 13 10 1 16 906 456 2 843 437Volume Left 13 0 0 16 0 0 2 0 0Volume Right 0 10 1 0 0 3 0 0 16cSH 156 423 769 549 1700 1700 586 1700 1700Volume to Capacity 0.08 0.02 0.00 0.03 0.53 0.27 0.00 0.50 0.26Queue Length 95th (m) 2.1 0.6 0.0 0.7 0.0 0.0 0.1 0.0 0.0Control Delay (s) 30.1 13.7 9.7 11.8 0.0 0.0 11.2 0.0 0.0Lane LOS D B A B BApproach Delay (s) 23.0 9.7 0.1 0.0Approach LOS C A




Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 0 0 19 70 2 37 80 1521 130 72 1718 7Future Volume (vph) 0 0 19 70 2 37 80 1521 130 72 1718 7Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 0.0 0.0 0.0 100.0 160.0 0.0 300.0 0.0Storage Lanes 0 0 1 1 1 0 1 0Taper Length (m) 7.5 7.5 7.5 7.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95Ped Bike Factor 0.99 1.00 0.99 1.00Frt 0.865 0.857 0.988 0.999Flt Protected 0.950 0.950 0.950Satd. Flow (prot) 0 1622 0 1703 1548 0 1703 3493 0 1805 3571 0Flt Permitted 0.744 0.077 0.077Satd. Flow (perm) 0 1622 0 1332 1548 0 138 3493 0 146 3571 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 123 40 10Link Speed (k/h) 50 50 50 50Link Distance (m) 220.4 363.6 475.9 436.5Travel Time (s) 15.9 26.2 34.3 31.4Confl. Peds. (#/hr) 2 1 1 2 1 1Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 0% 0% 0% 6% 0% 4% 6% 2% 1% 0% 1% 0%Adj. Flow (vph) 0 0 21 76 2 40 87 1653 141 78 1867 8Shared Lane Traffic (%)Lane Group Flow (vph) 0 21 0 76 42 0 87 1794 0 78 1875 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(m) 3.6 3.6 3.6 3.6Link Offset(m) 0.0 0.0 0.0 0.0Crosswalk Width(m) 4.8 4.8 4.8 4.8Two way Left Turn Lane Yes YesHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (k/h) 25 15 25 15 25 15 25 15Number of Detectors 1 2 1 2 1 2 1 2Detector Template Left Thru Left Thru Left Thru Left ThruLeading Detector (m) 2.0 10.0 2.0 10.0 2.0 10.0 2.0 10.0Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Size(m) 2.0 0.6 2.0 0.6 2.0 0.6 2.0 0.6Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(m) 9.4 9.4 9.4 9.4Detector 2 Size(m) 0.6 0.6 0.6 0.6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRTurn Type NA Perm NA pm+pt NA pm+pt NAProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 2 6Detector Phase 4 4 8 8 5 2 1 6Switch PhaseMinimum Initial (s) 7.0 7.0 7.0 7.0 5.0 7.0 5.0 7.0Minimum Split (s) 37.1 37.1 37.1 37.1 9.5 39.6 9.5 39.6Total Split (s) 45.0 45.0 45.0 45.0 10.0 55.0 10.0 55.0Total Split (%) 40.9% 40.9% 40.9% 40.9% 9.1% 50.0% 9.1% 50.0%Maximum Green (s) 38.9 38.9 38.9 38.9 6.0 48.4 6.0 48.4Yellow Time (s) 3.7 3.7 3.7 3.7 3.0 3.7 3.0 3.7All-Red Time (s) 2.4 2.4 2.4 2.4 1.0 2.9 1.0 2.9Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.1 6.1 6.1 4.0 6.6 4.0 6.6Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None None None None Min None MinWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 24.0 24.0 24.0 24.0 26.0 26.0Pedestrian Calls (#/hr) 0 0 0 0 0 0Act Effct Green (s) 10.1 10.1 10.1 59.3 53.6 59.3 53.6Actuated g/C Ratio 0.13 0.13 0.13 0.74 0.67 0.74 0.67v/c Ratio 0.07 0.45 0.18 0.40 0.76 0.34 0.78Control Delay 0.4 41.8 13.2 12.2 15.8 9.1 16.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 0.4 41.8 13.2 12.2 15.8 9.1 16.4LOS A D B B B A BApproach Delay 0.4 31.6 15.6 16.1Approach LOS A C B B

Intersection SummaryArea Type: OtherCycle Length: 110Actuated Cycle Length: 79.7Natural Cycle: 110Control Type: Actuated-UncoordinatedMaximum v/c Ratio: 0.78Intersection Signal Delay: 16.3 Intersection LOS: BIntersection Capacity Utilization 77.6% ICU Level of Service DAnalysis Period (min) 15




Lane Group EBT WBL WBT NBL NBT SBL SBTLane Group Flow (vph) 21 76 42 87 1794 78 1875v/c Ratio 0.07 0.45 0.18 0.40 0.76 0.34 0.78Control Delay 0.4 41.8 13.2 12.2 15.8 9.1 16.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 0.4 41.8 13.2 12.2 15.8 9.1 16.4Queue Length 50th (m) 0.0 11.7 0.3 2.9 114.3 2.6 123.1Queue Length 95th (m) 0.0 24.8 9.0 13.0 #180.1 9.5 #207.1Internal Link Dist (m) 196.4 339.6 451.9 412.5Turn Bay Length (m) 160.0 300.0Base Capacity (vph) 858 653 779 221 2351 234 2399Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.02 0.12 0.05 0.39 0.76 0.33 0.78




