TRIPLE L REGIONAL RETAIL COMMERCIAL MASTER SITE PLAN …
Transcript of TRIPLE L REGIONAL RETAIL COMMERCIAL MASTER SITE PLAN …
Traffic Impact Analysis
TRIPLE L REGIONAL RETAIL COMMERCIAL MASTER
SITE PLAN PROJECT
Prepared for:
Triple L, LLC
November 2007
Prepared by:
The Transpo Group, Inc. 11730 118th Avenue NE, Suite 600
Kirkland, WA 98034-7120 Phone: 425.821.3665
Fax: 425.825.8434 www.thetranspogroup.com
© 2007 The Transpo Group
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Table of Contents INTRODUCTION....................................................................................... 1
Project Description....................................................................................................................1 Study Scope.................................................................................................................................2
EXISTING & FUTURE WITHOUT-PROJECT CONDITIONS .............................. 4 Roadway Network .....................................................................................................................4 Planned Improvements.............................................................................................................5 Traffic Volumes .........................................................................................................................5 Traffic Operations .....................................................................................................................7 Traffic Safety ..............................................................................................................................9
PROJECT IMPACTS ................................................................................. 11 Trip Generation .......................................................................................................................11 Trip Distribution and Assignment ........................................................................................12 Traffic Volume Impacts..........................................................................................................12 Traffic Operations Impacts ....................................................................................................15 Traffic Safety Impacts .............................................................................................................17 Site Access Operations............................................................................................................17 Parking Analysis .......................................................................................................................19
MITIGATION MEASURES ......................................................................... 21
SUMMARY & CONCLUSIONS................................................................... 22
Appendix A: Intersection Turning Movement Counts Appendix B: LOS Definitions Appendix C: LOS Worksheets Appendix D: Signal Warrant Worksheets Appendix E: Parking Distribution
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Table of Contents (Continued)
Figures Figure 1. Vicinity Map ............................................................................................................2 Figure 2. Conceptual Site Plan ..............................................................................................3 Figure 3. 2007 Existing PM Peak Hour Traffic Volumes .................................................6 Figure 4. 2010 Without-Project PM Peak Hour Traffic Volumes ...................................8 Figure 5. Project Trip Distribution & Assignment ..........................................................13 Figure 6. 2010 With-Project Weekday PM Peak Hour Traffic Volumes......................14
Tables Table 1. Proposed Project Land Use ..................................................................................1 Table 2. Existing & Future 2010 Without-Project PM Peak Hour LOS Summary.....9 Table 3. Three Year Collision Data Summary.................................................................10 Table 4. Estimated PM Peak Hour Project Trip Generation........................................12 Table 5. Comparison of Future Without and With-Project Traffic Volumes ............15 Table 6. Future 2010 Without & With-Project PM Peak Hour LOS Summary.........16 Table 7. Site Access PM Peak Hour LOS Summary ......................................................18 Table 8. Estimated Peak Hour Parking Demand............................................................19
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Introduction This report summarizes the traffic impact analysis (TIA) prepared for the proposed Triple L Regional Retail Center Commercial Master Site Plan Project located in Ellensburg, Washington. The purpose of the analysis is to identify potential traffic-related impacts associated with this proposed development and, as appropriate, identify measures to mitigate these impacts.
It should be noted that this evaluation is based on the conceptual site plan for the proposed development. Triple L, LLC has not yet identified specific retailers within the development. The land use sizes represent the maximum potential development presenting the worst case as far as transportation impacts, and to allow flexibility in future planning of the development.
Project Description The project site is located on the north side of Interstate 90 and straddles US Highway 97 west of University Way. The project would occupy three parcels with the largest on the north side of US 97 and two parcels on the south side of US 97. Figure 1 illustrates the location of the proposed development and Figure 2 shows the preliminary site plan.
The proposed development would include the construction of approximately 494,000 square feet (sf) of retail space, 60,000 sf of office space, and an 80-room hotel. Table 1 provides a detailed land use breakdown.
Table 1. Proposed Project Land Use
Land Use Size1
Free-Standing Discount Superstore (north of US 97) 185,000 sf
Home Improvement Superstore (north of US 97) 125,000 sf
General Retail (north of US 97) 106,600 sf
General Retail (south of US 97) 77,100 sf
Hotel (south of US 97) 80 rooms
General Office (south of US 97) 60,000 sf
1. sf = square feet.
Through the planning process, the size and mix of land uses of the project is evolving. This evaluation represents the maximum potential development to present a reasonably worst case of expected transportation impacts. This project size and mix of uses generates a higher level of traffic impacts than would likely be constructed, presenting a conservative estimate of potential impacts.
Access is proposed via eight driveways along US 97 including four serving development north of US 97 and four serving development south of US 97. The Washington State Department of Transportation (WSDOT) has reviewed and approved six of the driveway curb cuts. As part of this project, two additional curb cuts, meeting WSDOT standards, are being proposed at western end of the site. WSDOT will review these new curb cuts as part of this project. It is anticipated that the proposed development would be completed and generating traffic by 2010.
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Study Scope The study area and scope of this TIA were coordinated with staff from the City of Ellensburg, Kittitas County, and WSDOT. Based on this coordination, the following study intersections were identified:
1. Reecer Creek Road/Bender Road 2. Reecer Creek Road/Dry Creek Road 3. Reecer Creek Road/Old Highway 10 4. Thorp Highway/Hanson Road 5. Thorp Highway/US 97 6. I-90 Westbound Ramps/US 97
7. University Way/Dolarway Road-US 97 8. Reecer Creek Road/University Way 9. Water Street/University Way 10. Main Street/University Way 11. Railroad Avenue/5th Avenue
All study intersections are two-way stop-controlled with the exception of University Way/Dolarway Road-US 97 (all-way stop-controlled), Water Street/University Way (signalized), and Main Street/University Way (signalized).
Intersection operations are evaluated during average weekday PM peak hour conditions. The PM peak hour typically occurs between 4:00 and 6:00 p.m. and reflects the highest hourly traffic volumes throughout an average day.
The TIA begins by describing conditions in the project site vicinity, including the roadway network, planned improvements, existing and future peak hour traffic volumes, traffic operations, and traffic safety. Future with-project conditions are evaluated by adding site-generated traffic to future without-project volumes. Analysis of future conditions addresses cumulative impacts of the proposal and increases in background traffic volumes. Project-generated impacts are identified based on the difference between forecasted with- and without-project conditions. An evaluation of the site access driveways as well as a comparison of the proposed parking supply relative to the anticipated peak parking demand is also included in the TIA. Mitigation measures are identified that would off-set or reduce potentially significant adverse project impacts.
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Existing & Future Without-Project Conditions
This section of the report describes both existing and future without-project conditions within the identified study area, including the adjacent roadway network, planned improvements, existing and future (2010) peak hour traffic volumes, traffic operations, and traffic safety.
Roadway Network Characteristics of the existing roadway network are described in detail below.
Interstate 90 is an interstate freeway which travels across Washington State to the east, terminating in Boston, Massachusetts. In the vicinity of the project site, an interchange with I-90 is provided at US 97. I-90 has 2 travel lanes per direction and a posted speed limit of 70 miles per hour (mph).
US 97, on which the project site is located, is a north-south interstate highway which extends from northern California, through Oregon and Washington, and north to the US-Canadian border. It connects Ellensburg with Yakima to the south and Wenatchee to the north. Within the City of Ellensburg, this roadway is classified as an urban principal arterial. In the vicinity of the project site, US 97 varies with a total cross section between two and five lanes. Paved shoulders are provided on both sides and the posted speed limit is 40 mph.
5th Avenue is an east-west urban minor arterial providing access through downtown Ellensburg. The cross section of this roadway is two lanes with sidewalks on both sides.
Bender Road is an east-west urban collector which provides access to neighborhoods north of the downtown area. This roadway has two lanes and the posted speed limit is 35 mph in the vicinity of the project site. No sidewalks are provided.
Dolarway Road is a primarily east-west, two-lane roadway which connects the west end of the downtown area to US 97 and I-90. It is designated as an urban minor arterial and has a posted speed limit of 35 mph. Sidewalks are provided along portions of the roadway, though mostly there are paved shoulders.
Dry Creek Road is a north-south roadway connection the north portion of the downtown area with US 97 north of the study area. It is classified as a major collector in Kittitas County and has a posted speed limit of 35 mph. There is one travel lane in each direction and paved shoulders are provided on each side of the roadway.
Hanson Road is a north-south, two-lane roadway providing access to neighborhoods south of I-90. The roadway is classified as a major collector in Kittitas County. It has gravel shoulders on both sides and a posted speed limit of 35 mph.
Main Street is a north-south urban principal arterial south of University Way and an urban minor arterial north of University Way. It connects downtown Ellensburg to SR 821 and Yakima to the south. The posted speed limit is 25 mph within the study area. Sidewalks and on-street parking are provided along portions of Main Street.
Old Highway 10 is an east-west County roadway connecting Ellensburg to Thorp on the east and Cle Elum on the west. Within the study area, it is a two-lane roadway with turn
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lanes at some major intersections as well as paved shoulders along both sides. The posted speed limit in the study area is 50 mph.
Reecer Creek Road is a north-south roadway connecting Ellensburg to residential areas and Wenatchee National Forest to the north. This is a County roadway which is outside the city limits. It is classified as a major collector near the City and a minor collector further north. Reecer Creek Road is primarily two travel lanes with turn lanes at intersections, and paved shoulders along both sides. The posted speed limit in the project vicinity is 40 mph.
