URBAN QUARRY HEADQUARTERS 2717 STEVENAGE DRIVE CITY OF OTTAWA TRANSPORTATION OVERVIEW. Prepared for: Urban Quarry 4123 Belgreen Drive, Ottawa K1G 3N2

Save this PDF as:
 WORD  PNG  TXT  JPG

Size: px
Start display at page:

Download "URBAN QUARRY HEADQUARTERS 2717 STEVENAGE DRIVE CITY OF OTTAWA TRANSPORTATION OVERVIEW. Prepared for: Urban Quarry 4123 Belgreen Drive, Ottawa K1G 3N2"

Transcription

1 URBAN QUARRY HEADQUARTERS 2717 STEVENAGE DRIVE CITY OF OTTAWA TRANSPORTATION OVERVIEW Prepared for: Urban Quarry 4123 Belgreen Drive, Ottawa K1G 3N2 February 27, Overview_1.doc D. J. Halpenny & Associates Ltd. Consulting Transportation Engineers P.O. Box 774, Manotick, ON K4M 1A7 Tel (613) Fax (613)

2 TABLE OF CONTENTS PAGE 1. INTRODUCTION Scope of Work ADJACENT ROADS AND INTERSECTIONS PROPOSED DEVELOPMENT Trip Generation Trip Distribution TRANSPORTATION IMPACT Background and Total Traffic Volumes Traffic Analysis Site Circulation of Traffic Transit Facilities FINDINGS APPENDIX LIST OF FIGURES 1.1 SITE LOCATION PLAN YEAR 2014 EXISTING PEAK AM AND PM HOUR TRAFFIC COUNTS CONCEPTUAL SITE PLAN WEEKDAY PEAK AM AND PM HOUR SITE GENERATED TRIPS YEAR 2020 PEAK AM AND PM HOUR BACKGROUND TRAFFIC YEAR 2020 PEAK AM AND PM HOUR TOTAL TRAFFIC LIST OF TABLES 3.1 PEAK HOUR SITE TRIPS GENERATED SITE ACCESS/STEVENAGE LoS & 95 th Percentile Queue STEVENAGE/OVERTON LoS & 95 th Percentile Queue... 12

3 URBAN QUARRY HEADQUARTERS 2717 STEVENAGE DRIVE, OTTAWA TRANSPORTATION OVERVIEW 1. INTRODUCTION The Urban Quarry is currently preparing a Site Plan Application for their headquarter building at 2717 Stevenage Drive in the City of Ottawa. The site is located at the northeast corner of the intersection of Stevenage Drive and Overton Drive, approximately 300 m east of Hawthorne Road. Figure 1.1 shows the location of the site. The Urban Quarry Headquarters is currently located at 4123 Belgreen Drive which is approximately 520 m east along Stevenage Drive and Belgreen Drive from the proposed site. The purpose of the move is to provide a larger area for stock and office space. The construction of the headquarters is expected to be substantially completed by the year The proposed Urban Quarry Headquarters will be a two storey building providing office, warehouse space, and a show room. The Site Plan proposes two site accesses. The first access will be onto Stevenage Drive and the second onto Overton Drive. The proposed site is expected to generate fewer than 76 vehicles per peak hour, and would not generate the required number of new trips which would trigger the preparation of a Transportation Assessment report as documented in the Transportation Impact Assessment Guidelines. As part of the Site Plan Application, City of Ottawa staff has requested that a be prepared due to the low volume of new trips generated by the site. The current zoning of the lands will support the proposed redevelopment of the site. 1.1 Scope of Work The would examine the operation of the Stevenage/Overton intersection using the current 2014 traffic counts, and the site access onto Stevenage Drive and the Stevenage/Overton intersection at the year 2020 which represents five years beyond build out of the site. Overton Drive is a local commercial road with a very low volume of traffic, therefore the site access onto Overton Drive was not included in the analysis. The traffic analysis was conducted for the weekday peak AM and PM hours of the adjacent roads which would coincide with the peak time period for both the site and roadways. 2. ADJACENT ROADS AND INTERSECTIONS The site is located on the north side of Stevenage Drive. Stevenage Drive is a local commercial road with a rural cross section. The road has a paved surface of approximately 7.5 m in width

4 2 FIGURE 1.1 SITE LOCATION PLAN

5 3 with gravel shoulders. There are no sidewalks along the road or any parking restrictions in the vicinity of the site. The road has a posted speed limit of 40 km./h. Overton Drive is a local commercial road which is adjacent to the west limit of the site. The road links Stevenage Drive to Glenfield Drive, which links back to Stevenage Drive. Overton Drive and Glenfield Drive serve adjacent commercial businesses and produce only local traffic. Overton Drive has a paved surface of approximately 7 m with gravel shoulders and no sidewalks. The posted speed limit is 40 km./h. The intersection of Stevenage Drive and Overton Drive is a T intersection with Stevenage Drive forming the eastbound and westbound approaches, and Overton Drive the southbound approach. The intersection is controlled by a stop sign at the southbound Overton Drive approach. All approaches comprise of a single lane with no exclusive turn lanes. Figure 2.1 shows the weekday peak AM and PM hour traffic counts taken by the consultant on February 12, 2014 at the Stevenage/Overton intersection. The counts determined the peak AM hour to occur between 7:15 and 8:15, and the peak PM hour between 4:00 and 5: PROPOSED DEVELOPMENT The site for the proposed Urban Quarry Headquarters building will be located at 2717 Stevenage Drive, at the northeast corner of the Stevenage/Overton intersection. The proposed industrial building will contain a two storey office and showroom building, connected to a larger one storey manufacturing hall and warehouse. The site is a manufacturing plant for granite counter tops. The plant will be operating five days a week, 18 hours per day. The operation will have a day shift, and a smaller evening shift for manufacturing. The building will contain offices, a show room for wholesale customers who visit by appointment only, a manufacturing operation, and crews who install the granite counter tops. The Urban Quarry headquarters building will contain 3, m 2 of ground floor space and m 2 of second floor space for a total of 4, m 2 of gross floor area. The site will have one access onto Stevenage Drive approximately 50 m east of the Stevenage/Overton intersection (centreline to centreline), and a second access onto Overton Drive approximately 60 m north of the Stevenage/Overton intersection (centreline to centreline). The Stevenage Drive access would be 7.2 m in width and consist of one lane entering and one lane exiting. This access would be used by office staff and customers. The Overton Drive access would be 9.0 m in width and contain one lane entering and one lane exiting. This access would be used by employees who park at the rear of the building, and the installation trucks and delivery trucks travelling to/from the rear of the building. The Site Plan provides 45 parking spaces at the front of the building which includes 2 barrierfree spaces, and 34 spaces at the rear of the building within a fenced area.

6 4 FIGURE 2.1 YEAR 2014 EXISTING PEAK AM AND PM HOUR TRAFFIC COUNTS

7 5 The site is currently vacant and zoned IH which permits the intended use of the lands. The land uses adjacent to the site are industrial. The Urban Quarry Headquarters site is expected to be substantially completed by the year 2015, with Figure 3.1 showing a conceptual site plan of the development. 3.1 Trip Generation The number of site generated trips was determined by discussions with the owners and operators of the Urban Quarry site at the existing 4123 Belgreen Drive location. The expected trips would consist of 35 employees arriving between 6:00 and 7:45 AM, or 30 employees during the peak AM hour of 7:15 to 8:15. Exiting the site during the peak AM hour would be 4 install trucks destined to various job sites. During the peak 4:00 to 5:00 PM period, the 30 employees would exit the site and the evening shift of 5 employees would enter the site along with the 4 install trucks returning to the plant. The study has assumed that each employee has arrived by car with occupancy of one person per vehicle. The plant would have 2 supply trucks of granite during the day, but they would not arrive during peak hours when employees and install trucks are arriving and leaving. There would also be 8 to 10 wholesale customers per day with appointments scheduled between 8:30 AM and 4:00 PM which would be outside the peak hours of the building and adjacent roads. The study therefore has not accounted for delivery trucks and customers during the peak hours of the analysis. Table 3.1 summarizes the peak AM and PM hour trips entering and exiting the site. TABLE 3.1 PEAK HOUR SITE TRIPS GENERATED UNIT TYPE WEEKDAY PEAK AM HR. WEEKDAY PEAK PM HR. TOTAL ENTER EXIT TOTAL ENTER EXIT Employees Install Trucks Total Trips Trip Distribution The distribution of site generated trips was determined by examining the surrounding roadway network and the possible routes employees would travel from residential areas to the plant. The study has therefore assumed the following distribution of trips along Stevenage Drive for both the peak AM and PM hours: To/From the East (Hawthorne Road) - 95 percent To/From the West (Russell Road) - 5 percent