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 0 0 19 70 2 37 80 1521 130 72 1718 7Future Volume (vph) 0 0 19 70 2 37 80 1521 130 72 1718 7Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.1 6.1 6.1 4.0 6.6 4.0 6.6Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 0.99 1.00 0.99 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 0.86 1.00 0.86 1.00 0.99 1.00 1.00Flt Protected 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1623 1702 1549 1703 3494 1805 3572Flt Permitted 1.00 0.74 1.00 0.08 1.00 0.08 1.00Satd. Flow (perm) 1623 1332 1549 138 3494 146 3572Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 21 76 2 40 87 1653 141 78 1867 8RTOR Reduction (vph) 0 19 0 0 36 0 0 4 0 0 0 0Lane Group Flow (vph) 0 2 0 76 6 0 87 1790 0 78 1875 0Confl. Peds. (#/hr) 2 1 1 2 1 1Heavy Vehicles (%) 0% 0% 0% 6% 0% 4% 6% 2% 1% 0% 1% 0%Turn Type NA Perm NA pm+pt NA pm+pt NAProtected Phases 4 8 5 2 1 6Permitted Phases 4 8 2 6Actuated Green, G (s) 8.5 8.5 8.5 56.7 52.0 56.7 52.0Effective Green, g (s) 8.5 8.5 8.5 56.7 52.0 56.7 52.0Actuated g/C Ratio 0.10 0.10 0.10 0.69 0.63 0.69 0.63Clearance Time (s) 6.1 6.1 6.1 4.0 6.6 4.0 6.6Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 168 138 160 185 2218 196 2267v/s Ratio Prot 0.00 0.00 c0.03 0.51 0.02 c0.52v/s Ratio Perm c0.06 0.30 0.25v/c Ratio 0.01 0.55 0.04 0.47 0.81 0.40 0.83Uniform Delay, d1 32.9 34.9 33.0 11.5 11.2 9.8 11.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.0 4.7 0.1 1.9 2.3 1.3 2.6Delay (s) 33.0 39.6 33.1 13.3 13.4 11.1 14.1Level of Service C D C B B B BApproach Delay (s) 33.0 37.3 13.4 14.0Approach LOS C D B B

Intersection SummaryHCM 2000 Control Delay 14.5 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.76Actuated Cycle Length (s) 81.9 Sum of lost time (s) 16.7Intersection Capacity Utilization 77.6% ICU Level of Service DAnalysis Period (min) 15c Critical Lane Group








Direction, Lane # EB 1 EB 2 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 13 22 8 8 1245 644 3 1302 659Volume Left 13 0 7 8 0 0 3 0 0Volume Right 0 22 1 0 0 22 0 0 8cSH 63 251 122 299 1700 1700 382 1700 1700Volume to Capacity 0.20 0.09 0.07 0.03 0.73 0.38 0.01 0.77 0.39Queue Length 95th (m) 5.6 2.3 1.7 0.7 0.0 0.0 0.2 0.0 0.0Control Delay (s) 75.9 20.7 36.6 17.4 0.0 0.0 14.5 0.0 0.0Lane LOS F C E C BApproach Delay (s) 41.2 36.6 0.1 0.0Approach LOS E E







Lane Group WBL WBR NBT NBR SBL SBTTurn Type Prot Perm NA Perm pm+pt NAProtected Phases 4 2 1 6Permitted Phases 4 2 6Detector Phase 4 4 2 2 1 6Switch PhaseMinimum Initial (s) 7.0 7.0 7.0 7.0 5.0 7.0Minimum Split (s) 37.1 37.1 39.6 39.6 9.5 39.6Total Split (s) 38.0 38.0 67.0 67.0 25.0 92.0Total Split (%) 29.2% 29.2% 51.5% 51.5% 19.2% 70.8%Maximum Green (s) 31.9 31.9 60.4 60.4 21.0 85.4Yellow Time (s) 3.7 3.7 3.7 3.7 3.0 3.7All-Red Time (s) 2.4 2.4 2.9 2.9 1.0 2.9Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.1 6.1 6.6 6.6 4.0 6.6Lead/Lag Lag Lag LeadLead-Lag Optimize? Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None Max Max None MaxWalk Time (s) 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 24.0 24.0 26.0 26.0 26.0Pedestrian Calls (#/hr) 0 0 0 0 0Act Effct Green (s) 29.1 29.1 61.3 61.3 88.1 85.5Actuated g/C Ratio 0.23 0.23 0.48 0.48 0.69 0.67v/c Ratio 0.90 0.59 0.90 0.41 0.93 0.70Control Delay 73.0 12.9 39.0 11.3 71.8 15.4Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 73.0 12.9 39.0 11.3 71.8 15.4LOS E B D B E BApproach Delay 43.7 33.8 24.4Approach LOS D C C









Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 337 320 1419 326 293 1544Future Volume (vph) 337 320 1419 326 293 1544Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.1 6.1 6.6 6.6 4.0 6.6Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00Satd. Flow (prot) 1787 1599 3574 1577 1770 3574Flt Permitted 0.95 1.00 1.00 1.00 0.06 1.00Satd. Flow (perm) 1787 1599 3574 1577 114 3574Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 366 348 1542 354 318 1678RTOR Reduction (vph) 0 224 0 100 0 0Lane Group Flow (vph) 366 124 1542 254 318 1678Confl. Peds. (#/hr) 3 2 2Heavy Vehicles (%) 1% 1% 1% 0% 2% 1%Turn Type Prot Perm NA Perm pm+pt NAProtected Phases 4 2 1 6Permitted Phases 4 2 6Actuated Green, G (s) 29.1 29.1 61.3 61.3 85.5 85.5Effective Green, g (s) 29.1 29.1 61.3 61.3 85.5 85.5Actuated g/C Ratio 0.23 0.23 0.48 0.48 0.67 0.67Clearance Time (s) 6.1 6.1 6.6 6.6 4.0 6.6Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 408 365 1721 759 339 2400v/s Ratio Prot c0.20 0.43 c0.15 0.47v/s Ratio Perm 0.08 0.16 c0.48v/c Ratio 0.90 0.34 0.90 0.34 0.94 0.70Uniform Delay, d1 47.6 41.1 30.1 20.4 42.1 12.9Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 21.6 0.6 7.7 1.2 32.8 1.7Delay (s) 69.3 41.6 37.8 21.6 74.9 14.7Level of Service E D D C E BApproach Delay (s) 55.8 34.8 24.3Approach LOS E C C

Intersection SummaryHCM 2000 Control Delay 33.5 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.95Actuated Cycle Length (s) 127.3 Sum of lost time (s) 16.7Intersection Capacity Utilization 88.0% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group