Thorp Highway is a north-south County roadway providing access from Ellensburg and Thorp to residences south of I-90. It is a two-lane major collector with a posted speed limit of 50 mph in the study area. Gravel shoulders are provided on both sides of the roadway.
University Way is an east-west roadway connecting downtown Ellensburg to I-90 and US 97 in the west and Vantage Highway to the east. It is classified as an urban principal arterial with a posted speed limit of 40 mph except for downtown where the posted speed limit is 20 mph. The cross section varies from two to four lanes with either gravel or paved shoulders.
Water Street is a north-south roadway in downtown with three lanes south of University Way and two lanes north of University Way. Sidewalks, bicycle lanes, and on-street parking are provided along the majority of the roadway. The posted speed limit is 25 mph.
Planned Improvements Based on a review of Ellensburg’s Six-Year Transportation Improvement Program (TIP), Kittitas County’s 2007-2012 Six-Year TIP, and communication with WSDOT staff, the following improvements are anticipated to be completed by 2010:
• Dolarway Road Improvements. This project will widen/reconstruct Dolarway Road from University Way to 5th Avenue to a three-lane section. Bicycle lanes, curb, gutter, and sidewalk will also be installed on both sides of the roadway.
• University Way/Water Street. This project will widen University Way to provide turn lanes and install protected left-turn phasing on both the eastbound and westbound approaches.
• I-90 Pavement Restoration Project. WSDOT plans to maintain and restore pavement along I-90 from the Yakima River Bridge to US 97.
The planned improvements at University Way/Water Street were included in evaluating future traffic operations at this study intersection. The other improvements identified above would have no effect on the future traffic operations at the remaining study intersections.
Traffic Volumes Existing PM peak hour traffic volumes were collected at study intersections in October 2007 during the PM peak period (4:00 to 6:00 p.m.). Traffic volumes were rounded to the nearest five vehicles because weekday volumes fluctuate day-to-day. These volumes are shown on Figure 3. Traffic counts are provided in Appendix A.
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Future (2010) without-project traffic volumes were estimated by applying an average annual growth rate of 3 percent per year to the existing intersection turning movements. This growth rate was estimated using the City of Ellensburg 2005 and 2025 travel demand models and is consistent with recent traffic and population growth in the City. Future 2010 without-project traffic volumes are summarized on Figure 4.
Traffic Operations The operational characteristics of an intersection are determined by calculating the intersection’s level of service (LOS). The intersection as a whole and its individual turning movements can be described alphabetically with a range of levels of service (LOS A to F), with LOS A indicating free-flow traffic and LOS F indicating extreme congestion and long vehicle delays. LOS is measured in average control delay per vehicle and is typically reported for the intersection as a whole at signalized intersections and for the approach or turning movement experiencing the greatest delay at two-way stop-controlled intersections. Control delay is defined as the combination of initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. Appendix A provides a more detailed explanation of LOS.
Existing and 2010 without-project PM peak hour levels of service, delays, and volume-to-capacity (v/c) ratios were calculated at study intersections based on methodologies contained in the Highway Capacity Manual (Transportation Research Board, 2000). Synchro (version 6.0) was used to evaluate intersection operations. LOS calculations incorporate existing signal timing information provided by the City of Ellensburg. Table 2 illustrates the results of these calculations. Appendix B contains detailed LOS worksheets for both existing and 2010 without-project conditions.
As outlined in Chapter 5 of the Ellensburg Comprehensive Plan (2006), the City’s adopted LOS standards are as follows:
• LOS B or better for local access streets
• LOS C or better for arterials and collector streets
• LOS D or better for arterials at interchanges (consistent with the LOS D or better standard adopted by WSDOT for urban areas)
As shown above, the City’s standards vary depending on roadway and intersection type. In addition, some of the study intersections fall under the jurisdiction of Kittitas County. Based on the Kittitas County Comprehensive Plan (2006), intersections falling below LOS C in rural areas and below LOS D in urban areas are considered deficient.
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Table 2. Existing & Future 2010 Without-Project PM Peak Hour LOS Summary
Existing (2007) 2010 Without-Project
Intersection LOS
Standard LOS1 Delay2 V/C3 or
WM4 LOS Delay V/C or
WM
Unsignalized
1. Reecer Creek Road/Bender Road C B 10.1 WB B 10.3 WB
2. Reecer Creek Road/Dry Creek Road C B 12.0 WB B 12.3 WB
3. Reecer Creek Road/Old Highway 10 C B 12.7 EBL B 13.0 EBL
4. Thorp Highway/Hanson Road C B 10.1 NB B 10.3 NB
5. Thorp Highway/US 97 C B 11.6 NB B 11.8 NB
6. I-90 Westbound Ramps/US 97 D C 17.1 NB C 18.4 NB
7. University Way/Dolarway Road-US 97 D B 10.1 NA B 10.9 NA
8. Reecer Creek Road/University Way C D 25.9 SBL D 29.6 SBL
11. Railroad Avenue/5th Avenue C E 40.6 WB F 55.4 WB
Signalized
9. Water Street/University Way C B 14.0 0.34 C 21.5 0.39
10. Main Street/University Way C B 15.0 0.41 B 14.8 0.46
Notes: NB = northbound approach; WB = westbound approach; EBL = eastbound left-turn lane, SBL = southbound left-turn lane 1. Level of service, based on 2000 Highway Capacity Manual methodology. 2. Average delay in seconds per vehicle. The average delay reported is the average of all movements for all-way stop-
controlled intersections and signalized intersections, and for the approach or turning movement experiencing the greatest delay at two-way stop-controlled intersections.
3. Volume-to-capacity ratio reported for signalized intersections. 4. Worst movement reported for two-way stop-controlled intersections; not applicable (NA) for all-way stop-controlled
intersections.
As shown in Table 2, all study intersections currently meet, and will continue to meet, the applicable LOS standard except the Reecer Creek Road/University Way and Railroad Avenue/5th Avenue intersections. Whereas the applicable LOS standard is LOS C or better for arterial and collector streets, these two intersections currently operate in the LOS D-E range and will operate in the LOS D-F range in 2010.
It should be noted that the average intersection delay for the Main Street/University Way intersection is anticipated to be slightly lower under future without-project conditions while the volume-to-capacity ratio increases. This slight reduction in delay is caused by changes in traffic flows due to the improvements at the adjacent Water Street/University Way intersection.
Traffic Safety Records of reported accidents at study intersections were reviewed to help identify if there are any existing traffic safety issues. The most recent complete three-year accident data (2004 to 2006) was obtained from WSDOT. A historical review of the frequency of accidents was conducted at all study intersections. A summary of the total, average annual, and accidents per one million entering vehicles (MEV) of reported accidents at each study intersection is summarized in Table 3.
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Table 3. Three Year Collision Data Summary
Number of Accidents
Intersections 2004 2005 2006 Total
Annual Average
Accidents per MEV1
1. Reecer Creek Road/Bender Road 1 0 0 1 0.33 0.28
2. Reecer Creek Road/Dry Creek Road 0 2 1 3 1.00 0.55
3. Reecer Creek Road/Old Highway 10 1 1 1 3 1.00 0.43
4. Thorp Highway/Hanson Road 0 0 2 2 0.67 0.37
5. Thorp Highway/US 97 1 1 1 3 1.00 0.27
6. I-90 Westbound Ramps/US 97 1 4 2 7 2.33 0.42
7. University Way/Dolarway Road-US 97 3 7 4 14 4.67 0.74
8. Reecer Creek Road/University Way 1 2 2 5 1.67 0.42
9. Water Street/University Way 10 6 7 23 7.63 1.25
10. Main Street/University Way 3 5 5 13 4.33 0.64
11. Railroad Avenue/5th Avenue 0 2 3 5 1.67 0.47
MEV = million entering vehicles
As shown in Table 3, the Water Street/University Way intersection has experienced an average of 1.25 accidents per million entering vehicles. This finding is consistent with the Ellensburg Comprehensive Plan which indicates that this location has a high accident rate and may be designated as a high accident location (HAL) because it has a rate higher than the statewide average of 1.0. The remaining study intersections experienced fewer than 0.75 accidents per MEV during the three-year period.
As mentioned earlier, the City of Ellensburg is planning to improve the intersection of Water Street/University Way by constructing eastbound and westbound left-turn lanes with protected left-turn signal phasing. This improvement would likely result in a reduced number of collisions since many of the accidents are right angle which typically involve motorists failing to yield the right-of-way and running red lights. Implementation of left-turn phasing would reduce the need for motorist to yield to left-turns and/or left-turns to yield to through traffic.
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Project Impacts
This section documents the project impacts to the surrounding roadway network, including impacts to traffic volumes, intersection operations, and traffic safety. Project-generated peak hour traffic volumes were estimated, distributed, and assigned to the study intersections. Project traffic volumes were then added to the without-project traffic volumes to generate future with-project traffic volumes; 2010 with-project PM peak hour intersection operations were then evaluated. Future 2010 without-project and with-project conditions are compared in order to identify impacts resulting from traffic generated by the proposed project. This section also includes an evaluation of the site access driveways as well as a comparison of the proposed parking supply relative to the anticipated peak parking demand.