8 6 FIGURE 3.1 CONCEPTUAL SITE PLAN

9 7 Figure 3.2 shows the expected distribution of site generated trips during the weekday peak AM and PM hours. 4. TRANSPORTATION IMPACT The study will examine the operation of the Stevenage/Overton intersection and the site s access onto Stevenage Drive. The time period of the analysis would be the years 2014 (existing counts) and 2020 for the operation of the Stevenage/Overton intersection, and the year 2020 for the Stevenage Access intersection which represents five years beyond substantial completion of the Urban Quarry Headquarters. The analysis will use the Highway Capacity Software, which utilizes the intersection capacity analysis procedure as documented in the 2010 Highway Capacity Manual. For unsignalized intersections, the level of service of each lane movement is determined as a function of the delay of vehicles at the approach. The following relates the level of service of each lane movement with the expected delay at the approach. LEVEL OF SERVICE DELAY Level of Service A 0-10 sec./vehicle Little or No Delay Level of Service B >10-15 sec./vehicle Short Traffic Delays Level of Service C >15-25 sec./vehicle Average Traffic Delays Level of Service D >25-35 sec./vehicle Long Traffic Delays Level of Service E >35-50 sec./vehicle Very Long Traffic Delays Level of Service F >50 sec./vehicle Extreme Delays Demand Exceeds Capacity The expected length of queue at the critical lane movements for an unsignalized intersection was determined by the calculation of the 95 th percentile queue at the lane approach. The 95 th percentile queue length is the calculated 95 th greatest queue length out of 100 occurrences at a movement during a 15-minute peak period. The 95 th percentile queue length is a function of the capacity of a movement and the total expected traffic, with the calculated value determining the magnitude of the queue by representing the queue length as fractions of vehicles. 4.1 Background and Total Traffic Volumes The 2020 background traffic volumes used in the study analysis represents the future volume of traffic at the Stevenage/Overton intersection which does not include the expected traffic from the site. With historical traffic counts unavailable at the intersection, the study has assumed an annual growth of 2.0 percent in order to increase the 2014 traffic counts to the expected background traffic at the year The study has increased the existing 2014 traffic volumes (Figure 2.1) at each approach to the Stevenage/Overton intersection by a growth factor of to produce the expected 2020 background traffic volumes. The 2020 peak AM and PM hour volume of background traffic is shown in Figure 4.1. The 2020 total volume of traffic is the addition of the site generated trips of Figure 3.2 and the 2020 background traffic of Figure 4.1. The 2020 total traffic volumes are shown in Figure 4.2.

10 8 FIGURE 3.2 WEEKDAY PEAK AM AND PM HOUR SITE GENERATED TRIPS

11 9 FIGURE 4.1 YEAR 2020 PEAK AM AND PM HOUR BACKGROUND TRAFFIC

12 10 FIGURE 4.2 YEAR 2020 PEAK AM AND PM HOUR TOTAL TRAFFIC

13 Traffic Analysis The report will examine the operation of the site access onto Stevenage Drive, and the Stevenage/Overton intersection. The results of the analysis are discussed in detail in the following sections: Site Access and Stevenage Drive Intersection The site access onto Stevenage Drive is located approximately 50 m (centreline to centreline) east of Overton Drive. The access has a pavement width of 7.2 m and would form the south approach to the T intersection. Stevenage Drive would form the eastbound and westbound approaches. All approaches would consist of a single lane. The southbound access approach would be a shared left/right turn movement and the eastbound Stevenage Drive approach a shared left/through movement. The operational analysis was conducted for the expected volume of traffic at the year The analysis determined that all approaches to the access intersection would function at a Level of Service (LoS) A during both the peak AM and PM hours. The 95 th percentile queue at the eastbound Stevenage Drive approach would be 0.02 vehicles during the peak AM hour. The 95 th percentile queue at the southbound site access approach would be 0.03 vehicles during the peak PM hour, with the site plan providing a clear throat distance of approximately 21 m (3 vehicles). Table 4.1 summarizes the findings of the analysis with the analysis sheets provided in the Appendix as Exhibit 1 for the peak AM hour and Exhibit 2 the peak PM hour. TABLE 4.1 SITE ACCESS /STEVENAGE LoS & 95 th Percentile Queue Intersection Approach PEAK AM HOUR YEAR 2020 PEAK PM HOUR YEAR 2020 LoS Q 95 (Veh.) LoS Q 95 (Veh.) EB Left/Through Stevenage A 0.02 A 0.00 SB Left/Right Access A 0.00 A 0.03 Stevenage Drive and Overton Drive Intersection The intersection of Stevenage Drive and Overton Drive is a T intersection with Stevenage Drive forming the eastbound and westbound approaches and Overton Drive the southbound approach. The eastbound Stevenage Drive approach would consist of a single shared left/through movement lane, and the southbound Overton Drive approach a single shared left/right turn lane with the approach controlled by a stop sign. The operational analysis using the traffic counts taken on February 12, 2014 (exclusive of the site generated trips) determined that all approaches operated at a LoS A during both the peak

14 12 AM and PM hours. Table 4.2 summarizes the operation of the intersection with the analysis sheets provided as Exhibit 3 and Exhibit 4. At the year 2020 the Stevenage/Overton intersection continued to operate at a LoS A at all approaches during the peak AM and PM hours. The southbound Overton Drive approach, which will include site trips from the site s Overton Drive access, would experience a 95 th percentile queue of 0.16 vehicles during the 2020 peak PM hour. The eastbound Stevenage Drive approach would experience a 95 th percentile queue of 0.08 vehicles during the peak AM hour. At no approach did vehicular queuing interfere with the operation of private accesses along Stevenage Drive or Overton Drive. Table 4.2 summarizes the analysis with the analysis sheets provided as Exhibit 5 and Exhibit 6. TABLE 4.2 STEVENAGE/OVERTON LoS & 95 th Percentile Queue Intersection Approach PEAK AM HOUR (2014) 2020 PEAK PM HOUR (2014) 2020 LoS Q 95 (Veh.) LoS Q 95 (Veh.) EB Left/Through Stevenage (A) A (0.02) 0.08 (A) A (0.03) 0.05 SB Left/Right Overton (A) A (0.03) 0.06 (A) A (0.07) Site Circulation of Traffic The proposed Site Plan shows an efficient movement of vehicles throughout the site. Office workers and customers would mainly use the Stevenage Drive access, and warehouse workers and installers along with delivery trucks would mainly use the Overton Drive access. The Stevenage Drive access would provide sufficient clear throat distance for queued vehicles exiting the site. 4.4 Transit Facilities OC Transpo Route 192 travels along Stevenage Drive past the site with bus stops located in close proximity at the Stevenage/Overton intersection.