Appendix J

2033 Total Traffic Operations Reports






Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRTurn Type NA Perm NA Perm NA Perm NAProtected Phases 4 4 2 2Permitted Phases 4 4 2 2Detector Phase 4 4 4 4 2 2 2 2Switch PhaseMinimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Minimum Split (s) 37.1 37.1 37.1 37.1 39.6 39.6 39.6 39.6Total 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%Maximum Green (s) 38.9 38.9 38.9 38.9 38.4 38.4 38.4 38.4Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7All-Red Time (s) 2.4 2.4 2.4 2.4 2.9 2.9 2.9 2.9Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.1 6.1 6.1 6.6 6.6 6.6 6.6Lead/LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None None None Min Min Min MinWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 24.0 24.0 24.0 24.0 26.0 26.0 26.0 26.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 10.3 10.3 10.3 43.4 43.4 43.4 43.4Actuated g/C Ratio 0.17 0.17 0.17 0.70 0.70 0.70 0.70v/c Ratio 0.20 0.48 0.31 0.06 0.60 0.46 0.48Control Delay 11.6 31.2 16.0 6.2 8.3 20.4 7.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 11.6 31.2 16.0 6.2 8.3 20.4 7.1LOS B C B A A C AApproach Delay 11.6 24.0 8.3 8.0Approach LOS B C A A










Direction, Lane # EB 1 EB 2 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 87 53 1 57 906 456 2 849 452Volume Left 87 0 0 57 0 0 2 0 0Volume Right 0 53 1 0 0 3 0 0 27cSH 150 416 790 539 1700 1700 590 1700 1700Volume to Capacity 0.58 0.13 0.00 0.11 0.53 0.27 0.00 0.50 0.27Queue Length 95th (m) 23.9 3.5 0.0 2.8 0.0 0.0 0.1 0.0 0.0Control Delay (s) 57.6 14.9 9.6 12.5 0.0 0.0 11.1 0.0 0.0Lane LOS F B A B BApproach Delay (s) 41.4 9.6 0.5 0.0Approach LOS E A




Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 0 0 40 8 0 2 0 1302 19 2 1210 9Future Volume (vph) 0 0 40 8 0 2 0 1302 19 2 1210 9Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 0.0 0.0 0.0 0.0 0.0 0.0 20.0 0.0Storage Lanes 0 1 0 0 0 0 1 0Taper Length (m) 7.5 7.5 7.5 7.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95Ped Bike FactorFrt 0.865 0.865 0.975 0.998 0.999Flt Protected 0.961 0.950Satd. Flow (prot) 0 0 1644 0 1745 0 0 3532 0 1770 3436 0Flt Permitted 0.961 0.950Satd. Flow (perm) 0 0 1644 0 1745 0 0 3532 0 1770 3436 0Link Speed (k/h) 50 50 50 50Link Distance (m) 88.2 127.8 197.6 154.7Travel Time (s) 6.4 9.2 14.2 11.1Confl. Peds. (#/hr) 1 2 2Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 0% 2% 0% 2% 2% 2% 0% 2% 2% 2% 5% 0%Adj. Flow (vph) 0 0 43 9 0 2 0 1415 21 2 1315 10Shared Lane Traffic (%) 10%Lane Group Flow (vph) 0 4 39 0 11 0 0 1436 0 2 1325 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(m) 0.0 0.0 3.6 3.6Link Offset(m) 0.0 0.0 0.0 0.0Crosswalk Width(m) 4.8 4.8 4.8 4.8Two way Left Turn Lane Yes YesHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (k/h) 25 15 25 15 25 15 25 15Sign Control Stop Stop Free Free




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 40 8 0 2 0 1302 19 2 1210 9Future Volume (Veh/h) 0 0 40 8 0 2 0 1302 19 2 1210 9Sign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 43 9 0 2 0 1415 21 2 1315 10Pedestrians 2 1Lane Width (m) 3.6 3.6Walking Speed (m/s) 1.2 1.2Percent Blockage 0 0Right turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (m) 198pX, platoon unblocked 0.77 0.77 0.77 0.77 0.77 0.77vC, conflicting volume 2036 2762 666 2131 2756 718 1327 1436vC1, stage 1 conf vol 1326 1326 1426 1426vC2, stage 2 conf vol 710 1436 706 1331vCu, unblocked vol 1748 2691 666 1872 2684 39 1327 971tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1tC, 2 stage (s) 6.5 5.5 6.5 5.5tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2p0 queue free % 100 100 89 95 100 100 100 100cM capacity (veh/h) 159 159 406 177 160 789 526 544

Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 SB 3Volume Total 43 11 943 493 2 877 448Volume Left 0 9 0 0 2 0 0Volume Right 43 2 0 21 0 0 10cSH 406 207 1700 1700 544 1700 1700Volume to Capacity 0.11 0.05 0.55 0.29 0.00 0.52 0.26Queue Length 95th (m) 2.8 1.3 0.0 0.0 0.1 0.0 0.0Control Delay (s) 14.9 23.4 0.0 0.0 11.6 0.0 0.0Lane LOS B C BApproach Delay (s) 14.9 23.4 0.0 0.0Approach LOS B C









Direction, Lane # EB 1 EB 2 WB 1 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 68 54 8 95 1241 643 3 1327 715Volume Left 68 0 7 95 0 0 3 0 0Volume Right 0 54 1 0 0 22 0 0 51cSH 58 236 54 278 1700 1700 387 1700 1700Volume to Capacity 1.18 0.23 0.15 0.34 0.73 0.38 0.01 0.78 0.42Queue Length 95th (m) 46.0 6.9 3.9 11.7 0.0 0.0 0.2 0.0 0.0Control Delay (s) 295.5 24.8 83.7 24.5 0.0 0.0 14.4 0.0 0.0Lane LOS F C F C BApproach Delay (s) 175.6 83.7 1.2 0.0Approach LOS F F




Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 0 0 32 10 0 8 0 1812 2 1 1848 37Future Volume (vph) 0 0 32 10 0 8 0 1812 2 1 1848 37Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 0.0 0.0 0.0 0.0 0.0 0.0 20.0 0.0Storage Lanes 0 1 0 0 0 0 1 0Taper Length (m) 7.5 7.5 7.5 7.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95Ped Bike FactorFrt 0.865 0.865 0.939 0.997Flt Protected 0.973 0.950Satd. Flow (prot) 0 0 1644 0 1702 0 0 3539 0 1770 3564 0Flt Permitted 0.973 0.950Satd. Flow (perm) 0 0 1644 0 1702 0 0 3539 0 1770 3564 0Link Speed (k/h) 50 50 50 50Link Distance (m) 88.2 116.9 195.4 156.9Travel Time (s) 6.4 8.4 14.1 11.3Confl. Peds. (#/hr) 1 4 4Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 0% 2% 0% 2% 2% 2% 0% 2% 2% 2% 1% 0%Adj. Flow (vph) 0 0 35 11 0 9 0 1970 2 1 2009 40Shared Lane Traffic (%) 10%Lane Group Flow (vph) 0 4 31 0 20 0 0 1972 0 1 2049 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(m) 0.0 0.0 3.6 3.6Link Offset(m) 0.0 0.0 0.0 0.0Crosswalk Width(m) 4.8 4.8 4.8 4.8Two way Left Turn Lane Yes YesHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (k/h) 25 15 25 15 25 15 25 15Sign Control Stop Stop Free Free




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 32 10 0 8 0 1812 2 1 1848 37Future Volume (Veh/h) 0 0 32 10 0 8 0 1812 2 1 1848 37Sign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 35 11 0 9 0 1970 2 1 2009 40Pedestrians 4 1Lane Width (m) 3.6 3.6Walking Speed (m/s) 1.2 1.2Percent Blockage 0 0Right turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (m) 195pX, platoon unblocked 0.55 0.55 0.55 0.55 0.55 0.55vC, conflicting volume 3030 4007 1028 3012 4026 987 2053 1972vC1, stage 1 conf vol 2035 2035 1971 1971vC2, stage 2 conf vol 995 1972 1042 2055vCu, unblocked vol 3055 4831 1028 3023 4865 0 2053 1131tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1tC, 2 stage (s) 6.5 5.5 6.5 5.5tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2p0 queue free % 100 100 85 89 100 98 100 100cM capacity (veh/h) 58 77 234 97 76 596 276 337

Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 SB 3Volume Total 35 20 1313 659 1 1339 710Volume Left 0 11 0 0 1 0 0Volume Right 35 9 0 2 0 0 40cSH 234 156 1700 1700 337 1700 1700Volume to Capacity 0.15 0.13 0.77 0.39 0.00 0.79 0.42Queue Length 95th (m) 4.1 3.4 0.0 0.0 0.1 0.0 0.0Control Delay (s) 23.1 31.5 0.0 0.0 15.7 0.0 0.0Lane LOS C D CApproach Delay (s) 23.1 31.5 0.0 0.0Approach LOS C D







Lane Group WBL WBR NBT NBR SBL SBTTurn Type Prot Perm NA Perm pm+pt NAProtected Phases 4 2 1 6Permitted Phases 4 2 6Detector Phase 4 4 2 2 1 6Switch PhaseMinimum Initial (s) 7.0 7.0 7.0 7.0 5.0 7.0Minimum Split (s) 37.1 37.1 39.6 39.6 9.5 39.6Total Split (s) 38.0 38.0 67.0 67.0 25.0 92.0Total Split (%) 29.2% 29.2% 51.5% 51.5% 19.2% 70.8%Maximum Green (s) 31.9 31.9 60.4 60.4 21.0 85.4Yellow Time (s) 3.7 3.7 3.7 3.7 3.0 3.7All-Red Time (s) 2.4 2.4 2.9 2.9 1.0 2.9Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.1 6.1 6.6 6.6 4.0 6.6Lead/Lag Lag Lag LeadLead-Lag Optimize? Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None Max Max None MaxWalk Time (s) 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 24.0 24.0 26.0 26.0 26.0Pedestrian Calls (#/hr) 0 0 0 0 0Act Effct Green (s) 29.1 29.1 60.5 60.5 88.1 85.5Actuated g/C Ratio 0.23 0.23 0.48 0.48 0.69 0.67v/c Ratio 0.90 0.62 0.95 0.42 0.95 0.72Control Delay 73.0 14.9 45.1 11.9 75.0 15.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 73.0 14.9 45.1 11.9 75.0 15.9LOS E B D B E BApproach Delay 44.0 39.1 25.5Approach LOS D D C









Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 337 335 1479 326 308 1589Future Volume (vph) 337 335 1479 326 308 1589Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.1 6.1 6.6 6.6 4.0 6.6Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00Satd. Flow (prot) 1787 1599 3574 1577 1770 3574Flt Permitted 0.95 1.00 1.00 1.00 0.06 1.00Satd. Flow (perm) 1787 1599 3574 1577 116 3574Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 366 364 1608 354 335 1727RTOR Reduction (vph) 0 222 0 97 0 0Lane Group Flow (vph) 366 142 1608 257 335 1727Confl. Peds. (#/hr) 3 2 2Heavy Vehicles (%) 1% 1% 1% 0% 2% 1%Turn Type Prot Perm NA Perm pm+pt NAProtected Phases 4 2 1 6Permitted Phases 4 2 6Actuated Green, G (s) 29.1 29.1 60.5 60.5 85.5 85.5Effective Green, g (s) 29.1 29.1 60.5 60.5 85.5 85.5Actuated g/C Ratio 0.23 0.23 0.48 0.48 0.67 0.67Clearance Time (s) 6.1 6.1 6.6 6.6 4.0 6.6Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 408 365 1698 749 350 2400v/s Ratio Prot c0.20 0.45 c0.16 0.48v/s Ratio Perm 0.09 0.16 c0.49v/c Ratio 0.90 0.39 0.95 0.34 0.96 0.72Uniform Delay, d1 47.6 41.6 31.9 20.9 42.9 13.3Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 21.6 0.7 12.4 1.3 36.5 1.9Delay (s) 69.3 42.3 44.3 22.2 79.4 15.2Level of Service E D D C E BApproach Delay (s) 55.8 40.3 25.6Approach LOS E D C

Intersection SummaryHCM 2000 Control Delay 36.3 HCM 2000 Level of Service DHCM 2000 Volume to Capacity ratio 0.96Actuated Cycle Length (s) 127.3 Sum of lost time (s) 16.7Intersection Capacity Utilization 90.5% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group