Trip Generation Vehicle trip generation for the proposed project was estimated based on the project’s size and average trip rates published in Institute of Transportation Engineers (ITE) Trip Generation (7th Edition, 2003). PM peak hour trip rates were based on average rates reflecting the peak hour of adjacent street traffic (one-hour period from 4:00 to 6:00 p.m.). Consideration was also given to internal trips and pass-by/diverted trips.
Internal trips are those trips between uses within the project site. Therefore, these trips would not impact the external study intersections. Based on ITE’s Trip Generation Handbook (2nd Edition, 2004), approximately 25 percent of the project-generated traffic is expected to be internal to the project site. In this case, ITE’s method for calculating internal trips for the shopping center does not consider that the average trip rate already provides for internal trips which means that 25 percent may slightly overestimate internal trips for the project. As a conservative estimate, this study assumes approximately 10 percent of the traffic generated by the project would be internal to the project site.
Pass-by or diverted trips are those made en-route to another destination. Pass-by trips are those already on the immediately adjacent street system for another purpose. Diverted trips are those on a nearby roadway which would change their travel route (or divert) to visit the project site. They would visit the site out of convenience or ease, on their way to another location. Once a pass-by/diverted trip is diverted from its original route, it has impact on the immediate street system and the site driveways. Pass-by/diverted trip percentages based on ITE range from about 28 to 48 percent for the proposed project land uses. Considering the existing and future adjacent street traffic volumes, these pass-by/diverted trip percentages appear to be high because they result in approximately 50 percent of the adjacent street traffic visiting the project site. Therefore, pass-by/diverted trip percentages were reduced to approximately 15 to 20 percent.
Table 4 provides a summary of estimated project trip generation. As shown in Table 4, using the ITE trip generation rates, the proposed project is anticipated to generate approximately 1,300 net new PM peak hour trips with about 600 inbound and 700 outbound.
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Table 4. Estimated PM Peak Hour Project Trip Generation
Project Trips
ITE Land Use (Code Number) Size Rate1 Total In Out
Free-Standing Discount Superstore (#813) 185,000 sf 3.87 716 351 365
Home Improvement Superstore (#865) 125,000 sf 2.45 306 144 162
Shopping Center (north of US 97) (#820) 106,600 sf 3.75 400 192 208
Shopping Center (south of US 97) (#820) 77,100 sf 3.75 289 139 150
Hotel (#310) 80 rooms 0.59 47 25 22
General Office (#710) 60,000 sf 1.49 89 15 74
Total 1,847 866 981
Internal Trips2 -188 -94 -94
Pass-by/Diverted Trips3 -322 -161 -161
Net New Total 1,337 611 726
1. Average trips rates from ITE Trip Generation, 7th Edition. 2. Assumes approximately 10 percent of the total project traffic is internal to the site. 3. Based on a 40 percent reduction in the published ITE rates for free-standing discount superstore, home improvement
superstore, and shopping center.
Trip Distribution and Assignment The distribution and assignment of project trips onto the roadway network was developed using a variety of sources including Kittitas County census data, anticipated market information, and the City’s travel demand model. These distribution patterns were further refined using existing traffic volumes in the area. The anticipated distribution and assignment of project trips are shown on Figure 5.
Traffic Volume Impacts Site-generated PM peak hour traffic volumes were added to 2010 without-project volumes at study intersections. The resulting future with-project traffic volumes are illustrated in Figure 6. By comparing total entering traffic volumes for future without- and with-project conditions, the percent increase in traffic attributable to site-generated traffic can be identified at study intersections. These calculations are provided in Table 5.
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Table 5. Comparison of Future Without and With-Project Traffic Volumes
PM Peak Hour
Intersection
2010 Without-Project
Project Trips¹
2010 With-Project
Percent Project Trips
1. Reecer Creek Road/Bender Road 290 67 357 18.8%
2. Reecer Creek Road/Dry Creek Road 430 134 564 23.8%
3. Reecer Creek Road/Old Highway 10 555 134 689 19.4%
4. Thorp Highway/Hanson Road 450 67 517 13.0%
5. Thorp Highway/US 97 875 298 1,173 25.4%
6. I-90 Westbound Ramps/US 97 1,330 535 1,835 28.7%
7. University Way/Dolarway Road-US 97 1,510 1,302 2,812 46.3%
8. Reecer Creek Road/University Way 940 534 1,474 36.2%
9. Water Street/University Way 1,490 400 1,890 21.2%
10. Main Street/University Way 1,610 267 1,877 14.2%
11. Railroad Avenue/5th Avenue 835 134 969 13.8%
1. Refers to net new project trips.
As shown in the table above, project traffic would account for about 13 to 46 percent of the total PM peak hour traffic volume at the study intersections. Project traffic would have the greatest impact at the University Way/Dolarway Road-US 97 intersection where it would account for about 1,300 trips or 46 percent of the total PM peak hour traffic volume. At the remaining intersections, the project contribution would be much lower with about 70 to 100 project trips at intersections further from the site, and approximately 300 to 500 project trips at intersections located closer to the site.
Traffic Operations Impacts Traffic operations at the study intersections were evaluated for 2010 with-project conditions and then compared to 2010 without-project conditions to identify project-related impacts. The signal timing parameters used in the 2010 without-project analyses were held constant for the with-project analysis. This provides a conservative analysis since the actuated traffic signal controls would adjust signal timing in response to vehicle demand. For comparison purposes, the calculated intersection operations for the 2010 without-project scenario are shown with the 2010 with-project conditions in Table 6. LOS analysis worksheets are included in Appendix C.
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Table 6. Future 2010 Without & With-Project PM Peak Hour LOS Summary
2010 Without-Project 2010 With-Project
Intersection LOS
Standard LOS1 Delay2 V/C3 or
WM4 LOS Delay V/C or
WM
Unsignalized
1. Reecer Creek Road/Bender Road C B 10.3 WB B 10.9 WB
2. Reecer Creek Road/Dry Creek Road C B 12.3 WB B 14.8 WB
3. Reecer Creek Road/Old Highway 10 C B 13.0 EBL B 14.7 EBL
4. Thorp Highway/Hanson Road C B 10.3 NB B 10.7 NB
5. Thorp Highway/US 97 C B 11.8 NB B 14.2 NB
6. I-90 Westbound Ramps/US 97 D C 18.4 NB E 40.4 NB
7. University Way/Dolarway Road-US 97 D B 10.9 NA E 37.6 NA
8. Reecer Creek Road/University Way C D 29.6 SBL F >180 SBL
11. Railroad Avenue/5th Avenue C F 55.4 WB F 120.8 WB
Signalized
9. Water Street/University Way C C 21.5 0.39 C 23.3 0.48
10. Main Street/University Way C B 14.8 0.46 B 16.6 0.55
Notes: NB = northbound approach; WB = westbound approach; EBL = eastbound left-turn lane, SBL = southbound left-turn lane 1. Level of service, based on 2000 Highway Capacity Manual methodology. 2. Average delay in seconds per vehicle. The average delay reported is the average of all movements for all-way stop-
controlled intersections and signalized intersections, and for the approach or turning movement experiencing the greatest delay at two-way stop-controlled intersections.
3. Volume-to-capacity ratio reported for signalized intersections. 4. Worst movement reported for two-way stop-controlled intersections; not applicable (NA) for all-way stop-controlled
intersections.
As shown in Table 6, all study intersections would meet the applicable LOS standard with the addition of project traffic except the I-90 Westbound Ramps/US 97, University Way/Dolarway Road-US 97, Reecer Creek Road/University Way, and Railroad Avenue/5th Avenue intersections. These intersections would operate in the LOS E-F range whereas depending on location, the applicable LOS standard is LOS C or better or LOS D or better. The City requires the project mitigate intersections back to pre-project conditions. The following discusses potential mitigation measures for the four impacted locations:
• I-90 Westbound Ramps/US 97 – The addition of project traffic would degrade the northbound approach operations from LOS C to LOS E by increasing the northbound right-turn volume to about 260 vehicles. It is recommended that an exclusive northbound right-turn lane be provided to accommodate the increase in right-turn volume. This mitigation measure would result in LOS D operations with a delay of 34.4 seconds per vehicle for the westbound left/through movement (i.e., this is the worst movement which is reported for two-way stop controlled intersections). This meets the applicable LOS D standard for interchanges.
• University Way/Dolarway Road-US 97 – The addition of project traffic would degrade overall intersection operations from LOS B to LOS E. Based on the Federal Highway Administration’s Manual on Uniform Traffic Control Devices (MUTCD) traffic signal warrant criteria, this intersection would meet the eight-hour vehicular volume and four-hour vehicular volume warrants. Installation of a traffic signal would allow this intersection to operate at LOS B with an overall average delay of 19.8 seconds per vehicle. This meets the applicable LOS D standard for WSDOT facilities. In addition, a second eastbound left-turn lane with approximately 200 feet of storage
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should be installed to reduce queues which would otherwise extend in excess of 400 feet. An evaluation of traffic signal warrants is included in Appendix D.
• Reecer Creek/University Way – This intersection does not meet the City’s LOS C threshold under 2010 without-project conditions. The addition of project traffic would degrade the southbound left-turn movement operations from LOS D to LOS F. Based on MUTCD’s traffic signal warrant criteria, this intersection would meet the eight-hour vehicular volume and four-hour vehicular volume warrants. Installation of a traffic signal would allow this intersection to operate at LOS A with a delay of 7.1 seconds per vehicle. This meets the applicable LOS C standard for arterial and collector streets. An evaluation of traffic signal warrants is included in Appendix D.