15 13 5. FINDINGS The Urban Quarry Headquarters has proposed the relocation of their existing manufacturing facility at 4123 Belgreen Drive to 2717 Stevenage Drive. The move is intended to provide more office and warehouse space. The Urban Quarry manufactures and installs granite counter tops at a wholesale level. The site is approximately 1.70 hectares in size and comprises of vacant land. The existing zoning of the land will support the intended industrial use of the site. The proposal is to construct a two storey building with a gross floor area of 4, m 2 which will contain the offices, showroom, and warehouse for the headquarters building. The site will have two access points. The first would be onto Stevenage Drive which would be mainly for office workers and customers, and a second access onto Overton Drive which would be mainly used by warehouse and install workers along with receiving deliveries. The proposed building is expected to be substantially completed and occupied by the year With the site proposing to generate fewer than 76 new trips during the peak hour, City of Ottawa staff has requested that a be prepared which would address the number of site trips and operation of the site access. The study analysis has examined the site access onto Stevenage Drive and Stevenage/Overton intersection for the impact of the site during the weekday peak AM and PM hours of the adjacent roads at a time period of five years beyond the completion of the site (2020). The findings and recommendations of the study are summarized in the following: 1) The trip generation analysis determined that the proposed development would generate 34 vehicles during the peak AM hour and 39 vehicles during the peak PM hour. 2) The site accesses onto Stevenage Drive and Stevenage/Overton intersection were determined to function at an acceptable level of service for the expected 2020 traffic volumes, with all approaches functioning at a LoS A during the peak AM and PM hours. The site accesses would be constructed as private approaches as shown on the Site Plan, with no required modifications to Stevenage Drive or the Stevenage/Overton intersection due to the development of the site. Prepared by: David J. Halpenny, P. Eng.

16 14 APPENDIX OPERATIONAL ANALYSIS WORK SHEETS

17 15 EXHIBIT 1 YEAR 2020 PEAK AM HOUR TOTAL TRAFFIC ANALYSIS Site Access/Stevenage HCS+: Unsignalized Intersections Release 5.6 TWO-WAY STOP CONTROL SUMMARY Analysis Time Period: Peak AM Hour Intersection: Site Access/Stevenage Analysis Year: Year 2020 Project ID: Urban Quarry Stevenage Drive East/West Street: Stevenage Drive North/South Street: Site Access Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage Undivided / RT Channelized? Lanes Configuration LT TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement Volume 0 1 Peak Hour Factor, PHF Hourly Flow Rate, HFR 0 1 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement Lane Config LT LR v (vph) 9 1 C(m) (vph) v/c % queue length Control Delay LOS A A Approach Delay 9.5 Approach LOS A

18 16 EXHIBIT 2 YEAR 2020 PEAK PM HOUR TOTAL TRAFFIC ANALYSIS Site Access/Stevenage HCS+: Unsignalized Intersections Release 5.6 TWO-WAY STOP CONTROL SUMMARY Analysis Time Period: Peak PM Hour Intersection: Site Access/Stevenage Analysis Year: Year 2020 Project ID: Urban Quarry Stevenage Drive East/West Street: Stevenage Drive North/South Street: Site Access Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage Undivided / RT Channelized? Lanes Configuration LT TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement Volume 1 9 Peak Hour Factor, PHF Hourly Flow Rate, HFR 1 9 Percent Heavy Vehicles 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement Lane Config LT LR v (vph) 2 10 C(m) (vph) v/c % queue length Control Delay LOS A A Approach Delay 9.1 Approach LOS A

19 17 EXHIBIT 3 YEAR 2014 PEAK AM HOUR TOTAL TRAFFIC ANALYSIS Stevenage/Overton HCS+: Unsignalized Intersections Release 5.6 TWO-WAY STOP CONTROL SUMMARY Analysis Time Period: Peak AM Hour Intersection: Stevenage/Overton Analysis Year: February 12, 2014 Project ID: Urban Quarry Stevenage Drive East/West Street: Stevenage Drive North/South Street: Overton Drive Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage Undivided / RT Channelized? Lanes Configuration LT TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement Volume 0 7 Peak Hour Factor, PHF Hourly Flow Rate, HFR 0 7 Percent Heavy Vehicles Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement Lane Config LT LR v (vph) 10 7 C(m) (vph) v/c % queue length Control Delay LOS A A Approach Delay 9.6 Approach LOS A

20 18 EXHIBIT 4 YEAR 2014 PEAK PM HOUR TOTAL TRAFFIC ANALYSIS Stevenage/Overton HCS+: Unsignalized Intersections Release 5.6 TWO-WAY STOP CONTROL SUMMARY Analysis Time Period: Peak PM Hour Intersection: Stevenage/Overton Analysis Year: February 12, 2014 Project ID: Urban Quarry Stevenage Drive East/West Street: Stevenage Drive North/South Street: Overton Drive Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage Undivided / RT Channelized? Lanes Configuration LT TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement Volume 8 9 Peak Hour Factor, PHF Hourly Flow Rate, HFR 8 9 Percent Heavy Vehicles Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement Lane Config LT LR v (vph) C(m) (vph) v/c % queue length Control Delay LOS A A Approach Delay 9.7 Approach LOS A

21 19 EXHIBIT 5 YEAR 2020 PEAK AM HOUR TOTAL TRAFFIC ANALYSIS Stevenage/Overton HCS+: Unsignalized Intersections Release 5.6 TWO-WAY STOP CONTROL SUMMARY Analysis Time Period: Peak AM Hour Intersection: Stevenage/Overton Analysis Year: Year 2020 Project ID: Urban Quarry Stevenage Drive East/West Street: Stevenage Drive North/South Street: Overton Drive Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage Undivided / RT Channelized? Lanes Configuration LT TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement Volume 1 12 Peak Hour Factor, PHF Hourly Flow Rate, HFR 1 13 Percent Heavy Vehicles Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement Lane Config LT LR v (vph) C(m) (vph) v/c % queue length Control Delay LOS A A Approach Delay Approach LOS A

22 20 EXHIBIT 6 YEAR 2020 PEAK PM HOUR TOTAL TRAFFIC ANALYSIS Stevenage/Overton HCS+: Unsignalized Intersections Release 5.6 TWO-WAY STOP CONTROL SUMMARY Analysis Time Period: Peak PM Hour Intersection: Stevenage/Overton Analysis Year: Year 2020 Project ID: Urban Quarry Stevenage Drive East/West Street: Stevenage Drive North/South Street: Overton Drive Intersection Orientation: EW Study period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street: Approach Eastbound Westbound Movement Volume Peak-Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Median Type/Storage Undivided / RT Channelized? Lanes Configuration LT TR Upstream Signal? No No Minor Street: Approach Northbound Southbound Movement Volume Peak Hour Factor, PHF Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade (%) 0 0 Flared Approach: Exists?/Storage / No / Lanes 0 0 Configuration LR Delay, Queue Length, and Level of Service Approach EB WB Northbound Southbound Movement Lane Config LT LR v (vph) C(m) (vph) v/c % queue length Control Delay LOS A A Approach Delay 9.8 Approach LOS A

ORLEANS GARDENS SHOPPING CENTRE 1615 ORLEANS BOULEVARD CITY OF OTTAWA, ONTARIO TRANSPORTATION IMPACT STUDY. Prepared for:

ORLEANS GARDENS SHOPPING CENTRE 1615 ORLEANS BOULEVARD CITY OF OTTAWA, ONTARIO TRANSPORTATION IMPACT STUDY. Prepared for: ORLEANS GARDENS SHOPPING CENTRE 1615 ORLEANS BOULEVARD CITY OF OTTAWA, ONTARIO TRANSPORTATION IMPACT STUDY Prepared for: Orleans Gardens Shopping Centre Inc. 2851 John Street, Suite 1 Markham, ON K3R 5R7

More information

Traffic Impact Study. Roderick Place Columbia Pike Thompson s Station, TN. Transportation Group, LLC Traffic Engineering and Planning

Traffic Impact Study. Roderick Place Columbia Pike Thompson s Station, TN. Transportation Group, LLC Traffic Engineering and Planning F i s c h b a c h Transportation Group, LLC Traffic Engineering and Planning Traffic Impact Study Roderick Place Columbia Pike Thompson s Station, TN Prepared March 2016 Ms. Gillian L. Fischbach, P.E.,

More information

REDEVELOPMENT TRAFFIC IMPACT STUDY

REDEVELOPMENT TRAFFIC IMPACT STUDY REDEVELOPMENT TRAFFIC IMPACT STUDY For Wendy s Parker, Colorado January 215 Prepared for: Sterling Design Associates, LLC 29 W. Littleton Boulevard #3 Littleton, Colorado 812 Prepared by: 1233 Airport

More information

Harrah s Station Square Casino

Harrah s Station Square Casino Transportation Analysis Harrah s Station Square Casino Pittsburgh, Pennsylvania Submitted To: City of Pittsburgh and Pennsylvania Gaming Control Board Prepared By: DKS Associates GAI Consultants December