Appendix K

2033 Total Traffic Operations Reports - Improvements






Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRTurn Type NA Perm NA Perm NA Perm NAProtected Phases 4 4 2 2Permitted Phases 4 4 2 2Detector Phase 4 4 4 4 2 2 2 2Switch PhaseMinimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Minimum Split (s) 37.1 37.1 37.1 37.1 39.6 39.6 39.6 39.6Total 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%Maximum Green (s) 38.9 38.9 38.9 38.9 38.4 38.4 38.4 38.4Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7All-Red Time (s) 2.4 2.4 2.4 2.4 2.9 2.9 2.9 2.9Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.1 6.1 6.1 6.6 6.6 6.6 6.6Lead/LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None None None Min Min Min MinWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 24.0 24.0 24.0 24.0 26.0 26.0 26.0 26.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 10.3 10.3 10.3 43.4 43.4 43.4 43.4Actuated g/C Ratio 0.17 0.17 0.17 0.70 0.70 0.70 0.70v/c Ratio 0.20 0.48 0.31 0.06 0.60 0.46 0.48Control Delay 11.6 31.2 16.0 6.2 8.3 20.4 7.1Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 11.6 31.2 16.0 6.2 8.3 20.4 7.1LOS B C B A A C AApproach Delay 11.6 24.0 8.3 8.0Approach LOS B C A A





Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 80 0 49 0 0 1 52 1250 3 2 1172 25Future Volume (vph) 80 0 49 0 0 1 52 1250 3 2 1172 25Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 30.0 0.0 0.0 0.0 20.0 0.0 20.0 0.0Storage Lanes 1 0 0 0 1 0 1 0Taper Length (m) 7.5 7.5 7.5 7.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95Ped Bike Factor 1.00 1.00Frt 0.850 0.865 0.997Flt Protected 0.950 0.950 0.950Satd. Flow (prot) 1641 1615 0 0 1644 0 1805 3539 0 1805 3464 0Flt Permitted 0.757 0.180 0.164Satd. Flow (perm) 1308 1615 0 0 1644 0 342 3539 0 312 3464 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 49 49 3Link Speed (k/h) 50 50 50 50Link Distance (m) 123.6 125.9 162.6 475.9Travel Time (s) 8.9 9.1 11.7 34.3Confl. Peds. (#/hr) 1 1Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 10% 0% 0% 0% 0% 0% 0% 2% 0% 0% 4% 0%Adj. Flow (vph) 87 0 53 0 0 1 57 1359 3 2 1274 27Shared Lane Traffic (%)Lane Group Flow (vph) 87 53 0 0 1 0 57 1362 0 2 1301 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(m) 3.6 3.6 3.6 3.6Link Offset(m) 0.0 0.0 0.0 0.0Crosswalk Width(m) 4.8 4.8 4.8 4.8Two way Left Turn Lane Yes YesHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (k/h) 25 15 25 15 25 15 25 15Number of Detectors 1 2 1 2 1 2 1 2Detector Template Left Thru Left Thru Left Thru Left ThruLeading Detector (m) 2.0 10.0 2.0 10.0 2.0 10.0 2.0 10.0Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Size(m) 2.0 0.6 2.0 0.6 2.0 0.6 2.0 0.6Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(m) 9.4 9.4 9.4 9.4Detector 2 Size(m) 0.6 0.6 0.6 0.6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRTurn Type Perm NA NA Perm NA Perm NAProtected Phases 4 4 2 2Permitted Phases 4 4 2 2Detector Phase 4 4 4 4 2 2 2 2Switch PhaseMinimum Initial (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Minimum Split (s) 37.1 37.1 37.1 37.1 39.6 39.6 39.6 39.6Total Split (s) 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0%Maximum Green (s) 33.9 33.9 33.9 33.9 33.4 33.4 33.4 33.4Yellow Time (s) 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7All-Red Time (s) 2.4 2.4 2.4 2.4 2.9 2.9 2.9 2.9Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.1 6.1 6.1 6.6 6.6 6.6 6.6Lead/LagLead-Lag Optimize?Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None None None Max Max Max MaxWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 24.0 24.0 24.0 24.0 26.0 26.0 26.0 26.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0Act Effct Green (s) 9.6 9.6 9.6 41.7 41.7 41.7 41.7Actuated g/C Ratio 0.16 0.16 0.16 0.70 0.70 0.70 0.70v/c Ratio 0.42 0.18 0.00 0.24 0.55 0.01 0.54Control Delay 28.1 9.0 0.0 9.3 7.6 5.5 7.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 28.1 9.0 0.0 9.3 7.6 5.5 7.5LOS C A A A A A AApproach Delay 20.9 7.7 7.5Approach LOS C A A


Splits and Phases: 2: Hyde Park Road & Street A North/Private Access (#1269)



Lane Group EBL EBT WBT NBL NBT SBL SBTLane Group Flow (vph) 87 53 1 57 1362 2 1301v/c Ratio 0.42 0.18 0.00 0.24 0.55 0.01 0.54Control Delay 28.1 9.0 0.0 9.3 7.6 5.5 7.5Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 28.1 9.0 0.0 9.3 7.6 5.5 7.5Queue Length 50th (m) 9.2 0.4 0.0 2.4 41.3 0.1 38.6Queue Length 95th (m) 19.3 7.8 0.0 10.1 70.1 0.8 66.3Internal Link Dist (m) 99.6 101.9 138.6 451.9Turn Bay Length (m) 30.0 20.0 20.0Base Capacity (vph) 746 942 959 238 2470 217 2418Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.12 0.06 0.00 0.24 0.55 0.01 0.54