• Railroad Avenue/5th Avenue – This intersection operates at LOS F under 2010 without-project conditions and does not meet the City’s LOS C threshold. With the addition of project traffic, this intersection would continue to operate at LOS F. This intersection would meet MUTCD’s all-way stop controlled warrants. Installation all-way stop control would allow all four approaches to operate at LOS C or better which meets the applicable LOS C standard for arterial and collector streets.
Traffic Safety Impacts The only intersection analyzed that historically experienced an above average number of collisions is Water Street/University Way. The City’s TIP includes an improvement at this intersection which would likely reduce the number of accidents in the future.
Site Access Operations Access to the site will be provided via five driveways located on US 97. Figure 6 shows with-project traffic volumes at the site access driveway locations. Note that all driveways are assumed stop-controlled except for Driveway C which is assumed to be controlled with a two-phase traffic signal. Based MUTCD’s traffic signal warrant criteria, Driveway C would meet the eight-hour vehicular volume and four-hour vehicular volume warrants. An evaluation of traffic signal warrants is provided in Appendix D.
All driveways were assumed to have a left-turn lane and a shared through/right-turn lane. Traffic was assigned to the site access driveways based upon the anticipated access driveway control and the location of uses illustrated by the site plan. It was assumed that a majority of the traffic would use the signalized intersection to avoid excessive delays at the stopped controlled locations. Table 7 summarizes the operations for all proposed driveways.
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Table 7. Site Access PM Peak Hour LOS Summary
2010 With-Project
Intersection with US 97 LOS1 Delay2
V/C3 or
WM4
Driveway A D 30.6 EBL
Driveway B E 42.2 WBL
Driveway C A 9.2 0.57
Driveway D D 34.3 WBL
Driveway E D 25.8 WBL
Notes: EBL = eastbound left-turn lane, WBL = westbound left-turn lane 1. Level of service, based on 2000 Highway Capacity Manual methodology. 2. Average delay in seconds per vehicle. 3. Volume-to-capacity ratio reported for signalized intersections. 4. Worst movement reported for two-way stop-controlled intersections.
Table 7 shows that all driveways would operate at LOS D or better except Driveway B where the westbound left-turn movement would operate at LOS E. However, no mitigation is recommended at this location for the following reasons:
• Although driveway operations at Driveway B may be LOS E, this only affects about 30 vehicles attempting to make a westbound left-turn from the driveway onto US 97.
• This analysis is only for the PM peak hour condition which represents the worst case operations. It is likely that during all other times of the day driveway operations would be improved.
• Should outbound motorist find this movement difficult, it is likely that they would shift to Driveway C (i.e., the signalized intersection) which has plenty of excess capacity.
Site Access Sight-Distance
Sight distance at the project driveways was checked by looking at sight triangles which are created by measuring a distance along US 97 from the driveway to a point on the driveway that is 10 feet from the edge of the crosswalk. This area must be clear of obstructions to allow vehicles along the major roadway and at the driveway to see each other. Based upon WSDOT road-approach sight-distance requirements, and assuming a design speed of 45 mph along US 97, this sight triangle extends 630 feet in either direction along the nearest traveled lane in each direction.
Using AutoCAD and the preliminary sight plan, sight triangles were drawn for each driveway. These drawings showed that for each driveway all of the sight triangles were clear from obstructions. Therefore, sight distance requirements are met at all driveways.
As shown on the preliminary site plane (Figure 2), the northernmost site access driveway is located on the inside of a horizontal curve on US 97 which could limit sight distance. In order to maintain adequate sight distance, the areas in front of the parking on either side of this driveway should be kept free from visibly obstructive vegetation and signage.
Triple L Regional Retail Commercial Master Site Plan Project November 2007
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Parking Analysis The conceptual site plan includes 2,429 parking spaces with 1,819 spaces north of US 97, 250 spaces south of US 97 near the office uses, and 360 spaces south of US 97 near the retail uses. It should be noted that the parking supply will be refined as the site plan is finalized.
Peak parking demand was estimated for each of these areas based on the size of development and the 85th-percentile parking rates published by the ITE in Parking Generation (3rd Edition, 2004). Parking rates were based on ITE land use for Free-Standing Discount Superstore (#815), Home Improvement Superstore (#862), Shopping Center (#820), Hotel (#310), and office building (#701). Table 8 shows the calculated peak hour parking demand for both weekday and Saturday.
Table 8. Estimated Peak Hour Parking Demand
Weekday Saturday
Land Use Size Rate1 Demand2 Rate Demand
Parking Supply
Retail (north of US 97)
Free-Standing Discount Superstore (#813) 185,000 sf 0.88 163 4.09 757
Home Improvement Superstore (#865) 125,000 sf 3.20 400 4.40 550
Shopping Center (north of US 97) (#820) 106,600 sf 3.35 357 3.56 379
Subtotal 920 1,686 1,819
Retail (south of US 97)
Shopping Center (south of US 97) (#820) 77,100 sf 3.35 258 3.56 274
Hotel (#310) 80 Rooms 1.14 91 1.14 91
Subtotal 349 366 360
Office (south of US 97)
General Office (#701) 60,000 sf 3.44 206 0.50 30 250
Total 1,476 2,082 2,429
1. Based on 85th-percentile rate from ITE’s Parking Generation (3rd Edition). 2. Parking demand represents the peak vehicles per hour that are expected to park for each use.
As shown in the table, the parking supply would meet the weekday estimated parking demand for all parking areas. In addition, the parking supply would meet the Saturday estimated parking demand for all parking areas except the retail south of US 97 where it would be short by six parking spaces. This is a conservative estimate of parking demand for the development since uses within the project would most likely peak during different times of the day and different months of the year.
Appendix E contains charts showing the weekday and Saturday parking demand distribution for the retail north of US 97 and retail south of US 97. These charts illustrate the potential to share parking within parking areas which have different parking characteristics. The retail uses north of US 97 would peak during the noon hour on weekdays and at 11:00 AM on Saturdays with parking demand gradually dropping off both before and after this time.
Based on the hourly distribution chart (see Appendix E), the hotel and retail south of US 97 would have a peak demand at about noon on both weekdays and Saturdays with parking demand dropping off both before and after this time. The hourly distribution for Saturday shows that the hotel and retail shared parking demand would exceed the parking supply for
Triple L Regional Retail Commercial Master Site Plan Project November 2007
The Transpo Group | 04446.01 Final_TIS.doc Page 20
one hour or less by approximately four vehicles. This parking demand analysis does not consider seasonal variation in parking demand for the uses. Based on ITE Parking, without considering December, retail parking demand typically peaks in April or May and hotel demand typically peaks in June or July. It is unlikely that the two uses would have an event where both reach their maximum parking demand simultaneously. Therefore, the parking supply is adequate and demand is not expected to exceed the supply.
Triple L Regional Retail Commercial Master Site Plan Project November 2007
The Transpo Group | 04446.01 Final_TIS.doc Page 21
Mitigation Measures
Mitigation measures have been identified to reduce potential traffic-related impacts generated by the proposed Triple L Regional Retail Center Commercial Master Site Plan Project. To ensure that the applicable LOS standard would be met with the addition of project traffic, the following mitigation measures were identified:
• I-90 Westbound Ramps/US 97 – Construction of a northbound right-turn lane would allow both approach lanes to operate at LOS D or better and meet the LOS standard.
• University Way/Dolarway Road-US 97 – The installation of a traffic signal would allow this intersection to operate at LOS B and meet the LOS standard. In addition, a second eastbound left-turn lane with approximately 200 feet of storage should be installed to reduce queues which would otherwise extend in excess of 400 feet.
• Reecer Creek Road/University Way – The installation of a traffic signal would allow this intersection to operate at LOS A and meet the LOS standard.
• Railroad Avenue/5th Avenue – Converting this two-way stop-controlled intersection to an all-way stop-controlled intersection would allow all four approaches to operate at LOS C or better and meet the LOS standard.
The project would not cause any additional intersections to fall below the City’s LOS standards. No further intersection mitigation is identified.
Triple L Regional Retail Commercial Master Site Plan Project November 2007
The Transpo Group | 04446.01 Final_TIS.doc Page 22
Summary & Conclusions
This TIA evaluated the proposed Ellensburg Regional Retail, which straddles US 97. The following provides a brief summary of the findings and conclusions documented by this report.
• The proposed project would include the construction of approximately 494,000 square feet of retail, 60,000 square feet of office, and a hotel with 80 rooms. It is anticipated to be completed and occupied by 2010.
• Trip generation was calculated for the PM peak hour. The proposed project is anticipated to generate approximately 1,300 net new PM peak hour trips with about 600 inbound and 700 outbound.
• Historic accidents records at the Water Street/University Way intersection indicate that this may be a HAL; however, the City’s TIP has planned improvements at this intersection.
• The level of service (LOS) analyses indicated that the addition of project-generated traffic would not the applicable LOS standard I-90 Westbound Ramps/US 97, US 97/University Way/Dolarway Road, Reecer Creek Road/University Way, and Railroad Avenue/5th Avenue intersections. Mitigation measures (summarized in the previous section) range from traffic signals, all-way stop control, and turn lanes.
• The project would meet WSDOT sight distance requirements at all driveways.
• All driveways would operate at LOS D or better during the PM peak hour. Driveway B would operate at LOS E; however, this affects a relatively small number of vehicles during the peak hour, and would likely not be a problem during other times of the day. Should motorist have difficulty exiting this driveway, it is likely they would shift to the signalized intersection.