More information

Route 28 (South Orleans Road)/Route 39 (Harwich Road)/Quanset Road Intersection

Route 28 (South Orleans Road)/Route 39 (Harwich Road)/Quanset Road Intersection TRAFFIC FEASIBILITY STUDY Route 28 (South Orleans Road)/Route 39 (Harwich Road)/Quanset Road Intersection Orleans, Massachusetts Prepared for: Town of Orleans Prepared by: Fay, Spofford & Thorndike, LLC

More information

Draft Report. Traffic Impact Study. Superstore, Wal-Mart, and Kent Development. Yarmouth, Nova Scotia. Prepared for

Draft Report. Traffic Impact Study. Superstore, Wal-Mart, and Kent Development. Yarmouth, Nova Scotia. Prepared for oad & Traffic Management Road & Traffic Management R Atlantic Traffic Engineering Specialists Draft Report Traffic Impact Study Superstore, Wal-Mart, and Kent Development Yarmouth, Nova Scotia Prepared

More information

TRAFFIC IMPACT STUDY And A TRAFFIC SIGNAL WARRANT ANALYSIS FOR A SENIOR LIVING AND APARTMENT DEVELOPMENT

TRAFFIC IMPACT STUDY And A TRAFFIC SIGNAL WARRANT ANALYSIS FOR A SENIOR LIVING AND APARTMENT DEVELOPMENT TRAFFIC IMPACT STUDY And A TRAFFIC SIGNAL WARRANT ANALYSIS FOR A SENIOR LIVING AND APARTMENT DEVELOPMENT DEERFIELD TOWNSHIP, WARREN COUNTY, OHIO Nantucket Circle and Montgomery Road () Prepared for: ODLE

More information

THE LANDMARK AT TALBOT PARK

THE LANDMARK AT TALBOT PARK TRAFFIC IMPACT STUDY FOR THE LANDMARK AT TALBOT PARK IN NORFOLK, VA INTERMODAL ENGINEERING, P.C. OCTOBER, 200 The Landmark at Talbot Park is a proposed redevelopment of the existing apartments along the

More information

APPENDIX D Traffic Impact Study (Draft Report)

APPENDIX D Traffic Impact Study (Draft Report) ENVIRONMENTAL IMPACT ASSESSMENT (EIA) REGISTRATION, TRAFFIC IMPACT STUDY (DRAFT REPORT), AND WATER SUPPLY SOURCE ASSESSMENT (WSSA): CAMPING PLAGE ABOITEAU BEACH, CAP-PELÉ, NB APPENDIX D (Draft Report)

More information

5858 N COLLEGE, LLC N College Avenue Traffic Impact Study

5858 N COLLEGE, LLC N College Avenue Traffic Impact Study 5858 N COLLEGE, LLC nue Traffic Impact Study August 22, 2016 Contents Traffic Impact Study Page Preparer Qualifications... 1 Introduction... 2 Existing Roadway Conditions... 5 Existing Traffic Conditions...

More information

Abrams Associates. Transportation Impact Analysis. City of Rocklin. Prepared for: David Mohlenbrok City of Rocklin 4081 Alvis Court Rocklin, CA 95677

Abrams Associates. Transportation Impact Analysis. City of Rocklin. Prepared for: David Mohlenbrok City of Rocklin 4081 Alvis Court Rocklin, CA 95677 Transportation Impact Analysis Sierra College Boulevard Commercial Project City of Rocklin Prepared for: David Mohlenbrok City of Rocklin 081 Alvis Court Rocklin, CA 95677 Prepared by: 1875 Olympic Boulevard,

More information

TRAFFIC IMPACT ANALYSIS

TRAFFIC IMPACT ANALYSIS TRAFFIC IMPACT ANALYSIS FOR THE CHAMPAIGN UNIT#4 SCHOOL DISTRICT PROPOSED HIGH SCHOOL (SPALDING PARK SITE) IN THE CITY OF CHAMPAIGN Final Report Champaign Urbana Urbanized Area Transportation Study 6/24/2014

More information

1609 E. FRANKLIN STREET HOTEL TRAFFIC IMPACT STUDY EXECUTIVE SUMMARY

1609 E. FRANKLIN STREET HOTEL TRAFFIC IMPACT STUDY EXECUTIVE SUMMARY 1609 E. FRANKLIN STREET HOTEL TRAFFIC IMPACT STUDY EXECUTIVE SUMMARY Prepared for: The Town of Chapel Hill Public Works Department Traffic Engineering Division Prepared by: HNTB North Carolina, PC 343

More information

TABLE OF CONTENTS TABLE OF CONTENTS... I APPENDICES... III LIST OF EXHIBITS... V LIST OF TABLES... VII LIST OF ABBREVIATED TERMS...

TABLE OF CONTENTS TABLE OF CONTENTS... I APPENDICES... III LIST OF EXHIBITS... V LIST OF TABLES... VII LIST OF ABBREVIATED TERMS... TABLE OF CONTENTS TABLE OF CONTENTS... I APPENDICES... III LIST OF EXHIBITS... V LIST OF TABLES... VII LIST OF ABBREVIATED TERMS... IX 1 INTRODUCTION... 1 1.1 Project Overview... 1 1.2 Analysis Scenarios...

More information

joint access drive. will be

joint access drive. will be Date: To: From: Subject: June 22, 2015 Bradley Reiner, PE Bowman Consulting David R. Kline, PE, PTOE, Incline Associates Thornton Self-Storage Traffic Analysis (DRAFT) - Thornton, Colorado INTRODUCTION

More information

Existing Conditions. Date: April 16 th, Dan Holderness; Coralville City Engineer Scott Larson; Coralville Assistant City Engineer

Existing Conditions. Date: April 16 th, Dan Holderness; Coralville City Engineer Scott Larson; Coralville Assistant City Engineer Date: April 16 th, 2015 To: From: Re: Dan Holderness; Coralville City Engineer Scott Larson; Coralville Assistant City Engineer Darian Nagle-Gamm, Traffic Engineering Planner Highway 6 (2 nd Street) /

More information

Traffic Impact Study Flathead County Rail Park Kalispell, Montana DRAFT. Prepared for Flathead County Economic Development Association

Traffic Impact Study Flathead County Rail Park Kalispell, Montana DRAFT. Prepared for Flathead County Economic Development Association Flathead County Rail Park Kalispell, Montana DRFT Prepared for Flathead County Economic Development ssociation Prepared by KLJ May 2013 KLJ Project # 15413003 CERTIFICTION I hereby certify that this traffic

More information

Bank Street Retail/Hotel Development

Bank Street Retail/Hotel Development M a y 214 89-9 Bank Street Retail/Hotel Development Transportation Brief Google 214 Bing 214 Prepared for: Prepared by: Study 89-9 Type Bank Street May 214 Study Retail/Hotel Name Development February

More information

TRAFFIC MANAGEMENT PLAN

TRAFFIC MANAGEMENT PLAN 292 84 140440 TRAFFIC MANAGEMENT PLAN The purpose of the Traffic Management Plan (TMP) is to have established procedures for traffic flow and circulation around the elementary school related to student

More information

Glebe Parking Garage 170 Second Avenue, Ottawa, Ontario Transportation Impact Study

Glebe Parking Garage 170 Second Avenue, Ottawa, Ontario Transportation Impact Study Glebe Parking Garage 17 Second Avenue, Ottawa, Ontario Transportation Impact Study C i t y o f O t t a w a S e p t e m b e r 2 13 www.genivar.com GENIVAR 2611 Queensview Drive, Suite 3 Ottawa, Ontario

More information

Design Criteria. Design Criteria

Design Criteria. Design Criteria F Design Criteria Design Criteria Ministry of Transportation Ministère des Transports DESIGN CRITERIA Page: 1 of 13 WORK PROJECT NO. N/A GO Bloomington Station TYPE OF PROJECT LOCATION Bloomington Road

More information

South Albion-Bolton Community Plan North Hill Supermarket Transportation Study Part B: Evaluation of Alternatives