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 80 0 49 0 0 1 52 1250 3 2 1172 25Future Volume (vph) 80 0 49 0 0 1 52 1250 3 2 1172 25Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.1 6.1 6.1 6.6 6.6 6.6 6.6Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.86 1.00 1.00 1.00 1.00Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1641 1615 1644 1805 3538 1805 3463Flt Permitted 0.76 1.00 1.00 0.18 1.00 0.16 1.00Satd. Flow (perm) 1308 1615 1644 342 3538 312 3463Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 87 0 53 0 0 1 57 1359 3 2 1274 27RTOR Reduction (vph) 0 43 0 0 1 0 0 0 0 0 1 0Lane Group Flow (vph) 87 10 0 0 0 0 57 1362 0 2 1300 0Confl. Peds. (#/hr) 1 1Heavy Vehicles (%) 10% 0% 0% 0% 0% 0% 0% 2% 0% 0% 4% 0%Turn Type Perm NA NA Perm NA Perm NAProtected Phases 4 4 2 2Permitted Phases 4 4 2 2Actuated Green, G (s) 8.0 8.0 8.0 40.3 40.3 40.3 40.3Effective Green, g (s) 8.0 8.0 8.0 40.3 40.3 40.3 40.3Actuated g/C Ratio 0.13 0.13 0.13 0.66 0.66 0.66 0.66Clearance Time (s) 6.1 6.1 6.1 6.6 6.6 6.6 6.6Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 171 211 215 225 2337 206 2287v/s Ratio Prot 0.01 0.00 c0.38 0.38v/s Ratio Perm c0.07 0.17 0.01v/c Ratio 0.51 0.05 0.00 0.25 0.58 0.01 0.57Uniform Delay, d1 24.7 23.2 23.0 4.2 5.7 3.5 5.6Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 2.4 0.1 0.0 2.7 1.1 0.1 1.0Delay (s) 27.0 23.3 23.0 6.9 6.8 3.6 6.7Level of Service C C C A A A AApproach Delay (s) 25.6 23.0 6.8 6.7Approach LOS C C A A




Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 0 0 40 8 0 2 0 1302 19 2 1210 9Future Volume (vph) 0 0 40 8 0 2 0 1302 19 2 1210 9Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 0.0 0.0 0.0 0.0 0.0 0.0 20.0 0.0Storage Lanes 0 1 0 0 0 0 1 0Taper Length (m) 7.5 7.5 7.5 7.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95Ped Bike FactorFrt 0.865 0.865 0.975 0.998 0.999Flt Protected 0.961 0.950Satd. Flow (prot) 0 0 1644 0 1745 0 0 3532 0 1770 3436 0Flt Permitted 0.961 0.950Satd. Flow (perm) 0 0 1644 0 1745 0 0 3532 0 1770 3436 0Link Speed (k/h) 50 50 50 50Link Distance (m) 88.2 117.4 189.7 162.6Travel Time (s) 6.4 8.5 13.7 11.7Confl. Peds. (#/hr) 1 2 2Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 0% 2% 0% 2% 2% 2% 0% 2% 2% 2% 5% 0%Adj. Flow (vph) 0 0 43 9 0 2 0 1415 21 2 1315 10Shared Lane Traffic (%) 10%Lane Group Flow (vph) 0 4 39 0 11 0 0 1436 0 2 1325 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(m) 0.0 0.0 3.6 3.6Link Offset(m) 0.0 0.0 0.0 0.0Crosswalk Width(m) 4.8 4.8 4.8 4.8Two way Left Turn Lane Yes YesHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (k/h) 25 15 25 15 25 15 25 15Sign Control Stop Stop Free Free




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 40 8 0 2 0 1302 19 2 1210 9Future Volume (Veh/h) 0 0 40 8 0 2 0 1302 19 2 1210 9Sign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 43 9 0 2 0 1415 21 2 1315 10Pedestrians 2 1Lane Width (m) 3.6 3.6Walking Speed (m/s) 1.2 1.2Percent Blockage 0 0Right turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (m) 190 162pX, platoon unblocked 0.88 0.88 0.79 0.88 0.88 0.77 0.79 0.77vC, conflicting volume 2036 2762 666 2131 2756 718 1327 1436vC1, stage 1 conf vol 1326 1326 1426 1426vC2, stage 2 conf vol 710 1436 706 1331vCu, unblocked vol 814 1643 40 923 1637 39 879 971tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1tC, 2 stage (s) 6.5 5.5 6.5 5.5tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2p0 queue free % 100 100 95 96 100 100 100 100cM capacity (veh/h) 240 202 810 208 204 789 612 544

Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 SB 3Volume Total 43 11 943 493 2 877 448Volume Left 0 9 0 0 2 0 0Volume Right 43 2 0 21 0 0 10cSH 810 240 1700 1700 544 1700 1700Volume to Capacity 0.05 0.05 0.55 0.29 0.00 0.52 0.26Queue Length 95th (m) 1.3 1.1 0.0 0.0 0.1 0.0 0.0Control Delay (s) 9.7 20.7 0.0 0.0 11.6 0.0 0.0Lane LOS A C BApproach Delay (s) 9.7 20.7 0.0 0.0Approach LOS A C




Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 63 0 50 6 0 1 87 1713 20 3 1832 47Future Volume (vph) 63 0 50 6 0 1 87 1713 20 3 1832 47Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 30.0 0.0 0.0 0.0 20.0 0.0 20.0 0.0Storage Lanes 1 0 0 0 1 0 1 0Taper Length (m) 7.5 7.5 7.5 7.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95Ped Bike Factor 1.00Frt 0.850 0.983 0.998 0.996Flt Protected 0.950 0.958 0.950 0.950Satd. Flow (prot) 1805 1615 0 0 1789 0 1805 3533 0 1805 3525 0Flt Permitted 0.752 0.730 0.051 0.104Satd. Flow (perm) 1429 1615 0 0 1363 0 97 3533 0 198 3525 0Right Turn on Red Yes Yes Yes YesSatd. Flow (RTOR) 116 64 2 3Link Speed (k/h) 50 50 60 60Link Distance (m) 123.6 125.9 157.9 475.9Travel Time (s) 8.9 9.1 9.5 28.6Confl. Peds. (#/hr) 3 3Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 2% 0% 0% 2% 0%Adj. Flow (vph) 68 0 54 7 0 1 95 1862 22 3 1991 51Shared Lane Traffic (%)Lane Group Flow (vph) 68 54 0 0 8 0 95 1884 0 3 2042 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(m) 3.6 3.6 3.6 3.6Link Offset(m) 0.0 0.0 0.0 0.0Crosswalk Width(m) 4.8 4.8 4.8 4.8Two way Left Turn Lane Yes YesHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (k/h) 25 15 25 15 25 15 25 15Number of Detectors 1 2 1 2 1 2 1 2Detector Template Left Thru Left Thru Left Thru Left ThruLeading Detector (m) 2.0 10.0 2.0 10.0 2.0 10.0 2.0 10.0Trailing Detector (m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Position(m) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Size(m) 2.0 0.6 2.0 0.6 2.0 0.6 2.0 0.6Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 1 ChannelDetector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0Detector 2 Position(m) 9.4 9.4 9.4 9.4Detector 2 Size(m) 0.6 0.6 0.6 0.6Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+ExDetector 2 ChannelDetector 2 Extend (s) 0.0 0.0 0.0 0.0



Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRTurn Type Perm NA Perm NA pm+pt NA Perm NAProtected Phases 4 8 5 2 6Permitted Phases 4 8 2 6Detector Phase 4 4 8 8 5 2 6 6Switch PhaseMinimum Initial (s) 7.0 7.0 7.0 7.0 5.0 7.0 7.0 7.0Minimum Split (s) 37.1 37.1 37.1 37.1 9.5 39.6 39.6 39.6Total Split (s) 40.0 40.0 40.0 40.0 12.0 90.0 78.0 78.0Total Split (%) 30.8% 30.8% 30.8% 30.8% 9.2% 69.2% 60.0% 60.0%Maximum Green (s) 33.9 33.9 33.9 33.9 8.0 83.4 71.4 71.4Yellow Time (s) 3.7 3.7 3.7 3.7 3.0 3.7 3.7 3.7All-Red Time (s) 2.4 2.4 2.4 2.4 1.0 2.9 2.9 2.9Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.1 6.1 6.1 4.0 6.6 6.6 6.6Lead/Lag Lead Lag LagLead-Lag Optimize? Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None None None None Min Min MinWalk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 24.0 24.0 24.0 24.0 26.0 26.0 26.0Pedestrian Calls (#/hr) 0 0 0 0 0 0 0Act Effct Green (s) 10.5 10.5 10.5 88.9 87.6 74.5 74.5Actuated g/C Ratio 0.10 0.10 0.10 0.83 0.82 0.70 0.70v/c Ratio 0.49 0.20 0.04 0.47 0.65 0.02 0.83Control Delay 57.1 1.8 0.4 19.5 6.5 7.3 17.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 57.1 1.8 0.4 19.5 6.5 7.3 17.3LOS E A A B A A BApproach Delay 32.6 0.4 7.2 17.3Approach LOS C A A B


Splits and Phases: 2: Hyde Park Road & Private Access (#1282)/Private Access (#1269)



Lane Group EBL EBT WBT NBL NBT SBL SBTLane Group Flow (vph) 68 54 8 95 1884 3 2042v/c Ratio 0.49 0.20 0.04 0.47 0.65 0.02 0.83Control Delay 57.1 1.8 0.4 19.5 6.5 7.3 17.3Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 57.1 1.8 0.4 19.5 6.5 7.3 17.3Queue Length 50th (m) 14.3 0.0 0.0 3.2 80.6 0.2 165.0Queue Length 95th (m) 28.9 0.0 0.0 21.1 124.7 1.4 234.8Internal Link Dist (m) 99.6 101.9 133.9 451.9Turn Bay Length (m) 30.0 20.0 20.0Base Capacity (vph) 453 592 476 208 2898 138 2459Starvation Cap Reductn 0 0 0 0 0 0 0Spillback Cap Reductn 0 0 0 0 0 0 0Storage Cap Reductn 0 0 0 0 0 0 0Reduced v/c Ratio 0.15 0.09 0.02 0.46 0.65 0.02 0.83




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 63 0 50 6 0 1 87 1713 20 3 1832 47Future Volume (vph) 63 0 50 6 0 1 87 1713 20 3 1832 47Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.1 6.1 6.1 4.0 6.6 6.6 6.6Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 0.98 1.00 1.00 1.00 1.00Flt Protected 0.95 1.00 0.96 0.95 1.00 0.95 1.00Satd. Flow (prot) 1805 1615 1790 1805 3534 1805 3525Flt Permitted 0.75 1.00 0.73 0.05 1.00 0.10 1.00Satd. Flow (perm) 1430 1615 1363 97 3534 197 3525Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 68 0 54 7 0 1 95 1862 22 3 1991 51RTOR Reduction (vph) 0 49 0 0 7 0 0 0 0 0 1 0Lane Group Flow (vph) 68 5 0 0 1 0 95 1884 0 3 2041 0Confl. Peds. (#/hr) 3 3Heavy Vehicles (%) 0% 0% 0% 0% 0% 0% 0% 2% 0% 0% 2% 0%Turn Type Perm NA Perm NA pm+pt NA Perm NAProtected Phases 4 8 5 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 9.1 9.1 9.1 86.3 86.3 74.5 74.5Effective Green, g (s) 9.1 9.1 9.1 86.3 86.3 74.5 74.5Actuated g/C Ratio 0.08 0.08 0.08 0.80 0.80 0.69 0.69Clearance Time (s) 6.1 6.1 6.1 4.0 6.6 6.6 6.6Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 120 135 114 200 2821 135 2429v/s Ratio Prot 0.00 0.03 c0.53 c0.58v/s Ratio Perm c0.05 0.00 0.34 0.02v/c Ratio 0.57 0.03 0.01 0.47 0.67 0.02 0.84Uniform Delay, d1 47.6 45.5 45.4 19.2 4.7 5.3 12.4Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 6.0 0.1 0.0 1.8 0.6 0.1 2.8Delay (s) 53.6 45.6 45.4 21.0 5.3 5.4 15.2Level of Service D D D C A A BApproach Delay (s) 50.1 45.4 6.1 15.2Approach LOS D D A B




Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (vph) 0 0 32 10 0 8 0 1812 2 1 1848 37Future Volume (vph) 0 0 32 10 0 8 0 1812 2 1 1848 37Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Storage Length (m) 0.0 0.0 0.0 0.0 0.0 0.0 20.0 0.0Storage Lanes 0 1 0 0 0 0 1 0Taper Length (m) 7.5 7.5 7.5 7.5Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95Ped Bike FactorFrt 0.865 0.939 0.997Flt Protected 0.973 0.950Satd. Flow (prot) 0 0 1644 0 1702 0 0 3539 0 1770 3564 0Flt Permitted 0.973 0.950Satd. Flow (perm) 0 0 1644 0 1702 0 0 3539 0 1770 3564 0Link Speed (k/h) 50 50 60 60Link Distance (m) 88.2 141.5 194.5 157.9Travel Time (s) 6.4 10.2 11.7 9.5Confl. Peds. (#/hr) 1 4 4Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Heavy Vehicles (%) 0% 2% 0% 2% 2% 2% 0% 2% 2% 2% 1% 0%Adj. Flow (vph) 0 0 35 11 0 9 0 1970 2 1 2009 40Shared Lane Traffic (%)Lane Group Flow (vph) 0 0 35 0 20 0 0 1972 0 1 2049 0Enter Blocked Intersection No No No No No No No No No No No NoLane Alignment Left Left Right Left Left Right Left Left Right Left Left RightMedian Width(m) 0.0 0.0 3.6 3.6Link Offset(m) 0.0 0.0 0.0 0.0Crosswalk Width(m) 4.8 4.8 4.8 4.8Two way Left Turn Lane Yes YesHeadway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Turning Speed (k/h) 25 15 25 15 25 15 25 15Sign Control Stop Stop Free Free




Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 0 0 32 10 0 8 0 1812 2 1 1848 37Future Volume (Veh/h) 0 0 32 10 0 8 0 1812 2 1 1848 37Sign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 35 11 0 9 0 1970 2 1 2009 40Pedestrians 4 1Lane Width (m) 3.6 3.6Walking Speed (m/s) 1.2 1.2Percent Blockage 0 0Right turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 2 2Upstream signal (m) 194 158pX, platoon unblocked 0.69 0.69 0.47 0.69 0.69 0.55 0.47 0.55vC, conflicting volume 3030 4007 1028 3012 4026 987 2053 1972vC1, stage 1 conf vol 2035 2035 1971 1971vC2, stage 2 conf vol 995 1972 1042 2055vCu, unblocked vol 106 1520 0 80 1547 0 965 1127tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.1tC, 2 stage (s) 6.5 5.5 6.5 5.5tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2p0 queue free % 100 100 93 98 100 98 100 100cM capacity (veh/h) 586 127 506 575 125 595 335 338

Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 SB 3Volume Total 35 20 1313 659 1 1339 710Volume Left 0 11 0 0 1 0 0Volume Right 35 9 0 2 0 0 40cSH 506 584 1700 1700 338 1700 1700Volume to Capacity 0.07 0.03 0.77 0.39 0.00 0.79 0.42Queue Length 95th (m) 1.8 0.9 0.0 0.0 0.1 0.0 0.0Control Delay (s) 12.6 11.4 0.0 0.0 15.7 0.0 0.0Lane LOS B B CApproach Delay (s) 12.6 11.4 0.0 0.0Approach LOS B B







Lane Group WBL WBR NBT NBR SBL SBTTurn Type Prot Perm NA Perm pm+pt NAProtected Phases 4 2 1 6Permitted Phases 4 2 6Detector Phase 4 4 2 2 1 6Switch PhaseMinimum Initial (s) 7.0 7.0 7.0 7.0 5.0 7.0Minimum Split (s) 37.1 37.1 39.6 39.6 9.0 39.6Total Split (s) 38.0 38.0 67.0 67.0 25.0 92.0Total Split (%) 29.2% 29.2% 51.5% 51.5% 19.2% 70.8%Maximum Green (s) 31.9 31.9 60.4 60.4 21.0 85.4Yellow Time (s) 3.7 3.7 3.7 3.7 3.0 3.7All-Red Time (s) 2.4 2.4 2.9 2.9 1.0 2.9Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0Total Lost Time (s) 6.1 6.1 6.6 6.6 4.0 6.6Lead/Lag Lag Lag LeadLead-Lag Optimize? Yes Yes YesVehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Recall Mode None None Max Max None MaxWalk Time (s) 7.0 7.0 7.0 7.0 7.0Flash Dont Walk (s) 24.0 24.0 26.0 26.0 26.0Pedestrian Calls (#/hr) 0 0 0 0 0Act Effct Green (s) 29.1 29.1 60.5 60.5 88.1 85.5Actuated g/C Ratio 0.23 0.23 0.48 0.48 0.69 0.67v/c Ratio 0.90 0.62 0.95 0.42 0.95 0.72Control Delay 73.0 14.9 45.1 11.9 75.0 15.9Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0Total Delay 73.0 14.9 45.1 11.9 75.0 15.9LOS E B D B E BApproach Delay 44.0 39.1 25.5Approach LOS D D C









Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Volume (vph) 337 335 1479 326 308 1589Future Volume (vph) 337 335 1479 326 308 1589Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 6.1 6.1 6.6 6.6 4.0 6.6Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95Frpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 1.00Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.85 1.00 1.00Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00Satd. Flow (prot) 1787 1599 3574 1577 1770 3574Flt Permitted 0.95 1.00 1.00 1.00 0.06 1.00Satd. Flow (perm) 1787 1599 3574 1577 116 3574Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 366 364 1608 354 335 1727RTOR Reduction (vph) 0 222 0 97 0 0Lane Group Flow (vph) 366 142 1608 257 335 1727Confl. Peds. (#/hr) 3 2 2Heavy Vehicles (%) 1% 1% 1% 0% 2% 1%Turn Type Prot Perm NA Perm pm+pt NAProtected Phases 4 2 1 6Permitted Phases 4 2 6Actuated Green, G (s) 29.1 29.1 60.5 60.5 85.5 85.5Effective Green, g (s) 29.1 29.1 60.5 60.5 85.5 85.5Actuated g/C Ratio 0.23 0.23 0.48 0.48 0.67 0.67Clearance Time (s) 6.1 6.1 6.6 6.6 4.0 6.6Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 408 365 1698 749 350 2400v/s Ratio Prot c0.20 0.45 c0.16 0.48v/s Ratio Perm 0.09 0.16 c0.49v/c Ratio 0.90 0.39 0.95 0.34 0.96 0.72Uniform Delay, d1 47.6 41.6 31.9 20.9 42.9 13.3Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 21.6 0.7 12.4 1.3 36.5 1.9Delay (s) 69.3 42.3 44.3 22.2 79.4 15.2Level of Service E D D C E BApproach Delay (s) 55.8 40.3 25.6Approach LOS E D C

Intersection SummaryHCM 2000 Control Delay 36.3 HCM 2000 Level of Service DHCM 2000 Volume to Capacity ratio 0.96Actuated Cycle Length (s) 127.3 Sum of lost time (s) 16.7Intersection Capacity Utilization 90.5% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group

1176 and 1230 hyde park road transportation impact assessment · with a traffic signal at hyde park...

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