• The proposed parking supply of 2,429 spaces would meet the estimated weekday and Saturday peak parking demand.
Appendix A: Intersection Turning Movement Counts
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28410
Site Code : 00000010Start Date : 10/11/2007Page No : 1
ELLENSBURG, WASHINGTONMAIN STUNIVERSITY WAYLOC # 10 TPG07284M
Groups Printed- PRIMARYMAIN ST
From NorthUNIVERSITY WAY
From EastMAIN ST
From SouthUNIVERSITY WAY
From West
Start Time Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Exclu. Total Inclu. Total Int. Total
04:00 PM 6 19 5 0 30 19 58 47 0 124 11 15 38 1 64 18 54 2 1 74 2 292 294
04:15 PM 5 25 7 2 37 13 45 44 1 102 24 26 45 1 95 32 72 5 1 109 5 343 34804:30 PM 2 33 9 0 44 20 55 40 1 115 19 38 42 4 99 32 75 2 7 109 12 367 37904:45 PM 5 40 11 0 56 14 56 45 0 115 24 41 40 4 105 43 93 5 8 141 12 417 429
Total 18 117 32 2 167 66 214 176 2 456 78 120 165 10 363 125 294 14 17 433 31 1419 1450
05:00 PM 8 27 7 0 42 15 49 38 2 102 23 47 43 0 113 23 53 3 2 79 4 336 34005:15 PM 6 21 8 0 35 15 66 42 2 123 18 42 46 0 106 19 54 1 1 74 3 338 34105:30 PM 12 27 9 0 48 24 68 41 0 133 30 40 41 1 111 31 57 5 2 93 3 385 388
05:45 PM 7 24 9 0 40 12 43 31 0 86 22 45 26 0 93 26 52 6 1 84 1 303 304Total 33 99 33 0 165 66 226 152 4 444 93 174 156 1 423 99 216 15 6 330 11 1362 1373
Grand Total 51 216 65 2 332 132 440 328 6 900 171 294 321 11 786 224 510 29 23 763 42 2781 2823Apprch % 15.4 65.1 19.6 14.7 48.9 36.4 21.8 37.4 40.8 29.4 66.8 3.8
Total % 1.8 7.8 2.3 11.9 4.7 15.8 11.8 32.4 6.1 10.6 11.5 28.3 8.1 18.3 1 27.4 1.5 98.5
MAIN ST
UN
IVE
RS
ITY
WA
Y U
NIV
ER
SIT
Y W
AY
MAIN ST
Right51
Thru216
Left65
InOut Total455 332 787
Rig
ht
13
2
Th
ru4
40
L
eft
32
8
Ou
tT
ota
lIn
74
6
90
0
16
46
Left321
Thru294
Right171
Out TotalIn768 786 1554
Le
ft29
T
hru51
0
Rig
ht
22
4
To
tal
Ou
tIn
81
2
76
3
15
75
10/11/2007 04:00 PM10/11/2007 05:45 PM PRIMARY
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28410
Site Code : 00000010Start Date : 10/11/2007Page No : 2
ELLENSBURG, WASHINGTONMAIN STUNIVERSITY WAYLOC # 10 TPG07284M
MAIN STFrom North
UNIVERSITY WAYFrom East
MAIN STFrom South
UNIVERSITY WAYFrom West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 5 40 11 56 14 56 45 115 24 41 40 105 43 93 5 141 417
05:00 PM 8 27 7 42 15 49 38 102 23 47 43 113 23 53 3 79 336
05:15 PM 6 21 8 35 15 66 42 123 18 42 46 106 19 54 1 74 338
05:30 PM 12 27 9 48 24 68 41 133 30 40 41 111 31 57 5 93 385
Total Volume 31 115 35 181 68 239 166 473 95 170 170 435 116 257 14 387 1476
% App. Total 17.1 63.5 19.3 14.4 50.5 35.1 21.8 39.1 39.1 30 66.4 3.6
PHF .646 .719 .795 .808 .708 .879 .922 .889 .792 .904 .924 .962 .674 .691 .700 .686 .885
MAIN ST
UN
IVE
RS
ITY
WA
Y U
NIV
ER
SIT
Y W
AY
MAIN ST
Right31
Thru115
Left35
InOut Total252 181 433
Rig
ht
68
T
hru
23
9
Le
ft1
66
Ou
tT
ota
lIn
38
7
47
3
86
0
Left170
Thru170
Right95
Out TotalIn397 435 832
Le
ft14
T
hru25
7
Rig
ht
11
6
To
tal
Ou
tIn
44
0
38
7
82
7
Peak Hour Begins at 04:45 PM PRIMARY
Peak Hour Data
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28410
Site Code : 00000010Start Date : 10/11/2007Page No : 3
ELLENSBURG, WASHINGTONMAIN STUNIVERSITY WAYLOC # 10 TPG07284M
MAIN STFrom North
UNIVERSITY WAYFrom East
MAIN STFrom South
UNIVERSITY WAYFrom West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Each Approach Begins at:
04:45 PM 04:45 PM 04:45 PM 04:15 PM
+0 mins. 5 40 11 56 14 56 45 115 24 41 40 105 32 72 5 109
+15 mins. 8 27 7 42 15 49 38 102 23 47 43 113 32 75 2 109
+30 mins. 6 21 8 35 15 66 42 123 18 42 46 106 43 93 5 141
+45 mins. 12 27 9 48 24 68 41 133 30 40 41 111 23 53 3 79
Total Volume 31 115 35 181 68 239 166 473 95 170 170 435 130 293 15 438
% App. Total 17.1 63.5 19.3 14.4 50.5 35.1 21.8 39.1 39.1 29.7 66.9 3.4
PHF .646 .719 .795 .808 .708 .879 .922 .889 .792 .904 .924 .962 .756 .788 .750 .777
MAIN ST
UN
IVE
RS
ITY
WA
Y U
NIV
ER
SIT
Y W
AY
MAIN ST
Right31
Thru115
Left35
In - Peak Hour: 04:45 PM181
Rig
ht
68
T
hru
23
9
Le
ft1
66
In - P
ea
k Ho
ur: 0
4:4
5 P
M4
73
Left170
Thru170
Right95
In - Peak Hour: 04:45 PM435
Le
ft15
T
hru29
3
Rig
ht
13
0
In -
Pe
ak
Ho
ur:
04
:15
PM
43
8
PRIMARY
Peak Hour Data
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28409
Site Code : 00000009Start Date : 10/11/2007Page No : 1
ELLENSBURG, WASHINGTONWATER STUNIVERSITY WAYLOC # 09 TPG07277M
Groups Printed- PRIMARYWATER ST
From NorthUNIVERSITY WAY
From EastWATER ST
From SouthUNIVERSITY WAY
From West
Start Time Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Exclu. Total Inclu. Total Int. Total
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.004:00 PM 13 34 7 7 54 11 78 19 1 108 16 33 11 1 60 10 81 6 2 97 11 319 330
04:15 PM 7 47 12 4 66 10 55 11 0 76 12 35 14 0 61 9 82 8 5 99 9 302 31104:30 PM 6 37 7 1 50 7 81 16 1 104 10 40 21 0 71 13 72 12 8 97 10 322 332
04:45 PM 7 42 17 1 66 6 84 14 0 104 6 30 12 0 48 11 95 7 7 113 8 331 339Total 33 160 43 13 236 34 298 60 2 392 44 138 58 1 240 43 330 33 22 406 38 1274 1312
05:00 PM 10 45 10 1 65 4 82 24 1 110 15 59 10 0 84 7 101 14 3 122 5 381 38605:15 PM 8 51 4 0 63 11 64 29 1 104 8 61 13 0 82 3 54 8 3 65 4 314 318
05:30 PM 6 45 11 0 62 11 50 18 1 79 8 40 25 0 73 7 67 5 2 79 3 293 29605:45 PM 13 43 10 0 66 8 42 23 2 73 13 51 20 0 84 18 46 5 4 69 6 292 298
Total 37 184 35 1 256 34 238 94 5 366 44 211 68 0 323 35 268 32 12 335 18 1280 1298
Grand Total 70 344 78 14 492 68 536 154 7 758 88 349 126 1 563 78 598 65 34 741 56 2554 2610
Apprch % 14.2 69.9 15.9 9 70.7 20.3 15.6 62 22.4 10.5 80.7 8.8 Total % 2.7 13.5 3.1 19.3 2.7 21 6 29.7 3.4 13.7 4.9 22 3.1 23.4 2.5 29 2.1 97.9
WATER ST
UN
IVE
RS
ITY
WA
Y U
NIV
ER
SIT
Y W
AY
WATER ST
Right70
Thru344
Left78
InOut Total482 492 974
Rig
ht
68
T
hru
53
6
Le
ft1
54
Ou
tT
ota
lIn
76
4
75
8
15
22
Left126
Thru349
Right88
Out TotalIn576 563 1139
Le
ft65
T
hru59
8
Rig
ht
78
To
tal
Ou
tIn
73
2
74
1
14
73
10/11/2007 04:00 PM10/11/2007 05:45 PM PRIMARY
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28409
Site Code : 00000009Start Date : 10/11/2007Page No : 2