South Albion-Bolton Community Plan North Hill Supermarket Transportation Study Part B: Evaluation of Alternatives Community Plan North Hill Supermarket Transportation Study Part B: Evaluation of Alternatives Prepared for: The Town of Caledon August 9 Transportation Solutions Ltd. 43 Forest Road Cambridge, ON N1S 3B4

More information

SECTION 1 - TRAFFIC PLANNING

SECTION 1 - TRAFFIC PLANNING SECTION 1 - TRAFFIC PLANNING 1.1 TRAFFIC OPERATIONS 1.1.1 Roadway Functional Classification The Multnomah County Comprehensive Framework Plan s Policy 34: Trafficways and the Functional Classification

More information

FINAL DESIGN TRAFFIC TECHNICAL MEMORANDUM

FINAL DESIGN TRAFFIC TECHNICAL MEMORANDUM FINAL DESIGN TRAFFIC TECHNICAL MEMORANDUM July 2014 FINAL (SR 43) Project Development and Environment Study From State Road 60 (Adamo Drive) to I-4 (SR 400) Hillsborough County, Florida Work Program Item

More information

CITY OF WEST LAKE HILLS. Forest View Neighborhood Traffic Calming Study

CITY OF WEST LAKE HILLS. Forest View Neighborhood Traffic Calming Study CITY OF WEST LAKE HILLS 901 South Mopac Expressway Building V, Suite 220 Austin, Texas 78746 Texas P.E. Firm Registration No. F-929 Klotz Associates Final Report Submittal: March 20, 2015 Revised Final

More information

Intersection Control Evaluation

Intersection Control Evaluation Intersection Control Evaluation Stadium Road at Pohl Road in Mankato, Blue Earth County, Minnesota Mankato/North Mankato Area Planning Organization October 2016 SRF No. 016 09243 Table of Contents Introduction...

More information

ALLEY 24 TRAFFIC STUDY

ALLEY 24 TRAFFIC STUDY ALLEY 24 TRAFFIC STUDY in City of Frostburg, Maryland January 2013 3566 Teays Valley Road Hurricane, WV Office: (304) 397-5508 www.denniscorporation.com Alley 24 Traffic Study January 2013 Frostburg, Maryland

More information

Roundabout Feasibility Memorandum

Roundabout Feasibility Memorandum Roundabout Feasibility Memorandum To From Gwen Pipkin Bill Howell Date June 18, 2013 Subject Roundabout Feasibility Study SR 29 PD&E Study From Oil Well Road to SR 82 Collier County, FL FPID 417540-1-22-01

More information

TRAFFIC IMPACT STUDY. Creekside Thornton, Colorado. For. August 2015 November 2015 Revised: August Prepared for:

TRAFFIC IMPACT STUDY. Creekside Thornton, Colorado. For. August 2015 November 2015 Revised: August Prepared for: TRAFFIC IMPACT STUDY For Creekside Thornton, Colorado August 215 November 215 Revised: August 216 Prepared for: Jansen Strawn Consulting Engineers 45 West 2 nd Avenue Denver, Colorado 8223 Prepared by:

More information

Low Level Road Improvements Traffic Analysis. Report

Low Level Road Improvements Traffic Analysis. Report Low Level Road Improvements Traffic Analysis Report June, 22 Table of Contents. INTRODUCTION.... LOW LEVEL ROAD PROJECT....2 STUDY AREA....2. West-End Corridor Improvements... 2.2.2 East-End Corridor Improvements...

More information

TRAFFIC IMPACT STUDY COMPREHENSIVE UPDATE TOWN OF THOMPSON S STATION, TENNESSEE PREPARED FOR: THE TOWN OF THOMPSON S STATION

TRAFFIC IMPACT STUDY COMPREHENSIVE UPDATE TOWN OF THOMPSON S STATION, TENNESSEE PREPARED FOR: THE TOWN OF THOMPSON S STATION TRAFFIC IMPACT STUDY COMPREHENSIVE UPDATE TOWN OF THOMPSON S STATION, TENNESSEE PREPARED FOR: THE TOWN OF THOMPSON S STATION Transportation Consultants, LLC 1101 17 TH AVENUE SOUTH NASHVILLE, TN 37212

More information

MUTCD Part 6G: Type of Temporary Traffic Control Zone Activities

MUTCD Part 6G: Type of Temporary Traffic Control Zone Activities MUTCD Part 6G: Type of Temporary Traffic Control Zone Activities 6G.01 Typical Applications Each temporary traffic control (TTC) zone is different. Many variables, such as location of work, highway type,

More information

URBAN STREET CONCEPTS

URBAN STREET CONCEPTS CHAPTER 10 URBAN STREET CONCEPTS CONTENTS I. INTRODUCTION... 10-1 II. URBAN STREETS...10-1 Flow Characteristics... 10-3 Free-Flow Speed...10-3 Running Speed... 10-3 Travel Speed... 10-4 Time-Space Trajectory...10-4

More information

Durrance Elementary School

Durrance Elementary School Durrance Elementary School SCHOOL ROUTE PLAN For DURRANCE ELEMENTARY SCHOOL LOCATION 9 ORANGE COUNTY Prepared for: ORANGE COUNTY SCHOOL ASSESSMENT PROGRAM ORANGE COUNTY PUBLIC WORKS Traffic Engineering

More information

TECHNICAL MEMORANDUM Central Region Traffic Engineering On Call (Task Order ) Mini Roundabout Assessment Braddock Road & Pleasant Valley Road

TECHNICAL MEMORANDUM Central Region Traffic Engineering On Call (Task Order ) Mini Roundabout Assessment Braddock Road & Pleasant Valley Road Kittelson & Associates, Inc. T R A N S P O R T A T I O N E N G I N E E R I N G / P L A N N I N G 1850 Centennial Park Drive, Suite 130, Reston, Virginia 20191 P 703-885-8970 F 703-885-8971 TECHNICAL MEMORANDUM

More information

I-95/Temple Avenue Interchange

I-95/Temple Avenue Interchange Roundabout Peer Review I-95/Temple Avenue Interchange Colonial Heights, Virginia January 2013 Roundabout Peer Review I 95/Temple Avenue Interchange Colonial Heights, Virginia Prepared for: Robert E. Vilak,

More information

CITI GATE HIGHWAY 416 EMPLOYMENT LANDS COMMUNITY TRANSPORTATION STUDY

CITI GATE HIGHWAY 416 EMPLOYMENT LANDS COMMUNITY TRANSPORTATION STUDY CITI GATE HIGHWAY 416 EMPLOYMENT LANDS COMMUNITY TRANSPORTATION STUDY Prepared By: NOVATECH ENGINEERING CONSULTANTS LTD. Suite 200, 240 Michael Cowpland Drive Ottawa,.Ontario K2M 1P6 November 2012 Novatech

More information

Memorandum Pershing Road Suite 400 Kansas City, MO Tel Fax

Memorandum Pershing Road Suite 400 Kansas City, MO Tel Fax Memorandum 2400 Pershing Road Suite 400 Kansas ity, MO 64108 Tel 816 329 8600 Fax 816 329 8601 www.transystems.com To: Mr. avid Gurss Kansas epartment of Transportation wight. Eisenhower State Office ldg.

More information

Abingdon Elementary School School Transportation Report

Abingdon Elementary School School Transportation Report Abingdon Elementary School School Transportation Report May 2015 Prepared for Arlington Public Schools by Toole Design Group, LLC 1 CONTENTS Executive Summary... 3 Introduction... 7 Existing Conditions

More information

Section 400 Signal Design. Engineering Branch

Section 400 Signal Design. Engineering Branch Section 400 Signal Design Engineering Branch December 2003 TABLE OF CONTENTS 400 SIGNAL DESIGN 401 INTRODUCTION... 1 401.1 About Section 400... 1 401.2 Before You Begin... 1 402 TRAFFIC SIGNALS... 3 402.1

More information

Mission Street Medical Office Development

Mission Street Medical Office Development reet Medical Office Development Traffic Impact Analysis Prepared for: Palo Alto Medical Foundation February 23, 2012 Hexagon Office: 7888 Wren Avenue, Suite B121 Gilroy, CA 95020 Hexagon Job Number: 11RD11

More information

Traffic Analysis Report

Traffic Analysis Report Intersections Reconnaissance Study Prepared for: Municipality of Anchorage Traffic Department And Hattenburg Dilley & Linnell, LLC 3335 Arctic Boulevard, Suite 100 Anchorage, Alaska 99503 By: Kinney Engineering

More information

Windy Ridge Elementary School

Windy Ridge Elementary School Windy Ridge Elementary School SCHOOL ROUTE PLAN For WINDY RIDGE ELEMENTARY SCHOOL LOCATION 54 ORANGE COUNTY Prepared for: ORANGE COUNTY SCHOOL ASSESSMENT PROGRAM ORANGE COUNTY PUBLIC WORKS Traffic Engineering

More information

KING STREET TRANSIT PILOT

KING STREET TRANSIT PILOT STREET TRANSIT PILOT Update toronto.ca/kingstreetpilot #kingstreetpilot HIGHLIGHTS PREVIOUS HIGHLIGHTS TRANSIT RELIABILITY TRANSIT TRAVEL TIMES 85% of streetcars arriving within 4 minutes westbound during

More information

City of Prince Albert Statement of POLICY and PROCEDURE. Department: Public Works Policy No. 66. Section: Transportation Issued: July 14, 2014

City of Prince Albert Statement of POLICY and PROCEDURE. Department: Public Works Policy No. 66. Section: Transportation Issued: July 14, 2014 Page: 1 of 8 1 POLICY 1.01 The City shall follow all of the specifications in the Manual of Uniform Traffic Control Devices for Canada, prepared by the National Committee of Uniform Traffic Control, and

More information

Acland Street, St Kilda

Acland Street, St Kilda Acland Street, St Kilda Traffic Redistribution Client: Yarra Trams Project No. 122531 Draft_4 Report 16/09/13 Suite 1, 1 st Floor 132 Upper Heidelberg Road Ivanhoe Vic 3079 PO Box 417 Ivanhoe Vic 3079

More information

TRAFFIC IMPACT STUDY CANYON HILLS PROJECT LOS ANGELES, CALIFORNIA INTRODUCTION This traffic analysis has been conducted to identify and evaluate the potential traffic impacts of the proposed Canyon Hills

More information

TRAFFIC SIGNAL WARRANT SUMMARY

TRAFFIC SIGNAL WARRANT SUMMARY Level 1. Is the critical speed of major street traffic > 7 km/h (4 mph)? Yes No 2. Is the intersection in a built-up area of isolated community of

More information

Foothill Expressway Improvements Between El Monte and San Antonio

Foothill Expressway Improvements Between El Monte and San Antonio Foothill Expressway Improvements Between El Monte and San Antonio June 29, 2017 - Los Altos Community Meeting Introduction Project Background Agenda Visit Stations: Provide Input and Ask Questions Reconvene:

More information

Issues Relating to the Geometric Design of Intersections Vergil G. Stover

Issues Relating to the Geometric Design of Intersections Vergil G. Stover Introduction Issues Relating to the Geometric Design of Intersections Vergil G. Stover This paper presents five issues, or topics, that the author suggests be addressed in the design of intersections.

More information

East 12 th Street Bikeway Feasibility Study

East 12 th Street Bikeway Feasibility Study Final Report East 12 th Street Bikeway Feasibility Study Prepared for: City of Oakland Public Works Agency Submitted by: 180 Grand Avenue, Suite 250 Oakland, CA 94612 Phone: (510) 839-1742; Fax: (510)

More information

ROAD SAFETY AUDIT. Marston s Corner Route 113 at Jackson and Howe Sts. City of Methuen. February 14, 2014

ROAD SAFETY AUDIT. Marston s Corner Route 113 at Jackson and Howe Sts. City of Methuen. February 14, 2014 ROAD SAFETY AUDIT Marston s Corner Route 113 at Jackson and Howe Sts. City of Methuen February 14, 2014 Prepared For: Merrimack Valley Metropolitan Planning Organization Prepared By: Merrimack Valley Planning

More information

4.12 TRANSPORTATION Executive Summary. Setting

4.12 TRANSPORTATION Executive Summary. Setting 4.12 TRANSPORTATION 4.12.1 Executive Summary This section is based on the Multimodal Transportation Impact Study (TIS; 2016) prepared by Omni-Means, Ltd. to evaluate projected transportation impact conditions

More information

canopy Ithaca The Commons by Hilton

canopy Ithaca The Commons by Hilton Traffic Impact Study f or t h e p r o p o s e d canopy Ithaca The Commons by Hilton C i t y o f I t h a c a T o m p k i n s C o u n t y, N ew Y ork January 215 Project No. 347 Prepared For: 3 3 7 E l m

More information

Pine Hills Road Pedestrian/Bicycle Safety Study Final Report

Pine Hills Road Pedestrian/Bicycle Safety Study Final Report 4.6.2 Pedestrian and Bicycle Traffic Volumes As presented in an earlier section, crosswalks are provided at mid-block crossings, signalized intersections, unsignalized intersections and at major driveways.

More information

Orange County Rail-Highway Grade Crossing Safety Enhancement Program. City of San Juan Capistrano April 17, 2012

Orange County Rail-Highway Grade Crossing Safety Enhancement Program. City of San Juan Capistrano April 17, 2012 Orange County Rail-Highway Grade Crossing Safety Enhancement Program City of San Juan Capistrano April 17, 2012 Orange County Rail-Highway Grade Crossing Safety Enhancement Program (OCX) 52 crossings 8

More information

PROJECT NO. 093 MA 199 H C. FEDERAL NO. xxxx WIKIEUP-WICKENBURG-PHOENIX HIGHWAY TEGNER STREET, ALTERNATIVE 10 PROJECT IMPROVEMENT

PROJECT NO. 093 MA 199 H C. FEDERAL NO. xxxx WIKIEUP-WICKENBURG-PHOENIX HIGHWAY TEGNER STREET, ALTERNATIVE 10 PROJECT IMPROVEMENT PROJECT NO. 093 MA 199 H 5807 01C FEDERAL NO. xxxx WIKIEUP-WICKENBURG-PHOENI HIGHWAY TEGNER STREET, ALTERNATIVE 10 PROJECT IMPROVEMENT (INTERSECTION IMPROVEMENT) US 93/US 60 FINAL PROJECT ASSESSMENT April

More information

Downtown BRT Corridor Alternatives Review: 1 st, 2 nd, 3 rd and 4 th Avenue. Bus Rapid and Conventional Transit Planning and Design Services

Downtown BRT Corridor Alternatives Review: 1 st, 2 nd, 3 rd and 4 th Avenue. Bus Rapid and Conventional Transit Planning and Design Services Downtown BRT Corridor Alternatives Review: 1 st, 2 nd, 3 rd and 4 th Avenue Bus Rapid and Conventional Transit Planning and Design Services City of Saskatoon February 2018 Project Team HDR Corporation

More information

Michael A. Werthmann, PE, PTOE Principal

Michael A. Werthmann, PE, PTOE Principal 9575 West Higgins Road, Suite 400 Rosemont, Illinois 60018 p: 847-518-9990 f: 847-518-9987 MEMORANDUM TO: FROM: Brian Lorenc GHB-630, LLC Michael A. Werthmann, E, TOE rincipal Luay R. Aboona, E rincipal

More information

Subject: Pedestrian Count Clarification for Electronic Submission of Turning Movement Counts Procedures and File Format

Subject: Pedestrian Count Clarification for Electronic Submission of Turning Movement Counts Procedures and File Format February 18, 2016 MEMORANDUM To: Parties Submitting Traffic Studies From: Russell Provost GIS/Transportation Planner Functional Planning & Policy Division Subject: Pedestrian Count Clarification for Electronic

More information

Intersection LOS Intersection level of service (LOS) is defined by the Highway Capacity Manual (HCM) by the following criteria:

Intersection LOS Intersection level of service (LOS) is defined by the Highway Capacity Manual (HCM) by the following criteria: Page 2 of 9 Intersection LOS Intersection level of service (LOS) is defined by the Highway Capacity Manual (HCM) by the following criteria: Table 1 LOS Definitions Level of Signalized Un-Signalized Definition