ELLENSBURG, WASHINGTONWATER STUNIVERSITY WAYLOC # 09 TPG07277M
WATER STFrom North
UNIVERSITY WAYFrom East
WATER STFrom South
UNIVERSITY WAYFrom West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 6 37 7 50 7 81 16 104 10 40 21 71 13 72 12 97 322
04:45 PM 7 42 17 66 6 84 14 104 6 30 12 48 11 95 7 113 331
05:00 PM 10 45 10 65 4 82 24 110 15 59 10 84 7 101 14 122 381
05:15 PM 8 51 4 63 11 64 29 104 8 61 13 82 3 54 8 65 314
Total Volume 31 175 38 244 28 311 83 422 39 190 56 285 34 322 41 397 1348
% App. Total 12.7 71.7 15.6 6.6 73.7 19.7 13.7 66.7 19.6 8.6 81.1 10.3
PHF .775 .858 .559 .924 .636 .926 .716 .959 .650 .779 .667 .848 .654 .797 .732 .814 .885
WATER ST
UN
IVE
RS
ITY
WA
Y U
NIV
ER
SIT
Y W
AY
WATER ST
Right31
Thru175
Left38
InOut Total259 244 503
Rig
ht
28
T
hru
31
1
Le
ft 83
Ou
tT
ota
lIn
39
9
42
2
82
1
Left56
Thru190
Right39
Out TotalIn292 285 577
Le
ft41
T
hru32
2
Rig
ht
34
To
tal
Ou
tIn
39
8
39
7
79
5
Peak Hour Begins at 04:30 PM PRIMARY
Peak Hour Data
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28409
Site Code : 00000009Start Date : 10/11/2007Page No : 3
ELLENSBURG, WASHINGTONWATER STUNIVERSITY WAYLOC # 09 TPG07277M
WATER STFrom North
UNIVERSITY WAYFrom East
WATER STFrom South
UNIVERSITY WAYFrom West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Each Approach Begins at:
04:45 PM 04:30 PM 05:00 PM 04:15 PM
+0 mins. 7 42 17 66 7 81 16 104 15 59 10 84 9 82 8 99
+15 mins. 10 45 10 65 6 84 14 104 8 61 13 82 13 72 12 97
+30 mins. 8 51 4 63 4 82 24 110 8 40 25 73 11 95 7 113
+45 mins. 6 45 11 62 11 64 29 104 13 51 20 84 7 101 14 122
Total Volume 31 183 42 256 28 311 83 422 44 211 68 323 40 350 41 431
% App. Total 12.1 71.5 16.4 6.6 73.7 19.7 13.6 65.3 21.1 9.3 81.2 9.5
PHF .775 .897 .618 .970 .636 .926 .716 .959 .733 .865 .680 .961 .769 .866 .732 .883
WATER ST
UN
IVE
RS
ITY
WA
Y U
NIV
ER
SIT
Y W
AY
WATER ST
Right31
Thru183
Left42
In - Peak Hour: 04:45 PM256
Rig
ht
28
T
hru
31
1
Le
ft 83
In - P
ea
k Ho
ur: 0
4:3
0 P
M4
22
Left68
Thru211
Right44
In - Peak Hour: 05:00 PM323
Le
ft41
T
hru35
0
Rig
ht
40
In -
Pe
ak
Ho
ur:
04
:15
PM
43
1
PRIMARY
Peak Hour Data
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG27608
Site Code : 00000008Start Date : 10/3/2007Page No : 1
ELLENSBURG,WASHINGTONREECER CREEK RDW BENDER RDLOC #08P TPG07284M
Groups Printed- PrimaryREECER CREEK RD
From NorthW BENDERFrom East
REECER CREEK RDFrom South From West
Start Time Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Exclu. Total Inclu. Total Int. Total
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
04:00 PM 0 18 2 4 20 2 0 10 1 12 13 16 0 5 29 0 0 0 0 0 10 61 71
04:15 PM 0 16 1 0 17 0 0 3 0 3 12 13 0 2 25 0 0 0 0 0 2 45 47
04:30 PM 0 20 0 2 20 2 0 11 2 13 12 7 0 0 19 0 0 0 0 0 4 52 56
04:45 PM 0 15 1 0 16 2 0 6 0 8 12 19 0 1 31 0 0 0 0 0 1 55 56
Total 0 69 4 6 73 6 0 30 3 36 49 55 0 8 104 0 0 0 0 0 17 213 230
05:00 PM 0 16 2 0 18 4 0 12 0 16 9 32 0 1 41 0 0 0 0 0 1 75 76
05:15 PM 0 10 5 0 15 2 0 8 0 10 21 19 0 1 40 0 0 0 0 0 1 65 66
05:30 PM 0 18 5 1 23 3 0 9 0 12 16 17 0 0 33 0 0 0 0 0 1 68 6905:45 PM 0 18 1 0 19 2 0 7 1 9 7 15 0 0 22 0 0 0 0 0 1 50 51
Total 0 62 13 1 75 11 0 36 1 47 53 83 0 2 136 0 0 0 0 0 4 258 262
Grand Total 0 131 17 7 148 17 0 66 4 83 102 138 0 10 240 0 0 0 0 0 21 471 492
Apprch % 0 88.5 11.5 20.5 0 79.5 42.5 57.5 0 0 0 0
Total % 0 27.8 3.6 31.4 3.6 0 14 17.6 21.7 29.3 0 51 0 0 0 0 4.3 95.7
REECER CREEK RD
W
BE
ND
ER
REECER CREEK RD
Right0
Thru131
Left17
InOut Total155 148 303
Rig
ht
17
T
hru 0
L
eft 6
6
Ou
tT
ota
lIn
11
9
83
2
02
Left0
Thru138
Right102
Out TotalIn197 240 437
Le
ft0
T
hru
0
Rig
ht0
To
tal
Ou
tIn
0
0
0
10/3/2007 04:00 PM10/3/2007 05:45 PM Primary
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG27608
Site Code : 00000008Start Date : 10/3/2007Page No : 2
ELLENSBURG,WASHINGTONREECER CREEK RDW BENDER RDLOC #08P TPG07284M
REECER CREEK RDFrom North
W BENDERFrom East
REECER CREEK RDFrom South From West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 04:45 PM04:45 PM 0 15 1 16 2 0 6 8 12 19 0 31 0 0 0 0 5505:00 PM 0 16 2 18 4 0 12 16 9 32 0 41 0 0 0 0 75
05:15 PM 0 10 5 15 2 0 8 10 21 19 0 40 0 0 0 0 6505:30 PM 0 18 5 23 3 0 9 12 16 17 0 33 0 0 0 0 68
Total Volume 0 59 13 72 11 0 35 46 58 87 0 145 0 0 0 0 263
% App. Total 0 81.9 18.1 23.9 0 76.1 40 60 0 0 0 0
PHF .000 .819 .650 .783 .688 .000 .729 .719 .690 .680 .000 .884 .000 .000 .000 .000 .877
REECER CREEK RD
W
BE
ND
ER
REECER CREEK RD
Right0
Thru59
Left13
InOut Total98 72 170
Rig
ht
11
T
hru 0
L
eft 3
5
Ou
tT
ota
lIn
71
4
6
11
7
Left0
Thru87
Right58
Out TotalIn94 145 239
Le
ft0
T
hru
0
Rig
ht0
To
tal
Ou
tIn
0
0
0
Peak Hour Begins at 04:45 PM Primary
Peak Hour Data
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG27608
Site Code : 00000008Start Date : 10/3/2007Page No : 3
ELLENSBURG,WASHINGTONREECER CREEK RDW BENDER RDLOC #08P TPG07284M
REECER CREEK RDFrom North
W BENDERFrom East
REECER CREEK RDFrom South From West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Each Approach Begins at:
05:00 PM 04:30 PM 04:45 PM 04:00 PM+0 mins. 0 16 2 18 2 0 11 13 12 19 0 31 0 0 0 0
+15 mins. 0 10 5 15 2 0 6 8 9 32 0 41 0 0 0 0
+30 mins. 0 18 5 23 4 0 12 16 21 19 0 40 0 0 0 0+45 mins. 0 18 1 19 2 0 8 10 16 17 0 33 0 0 0 0
Total Volume 0 62 13 75 10 0 37 47 58 87 0 145 0 0 0 0
% App. Total 0 82.7 17.3 21.3 0 78.7 40 60 0 0 0 0
PHF .000 .861 .650 .815 .625 .000 .771 .734 .690 .680 .000 .884 .000 .000 .000 .000
REECER CREEK RD
W
BE
ND
ER
REECER CREEK RD
Right0
Thru62
Left13
In - Peak Hour: 05:00 PM75
Rig
ht
10
T
hru 0
L
eft 3
7
In - P
ea
k Ho
ur: 0
4:3
0 P
M4
7
Left0
Thru87
Right58
In - Peak Hour: 04:45 PM145
Le
ft0
T
hru
0
Rig
ht0
In -
Pe
ak
Ho
ur:
04
:00
PM
0
Primary
Peak Hour Data
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28408
Site Code : 00000008Start Date : 10/11/2007Page No : 1
ELLENSBURG,WASHINGTONREECER CREEK RDW BOWER RDLOC #08P TPG07284M
Groups Printed- PrimaryREECER CREEK RD
From NorthW BENDER RD
From EastREECER CREEK RD
From South From West
Start Time Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Exclu. Total Inclu. Total Int. Total
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
04:00 PM 0 14 0 0 14 1 0 3 0 4 4 16 0 1 20 0 0 0 0 0 1 38 39
04:15 PM 0 13 2 4 15 1 0 4 0 5 7 11 0 1 18 0 0 0 0 0 5 38 43
04:30 PM 0 5 5 1 10 5 0 7 0 12 3 19 0 0 22 0 0 0 0 0 1 44 45
04:45 PM 0 17 2 0 19 3 0 2 0 5 5 16 0 0 21 0 0 0 0 0 0 45 45
Total 0 49 9 5 58 10 0 16 0 26 19 62 0 2 81 0 0 0 0 0 7 165 172
05:00 PM 0 13 5 0 18 2 0 6 0 8 10 22 0 0 32 0 0 0 0 0 0 58 58
05:15 PM 0 19 1 2 20 5 0 5 1 10 9 26 0 1 35 0 0 0 0 0 4 65 69
05:30 PM 0 13 0 0 13 2 0 1 0 3 10 17 0 1 27 0 0 0 0 0 1 43 4405:45 PM 0 8 5 1 13 5 0 7 1 12 5 19 0 1 24 0 0 0 0 0 3 49 52
Total 0 53 11 3 64 14 0 19 2 33 34 84 0 3 118 0 0 0 0 0 8 215 223
Grand Total 0 102 20 8 122 24 0 35 2 59 53 146 0 5 199 0 0 0 0 0 15 380 395
Apprch % 0 83.6 16.4 40.7 0 59.3 26.6 73.4 0 0 0 0
Total % 0 26.8 5.3 32.1 6.3 0 9.2 15.5 13.9 38.4 0 52.4 0 0 0 0 3.8 96.2
REECER CREEK RD
W
BE
ND
ER
RD
REECER CREEK RD
Right0
Thru102
Left20
InOut Total170 122 292
Rig
ht
24
T
hru 0
L
eft 3
5
Ou
tT
ota
lIn
73
5
9
13
2
Left0
Thru146
Right53
Out TotalIn137 199 336
Le
ft0
T
hru
0
Rig
ht0
To
tal
Ou
tIn
0
0
0
10/11/2007 04:00 PM10/11/2007 05:45 PM Primary
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28408
Site Code : 00000008Start Date : 10/11/2007Page No : 2
ELLENSBURG,WASHINGTONREECER CREEK RDW BOWER RDLOC #08P TPG07284M
REECER CREEK RDFrom North
W BENDER RDFrom East
REECER CREEK RDFrom South From West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 05:00 PM05:00 PM 0 13 5 18 2 0 6 8 10 22 0 32 0 0 0 0 58
05:15 PM 0 19 1 20 5 0 5 10 9 26 0 35 0 0 0 0 65
05:30 PM 0 13 0 13 2 0 1 3 10 17 0 27 0 0 0 0 43
05:45 PM 0 8 5 13 5 0 7 12 5 19 0 24 0 0 0 0 49
Total Volume 0 53 11 64 14 0 19 33 34 84 0 118 0 0 0 0 215
% App. Total 0 82.8 17.2 42.4 0 57.6 28.8 71.2 0 0 0 0
PHF .000 .697 .550 .800 .700 .000 .679 .688 .850 .808 .000 .843 .000 .000 .000 .000 .827
REECER CREEK RD
W
BE
ND
ER
RD
REECER CREEK RD
Right0
Thru53
Left11
InOut Total98 64 162
Rig
ht
14
T
hru 0
L
eft 1
9
Ou
tT
ota
lIn
45
3
3
78
Left0
Thru84
Right34
Out TotalIn72 118 190
Le
ft0
T
hru
0
Rig
ht0
To
tal
Ou
tIn
0
0
0
Peak Hour Begins at 05:00 PM Primary
Peak Hour Data
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28408
Site Code : 00000008Start Date : 10/11/2007Page No : 3
ELLENSBURG,WASHINGTONREECER CREEK RDW BOWER RDLOC #08P TPG07284M
REECER CREEK RDFrom North
W BENDER RDFrom East
REECER CREEK RDFrom South From West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Each Approach Begins at:
04:45 PM 04:30 PM 05:00 PM 04:00 PM+0 mins. 0 17 2 19 5 0 7 12 10 22 0 32 0 0 0 0
+15 mins. 0 13 5 18 3 0 2 5 9 26 0 35 0 0 0 0
+30 mins. 0 19 1 20 2 0 6 8 10 17 0 27 0 0 0 0
+45 mins. 0 13 0 13 5 0 5 10 5 19 0 24 0 0 0 0
Total Volume 0 62 8 70 15 0 20 35 34 84 0 118 0 0 0 0
% App. Total 0 88.6 11.4 42.9 0 57.1 28.8 71.2 0 0 0 0
PHF .000 .816 .400 .875 .750 .000 .714 .729 .850 .808 .000 .843 .000 .000 .000 .000
REECER CREEK RD
W
BE
ND
ER
RD
REECER CREEK RD
Right0
Thru62
Left8
In - Peak Hour: 04:45 PM70
Rig
ht
15
T
hru 0
L
eft 2
0
In - P
ea
k Ho
ur: 0
4:3
0 P
M3
5
Left0
Thru84
Right34
In - Peak Hour: 05:00 PM118
Le
ft0
T
hru
0
Rig
ht0
In -
Pe
ak
Ho
ur:
04
:00
PM
0
Primary
Peak Hour Data
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28407
Site Code : 00000007Start Date : 10/11/2007Page No : 1
ELLENSBURG, WASHINGTONREECER CREEK RDDRY CREEK RDLOC #07 TPG07284M
Groups Printed- PRIMARY
REECER CREEK RD
From North
DRY CREEK RD
From East
REECER CREEK RD
From South
DRY CREEK RD
From West
Start Time Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Exclu. Total Inclu. Total Int. Total
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
04:00 PM 2 16 3 0 21 2 3 12 0 17 8 19 11 1 38 6 3 2 1 11 2 87 89
04:15 PM 0 21 0 4 21 1 10 6 0 17 8 22 9 1 39 1 3 2 1 6 6 83 89
04:30 PM 0 11 2 1 13 4 4 4 0 12 2 17 3 1 22 6 5 2 1 13 3 60 63
04:45 PM 0 19 5 1 24 1 4 8 0 13 12 23 5 1 40 4 6 0 1 10 3 87 90
Total 2 67 10 6 79 8 21 30 0 59 30 81 28 4 139 17 17 6 4 40 14 317 331
05:00 PM 0 24 3 1 27 4 10 4 0 18 11 30 9 0 50 5 3 2 0 10 1 105 106
05:15 PM 1 23 5 3 29 2 11 7 0 20 11 32 9 2 52 6 6 2 0 14 5 115 120
05:30 PM 1 15 1 1 17 3 7 4 0 14 12 23 5 1 40 6 2 0 0 8 2 79 81
05:45 PM 0 17 0 0 17 7 9 7 0 23 9 30 10 1 49 4 5 1 0 10 1 99 100
Total 2 79 9 5 90 16 37 22 0 75 43 115 33 4 191 21 16 5 0 42 9 398 407
Grand Total 4 146 19 11 169 24 58 52 0 134 73 196 61 8 330 38 33 11 4 82 23 715 738
Apprch % 2.4 86.4 11.2 17.9 43.3 38.8 22.1 59.4 18.5 46.3 40.2 13.4
Total % 0.6 20.4 2.7 23.6 3.4 8.1 7.3 18.7 10.2 27.4 8.5 46.2 5.3 4.6 1.5 11.5 3.1 96.9
REECER CREEK RD
DR
Y C
RE
EK
RD
DR
Y C
RE
EK
RD
REECER CREEK RD
Right4
Thru146
Left19
InOut Total231 169 400
Rig
ht
24
Thru5
8
Left52
Out
Tota
lIn
125
134
259
Left61
Thru196
Right73
Out TotalIn236 330 566
Left11
Thru3
3
Rig
ht
38
Tota
lO
ut
In123
82
205
10/11/2007 04:00 PM10/11/2007 05:45 PM PRIMARY
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28407
Site Code : 00000007Start Date : 10/11/2007Page No : 2
ELLENSBURG, WASHINGTONREECER CREEK RDDRY CREEK RDLOC #07 TPG07284M
REECER CREEK RD
From North
DRY CREEK RD
From East
REECER CREEK RD
From South
DRY CREEK RD
From West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 24 3 27 4 10 4 18 11 30 9 50 5 3 2 10 105
05:15 PM 1 23 5 29 2 11 7 20 11 32 9 52 6 6 2 14 115
05:30 PM 1 15 1 17 3 7 4 14 12 23 5 40 6 2 0 8 79
05:45 PM 0 17 0 17 7 9 7 23 9 30 10 49 4 5 1 10 99
Total Volume 2 79 9 90 16 37 22 75 43 115 33 191 21 16 5 42 398
% App. Total 2.2 87.8 10 21.3 49.3 29.3 22.5 60.2 17.3 50 38.1 11.9 PHF .500 .823 .450 .776 .571 .841 .786 .815 .896 .898 .825 .918 .875 .667 .625 .750 .865
REECER CREEK RD
DR
Y C
RE
EK
RD
DR
Y C
RE
EK
RD
REECER CREEK RD
Right2
Thru79
Left9
InOut Total136 90 226
Rig
ht
16
T
hru 3
7
Le
ft 22
Ou
tT
ota
lIn
68
7
5
14
3
Left33
Thru115
Right43
Out TotalIn122 191 313
Le
ft5
T
hru1
6
Rig
ht
21
To
tal
Ou
tIn
72
4
2
11
4
Peak Hour Begins at 05:00 PM PRIMARY