More information

Basic Freeways and Multilane Highways (LOS) CIVL 4162/6162

Basic Freeways and Multilane Highways (LOS) CIVL 4162/6162 Basic Freeways and Multilane Highways (LOS) CIVL 4162/6162 Learning Objectives Define uninterrupted facilities Determine LOS of Basic freeway segments Multilane highways Uninterrupted Flow Facilities Pure

More information

Premier Gateway Phase 1B Employment Area Secondary Plan Transportation Study. Paradigm Transportation Solutions Limited

Premier Gateway Phase 1B Employment Area Secondary Plan Transportation Study. Paradigm Transportation Solutions Limited Premier Gateway Phase 1B Employment Area Secondary Plan Transportation Study Paradigm Transportation Solutions Limited July 217 Project Summary Project Number 177 July 217 Client Town of Halton Hills

More information

Ajax. Ajax Downs. Proposed Ajax Downs Expansion Transportation Assessment Town of Ajax

Ajax. Ajax Downs. Proposed Ajax Downs Expansion Transportation Assessment Town of Ajax Ajax Ajax Downs Proposed Ajax Downs Expansion Transportation Assessment Town of Ajax 2821628 (13281) March 2015 March 19, 2015 Mr Andrew Picov Ajax Downs 50 Alexander s Crossing Ajax ON L1Z 2E6 Dear Mr

More information

Design of Turn Lane Guidelines

Design of Turn Lane Guidelines Design of Turn Lane Guidelines CTS Transportation Research Conference May 24, 2012 Howard Preston, PE Minnesota Department of Transportation Research Services Office of Policy Analysis, Research & Innovation

More information

THE INSTALLATION OF PRE-SIGNALS AT RAILROAD GRADE CROSSINGS

THE INSTALLATION OF PRE-SIGNALS AT RAILROAD GRADE CROSSINGS THE INSTALLATION OF PRE-SIGNALS AT RAILROAD GRADE CROSSINGS Lisa D. Sherman, Kenneth J. Petraglia, P.E. INTRODUCTION Each signalized intersection adjacent to a highway-rail grade crossing presents the

More information

Multimodal Analysis in the 2010 Highway Capacity Manual

Multimodal Analysis in the 2010 Highway Capacity Manual Multimodal Analysis in the 2010 Highway Capacity Manual It s not just cars anymore! Jamie Parks, AICP HCAT Conference May 9-10, 2011 Multimodal LOS in the 2010 HCM History and background Overview of methods

More information

CURBSIDE ACTIVITY DESIGN

CURBSIDE ACTIVITY DESIGN 5 CURBSIDE ACTIVITY DESIGN This chapter provides design guidance for separated bike lanes adjacent to curbside activities including parking, loading and bus stops. Typical configurations are presented

More information

Roundabouts Near At-Grade Railroad Crossings

Roundabouts Near At-Grade Railroad Crossings Roundabouts Near At-Grade Railroad Crossings May 12, 2008 1,592 Words Alex J. Ariniello LSC Transportation Consultants, Inc., 1889 York Street Denver, CO 80206 Phone: 303-333-1105 FAX: 303-333-1107 email:

More information

Implementing Complete Streets in Ottawa. Project Delivery Process and Tools Complete Streets Forum 2015 October 1, 2015

Implementing Complete Streets in Ottawa. Project Delivery Process and Tools Complete Streets Forum 2015 October 1, 2015 Implementing Complete Streets in Ottawa October 1, 2015 The Essentials Complete Streets Implementation Framework will become part of the routine delivery of City transportation projects Approach uses every

More information

Focus of activity - The land near intersections often contains a concentration of travel destinations.

Focus of activity - The land near intersections often contains a concentration of travel destinations. Chapter 6 Intersection Design 6.1 Introduction An intersection is the area where two or more streets join or cross at-grade. The intersection includes the areas needed for all modes of travel: pedestrian,

More information

Access Location, Spacing, Turn Lanes, and Medians

Access Location, Spacing, Turn Lanes, and Medians Design Manual Chapter 5 - Roadway Design 5L - Access Management 5L-3 Access Location, Spacing, Turn Lanes, and Medians This section addresses access location, spacing, turn lane and median needs, including

More information

Traffic Impact Analysis

Traffic Impact Analysis Traffic Impact Analysis Isle of Capri Casinos, Inc. Waterloo, Iowa SEH No. A-CLAAS0501.00 November 16, 2004 Table of Contents (Continued) Table of Contents Certification Page Table of Contents Page 1.0

More information

Hospital Link Project Project Update November 2017

Hospital Link Project Project Update November 2017 Hospital Link Project Project Update November 2017 General The project provides a link from Riverside Drive and the Transitway to the Hospital Link Road. Construction is well underway. Read on for important

More information

Access Management Guidelines February 2013 THE CITY OF

Access Management Guidelines February 2013 THE CITY OF Access Management Guidelines February 2013 THE CITY OF Table of Contents Introduction 2 Review and Approval Process 5 Technical Guidelines 9... 10... 12 3. Separation Distance: Non-Signalized All-Turns

More information

IV. ENVIRONMENTAL IMPACT ANALYSIS K. TRAFFIC AND TRANSPORTATION

IV. ENVIRONMENTAL IMPACT ANALYSIS K. TRAFFIC AND TRANSPORTATION IV. ENVIRONMENTAL IMPACT ANALYSIS K. TRAFFIC AND TRANSPORTATION The information in this section is based primarily on the Traffic Impact Analysis Report prepared by Hirsch/Green Transportation Consulting,

More information

Bridge Street Corridor Study Report

Bridge Street Corridor Study Report Bridge Street Corridor Study Report Prepared for: Prepared by: BRIDGE STREET CORRIDOR STUDY REPORT PREPARED FOR: CITY OF ARROYO GRANDE COMMUNITY DEVELOPMENT DEPARTMENT 300 EAST BRANCH STREET ARROYO GRANDE,

More information

March 12, File: Darwin Properties Ltd. # Forester Street North Vancouver, BC V7H 0A6. Attention: Mr.

March 12, File: Darwin Properties Ltd. # Forester Street North Vancouver, BC V7H 0A6. Attention: Mr. MMM Group Limited Suite 700 1045 Howe Street Vancouver, BC V6Z 2A9 t: 604-685-9381 f: 604-683-8655 www.mmm.ca March 12, 2014 File: 5013214-001 #404 197 Forester Street North Vancouver, BC V7H 0A6 Attention:

More information

Prepared for Lutheran Services Carolinas. Project Number: /07/2017. Trinity Landing. New Hanover County, NC

Prepared for Lutheran Services Carolinas. Project Number: /07/2017. Trinity Landing. New Hanover County, NC Prepared for Lutheran Services Carolinas Project Number: 16273 4/7/217 Trinity Landing New Hanover County, NC Trinity Landing Transportation Impact nalysis Prepared for Lutheran Services Carolinas New

More information

Mid Rivers Mall Drive/I-70 & Route 79/I-70 Interchange Study

Mid Rivers Mall Drive/I-70 & Route 79/I-70 Interchange Study Mid Rivers Mall Drive/I-70 & Route 79/I-70 Interchange Study Prepared for: City of St. Peters One St. Peters Center Boulevard St. Peters, Missouri 63376 TABLE OF CONTENTS Introduction... 5 Study Area...

More information

Chapter Capacity and LOS Analysis of a Signalized I/S Overview Methodology Scope Limitation

Chapter Capacity and LOS Analysis of a Signalized I/S Overview Methodology Scope Limitation Chapter 37 Capacity and LOS Analysis of a Signalized I/S 37.1 Overview The Highway Capacity Manual defines the capacity as the maximum howdy rate at which persons or vehicle can be reasonably expected

More information

Traffic Control at. Pedestrian Crossings. City of Saskatoon 2004

Traffic Control at. Pedestrian Crossings. City of Saskatoon 2004 Traffic Control at Pedestrian Crossings City of Saskatoon 2004 Introduction Walking is the most universal form of travel. Every personal trip involves walking, alone or in combination with taking public

More information

MEMORANDUM. Date: September 22, Don Skillingstad, Spokane Transit Authority. Yongliang Zhu, Lochner

MEMORANDUM. Date: September 22, Don Skillingstad, Spokane Transit Authority. Yongliang Zhu, Lochner MEMORANDUM Date: September 22, 2014 To: Don Skillingstad, Spokane Transit Authority From: Yongliang Zhu, Lochner Re: Attachments: Median Flyer Stop Weave Analysis West Plains Transit Center IJR Project

More information

ACCESS MANAGEMENT PLAN: BLUFFTON PARKWAY BLUFFTON PARKWAY: PHASE FOUR TOWN OF BLUFFTON & BEAUFORT COUNTY, SC

ACCESS MANAGEMENT PLAN: BLUFFTON PARKWAY BLUFFTON PARKWAY: PHASE FOUR TOWN OF BLUFFTON & BEAUFORT COUNTY, SC ACCESS MANAGEMENT PLAN: BLUFFTON PARKWAY BLUFFTON PARKWAY: PHASE FOUR TOWN OF BLUFFTON & BEAUFORT COUNTY, SC Prepared for: Beaufort County & Town of Bluffton Prepared by: SRS ENGINEERING, LLC 801 Mohawk

More information

SCHOOL ROUTE PLAN. For HUNTER S CREEK ELEMENTARY SCHOOL LOCATION 14 ORANGE COUNTY. Prepared for:

SCHOOL ROUTE PLAN. For HUNTER S CREEK ELEMENTARY SCHOOL LOCATION 14 ORANGE COUNTY. Prepared for: SCHOOL ROUTE PLAN For HUNTER S CREEK ELEMENTARY SCHOOL LOCATION 14 ORANGE COUNTY Prepared for: ORANGE COUNTY SCHOOL ASSESSMENT PROGRAM ORANGE COUNTY PUBLIC WORKS Traffic Engineering Division 42 South John

More information

Barwon Heads Road, Armstrong Creek Traffic Impact Assessment Prepared for: Newland Developers Pty Ltd

Barwon Heads Road, Armstrong Creek Traffic Impact Assessment Prepared for: Newland Developers Pty Ltd 892 990 Barwon Heads Road, Armstrong Creek Traffic Impact Assessment Prepared for: Newland Developers Pty Ltd JULY 2015 TABLE OF CONTENTS 1 INTRODUCTION... 1 1.1 BACKGROUND... 1 1.2 SCOPE... 1 1.3 AIM

More information

5. Requiring cross access between development parcels. This section shall apply to the following:

5. Requiring cross access between development parcels. This section shall apply to the following: CHAPTER 900. SECTION 901. DEVELOPMENT STANDARDS TRANSPORTATION 901.3. Access Management A. Intent and Purpose The intent and purpose of access management is to provide safe access to land development while

More information

Appendix D: Concept Screening

Appendix D: Concept Screening Concept Description Concept #1 Route 288 Roadway Widening This concept consists of constructing a third lane on northbound and southbound Route 288 between Powhite Parkway and US 360. This improvement

More information

Practical Application of Turn Lane Design Criteria in Developing Suburban & Urban Corridors

Practical Application of Turn Lane Design Criteria in Developing Suburban & Urban Corridors Practical Application of Turn Lane Design Criteria in Developing Suburban & Urban Corridors Presented by Gilmer D. Gaston, P.E., PTOE October 14, 2014 San Antonio Austin Houston Fort Worth Dallas When

More information

Traffic Control Signals - Cosburn Avenue and Cedarvale Avenue

Traffic Control Signals - Cosburn Avenue and Cedarvale Avenue REPORT FOR ACTION Traffic Control Signals - Cosburn Avenue and Cedarvale Avenue Date: April 24, 2017 To: Toronto and East York Community Council From: Acting Director, Transportation Services, Toronto

More information

10.0 CURB EXTENSIONS GUIDELINE

10.0 CURB EXTENSIONS GUIDELINE 10.0 CURB EXTENSIONS GUIDELINE Road Engineering Design Guidelines Version 1.0 March 2017 City of Toronto, Transportation Services City of Toronto Page 0 Background In early 2014, Transportation Services

More information

The Ridge and Costco Transportation Impact Analysis

The Ridge and Costco Transportation Impact Analysis The Ridge and Costco Transportation Impact Analysis Elk Grove, California Prepared For: Costco Wholesale, Inc. Prepared By: Kittelson & Associates, Inc. Project No. 1997 February 216 The Ridge and Costco

More information

CHAPTER 7 ACCESS MANAGEMENT. Background. Principles of Access Management. Hennepin County Transportation Systems Plan (HC-TSP)

CHAPTER 7 ACCESS MANAGEMENT. Background. Principles of Access Management. Hennepin County Transportation Systems Plan (HC-TSP) CHAPTER 7 ACCESS MANAGEMENT Background Principles of Access Management Hennepin County Transportation Systems Plan (HC-TSP) Chapter 7 Access Management 7.1 Background Access management has become an important

More information

Harbord Street and Hoskin Avenue (Queens Park Crescent to Ossington Avenue) Final Report

Harbord Street and Hoskin Avenue (Queens Park Crescent to Ossington Avenue) Final Report Consultant Services for Updating Intersections Operations to Accommodate Bi-Directional Cycle Tracks Harbord Street and Hoskin Avenue (Queens Park Crescent to Ossington Avenue) January 30, 2014 Consultant

More information

El Paso County 2040 Major Transportation Corridors Plan

El Paso County 2040 Major Transportation Corridors Plan El Paso County 2040 Major Transportation Corridors Plan Connect-our-County Online Transportation User Survey Preliminary Results June 24, 2010 Years of Residence 2. How many years have you LIVED HERE?

More information

ANALYSIS OF SIGNALISED INTERSECTIONS ACCORDING TO THE HIGHWAY CAPACITY MANUAL FROM THE POINT OF VIEW OF THE PROCESSES APPLIED IN HUNGARY

ANALYSIS OF SIGNALISED INTERSECTIONS ACCORDING TO THE HIGHWAY CAPACITY MANUAL FROM THE POINT OF VIEW OF THE PROCESSES APPLIED IN HUNGARY 2nd Int. Symposium in Civil Engineering 1998 Budapest ANALYSIS OF SIGNALISED INTERSECTIONS ACCORDING TO THE HIGHWAY CAPACITY MANUAL FROM THE POINT OF VIEW OF THE PROCESSES APPLIED IN HUNGARY István Styevola

More information

WASHINGTON CITY TELEGRAPH ROAD & GREEN SPRINGS DRIVE INTERSECTION STUDY

WASHINGTON CITY TELEGRAPH ROAD & GREEN SPRINGS DRIVE INTERSECTION STUDY WASHINGTON CITY TELEGRAPH ROAD & GREEN SPRINGS DRIVE INTERSECTION STUDY February 6, 2014 PREPARED BY: 11 North 300 West Washington, UT 84780 (435) 652-8450 phone (435) 652-8416 fax WASHINGTON CITY TELEGRAPH

More information

Hospital Link Project Project Update September 2017

Hospital Link Project Project Update September 2017 Hospital Link Project Project Update September 2017 General The project provides a link from Riverside Drive and the Transitway to the Hospital Link Road. Construction is well underway. Read on for important

More information

A-1 Arcadia with Signal

A-1 Arcadia with Signal A-1 Arcadia with Signal Dakota St Variation: Half 3/4 with westbound left at Main 4 - Fewer downtown access points - Less efficient traffic operations - Highest project costs vanston. ote: traffic volumes

More information

CIRCLE DRIVE TRAFFIC AND ACCESS MANAGEMENT POLICY GUIDE. Management Principles and Implementation Concepts

CIRCLE DRIVE TRAFFIC AND ACCESS MANAGEMENT POLICY GUIDE. Management Principles and Implementation Concepts CIRCLE DRIVE TRAFFIC AND ACCESS MANAGEMENT POLICY GUIDE A. PREFACE Management Principles and Implementation Concepts The intent of this policy guide is to provide interim guidance on the implementation

More information