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at:04:45 PM 05:00 PM 05:00 PM 04:30 PM
+0 mins. 0 19 5 24 4 10 4 18 11 30 9 50 6 5 2 13
+15 mins. 0 24 3 27 2 11 7 20 11 32 9 52 4 6 0 10
+30 mins. 1 23 5 29 3 7 4 14 12 23 5 40 5 3 2 10
+45 mins. 1 15 1 17 7 9 7 23 9 30 10 49 6 6 2 14
Total Volume 2 81 14 97 16 37 22 75 43 115 33 191 21 20 6 47
% App. Total 2.1 83.5 14.4 21.3 49.3 29.3 22.5 60.2 17.3 44.7 42.6 12.8 PHF .500 .844 .700 .836 .571 .841 .786 .815 .896 .898 .825 .918 .875 .833 .750 .839
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28407
Site Code : 00000007Start Date : 10/11/2007Page No : 3
ELLENSBURG, WASHINGTONREECER CREEK RDDRY CREEK RDLOC #07 TPG07284M
REECER CREEK RD
DR
Y C
RE
EK
RD
DR
Y C
RE
EK
RD
REECER CREEK RD
Right2
Thru81
Left14
In - Peak Hour: 04:45 PM97 R
ight
16
Thru3
7
Left22
In - P
eak H
our: 0
5:0
0 P
M75
Left33
Thru115
Right43
In - Peak Hour: 05:00 PM191
Left6
Thru2
0
Rig
ht
21
In -
Peak
Hour:
04:3
0 P
M47
PRIMARY
Peak Hour Data
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28406
Site Code : 00000006Start Date : 10/11/2007Page No : 1
ELLENSBURG, WASHINGTONREECER CREEK RDOLD HWY 10 (DRY CREEK CONNECTOR)LOC #06 TPG07284M
Groups Printed- PRIMARY
REECER CREEK RD
From North From East
REECER CREEK RD
From South
OLD HWY 10 (DRY CREEK CONNECTOR)
From West
Start Time Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Exclu. Total Inclu. Total Int. Total
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
04:00 PM 4 24 0 2 28 0 0 0 0 0 0 33 17 2 50 21 0 4 4 25 8 103 111
04:15 PM 2 22 0 7 24 0 0 0 0 0 0 32 21 4 53 34 0 6 4 40 15 117 132
04:30 PM 1 18 0 3 19 0 0 0 0 0 0 32 21 2 53 25 0 1 1 26 6 98 104
04:45 PM 4 22 0 1 26 0 0 0 0 0 0 36 21 0 57 23 0 4 0 27 1 110 111
Total 11 86 0 13 97 0 0 0 0 0 0 133 80 8 213 103 0 15 9 118 30 428 458
05:00 PM 5 33 0 2 38 0 0 0 0 0 0 51 16 1 67 30 0 5 3 35 6 140 146
05:15 PM 6 38 0 2 44 0 0 0 0 0 0 49 19 2 68 22 0 3 0 25 4 137 141
05:30 PM 2 31 0 2 33 0 0 0 0 0 0 42 24 0 66 21 0 7 1 28 3 127 130
05:45 PM 3 28 0 2 31 0 0 0 0 0 0 34 23 2 57 19 0 2 0 21 4 109 113
Total 16 130 0 8 146 0 0 0 0 0 0 176 82 5 258 92 0 17 4 109 17 513 530
Grand Total 27 216 0 21 243 0 0 0 0 0 0 309 162 13 471 195 0 32 13 227 47 941 988
Apprch % 11.1 88.9 0 0 0 0 0 65.6 34.4 85.9 0 14.1
Total % 2.9 23 0 25.8 0 0 0 0 0 32.8 17.2 50.1 20.7 0 3.4 24.1 4.8 95.2
REECER CREEK RD
OLD
HW
Y 1
0 (
DR
Y C
RE
EK
CO
NN
EC
TO
R)
REECER CREEK RD
Right27
Thru216
Left0
InOut Total341 243 584
Rig
ht0
Thru0
Left0
Out
Tota
lIn
0
0
0
Left162
Thru309
Right0
Out TotalIn411 471 882
Left32
Thru
0
Rig
ht
195
Tota
lO
ut
In189
227
416
10/11/2007 04:00 PM10/11/2007 05:45 PM PRIMARY
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28406
Site Code : 00000006Start Date : 10/11/2007Page No : 2
ELLENSBURG, WASHINGTONREECER CREEK RDOLD HWY 10 (DRY CREEK CONNECTOR)LOC #06 TPG07284M
REECER CREEK RD
From North From East
REECER CREEK RD
From South
OLD HWY 10 (DRY CREEK CONNECTOR)
From West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 4 22 0 26 0 0 0 0 0 36 21 57 23 0 4 27 110
05:00 PM 5 33 0 38 0 0 0 0 0 51 16 67 30 0 5 35 140
05:15 PM 6 38 0 44 0 0 0 0 0 49 19 68 22 0 3 25 137
05:30 PM 2 31 0 33 0 0 0 0 0 42 24 66 21 0 7 28 127
Total Volume 17 124 0 141 0 0 0 0 0 178 80 258 96 0 19 115 514
% App. Total 12.1 87.9 0 0 0 0 0 69 31 83.5 0 16.5 PHF .708 .816 .000 .801 .000 .000 .000 .000 .000 .873 .833 .949 .800 .000 .679 .821 .918
REECER CREEK RD
OL
D H
WY
10
(D
RY
CR
EE
K C
ON
NE
CT
OR
)
REECER CREEK RD
Right17
Thru124
Left0
InOut Total197 141 338
Rig
ht 0
Th
ru 0
Le
ft 0
Ou
tT
ota
lIn
0
0
0
Left80
Thru178
Right0
Out TotalIn220 258 478
Le
ft19
T
hru
0
Rig
ht
96
To
tal
Ou
tIn
97
1
15
2
12
Peak Hour Begins at 04:45 PM PRIMARY
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at:05:00 PM 04:00 PM 04:45 PM 04:15 PM
+0 mins. 5 33 0 38 0 0 0 0 0 36 21 57 34 0 6 40
+15 mins. 6 38 0 44 0 0 0 0 0 51 16 67 25 0 1 26
+30 mins. 2 31 0 33 0 0 0 0 0 49 19 68 23 0 4 27
+45 mins. 3 28 0 31 0 0 0 0 0 42 24 66 30 0 5 35
Total Volume 16 130 0 146 0 0 0 0 0 178 80 258 112 0 16 128
% App. Total 11 89 0 0 0 0 0 69 31 87.5 0 12.5 PHF .667 .855 .000 .830 .000 .000 .000 .000 .000 .873 .833 .949 .824 .000 .667 .800
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28406
Site Code : 00000006Start Date : 10/11/2007Page No : 3
ELLENSBURG, WASHINGTONREECER CREEK RDOLD HWY 10 (DRY CREEK CONNECTOR)LOC #06 TPG07284M
REECER CREEK RD
OLD
HW
Y 1
0 (
DR
Y C
RE
EK
CO
NN
EC
TO
R)
REECER CREEK RD
Right16
Thru130
Left0
In - Peak Hour: 05:00 PM146
Rig
ht0
Thru0
Left0
In - P
eak H
our: 0
4:0
0 P
M0
Left80
Thru178
Right0
In - Peak Hour: 04:45 PM258
Left16
Thru
0
Rig
ht
112
In -
Peak
Hour:
04:1
5 P
M128
PRIMARY
Peak Hour Data
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28405
Site Code : 00000005Start Date : 10/11/2007Page No : 1
ELLENSBURG, WASHINGTONREECER CREEK RDUNIVERSITY WAYLOC #05 TPG07284M
Groups Printed- PRIMARY
REECER CREEK RD
From North
W UNIVERSITY WAY
From East From South
W UNIVERSITY WAY
From West
Start Time Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Exclu. Total Inclu. Total Int. Total
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
04:00 PM 13 0 33 4 46 33 42 0 5 75 0 0 0 0 0 0 43 15 6 58 15 179 194
04:15 PM 22 0 34 6 56 32 55 0 6 87 0 0 0 0 0 0 50 17 3 67 15 210 225
04:30 PM 20 0 27 3 47 36 34 0 5 70 0 0 0 0 0 0 48 17 5 65 13 182 195
04:45 PM 21 0 24 0 45 32 39 0 0 71 0 0 0 0 0 0 48 27 2 75 2 191 193
Total 76 0 118 13 194 133 170 0 16 303 0 0 0 0 0 0 189 76 16 265 45 762 807
05:00 PM 19 0 36 3 55 51 54 0 6 105 0 0 0 0 0 0 56 31 1 87 10 247 257
05:15 PM 24 0 36 2 60 36 58 0 3 94 0 0 0 0 0 0 36 32 0 68 5 222 227
05:30 PM 23 0 28 2 51 37 44 0 1 81 0 0 0 0 0 0 41 30 0 71 3 203 206
05:45 PM 21 0 28 2 49 35 43 0 2 78 0 0 0 0 0 0 33 24 1 57 5 184 189
Total 87 0 128 9 215 159 199 0 12 358 0 0 0 0 0 0 166 117 2 283 23 856 879
Grand Total 163 0 246 22 409 292 369 0 28 661 0 0 0 0 0 0 355 193 18 548 68 1618 1686
Apprch % 39.9 0 60.1 44.2 55.8 0 0 0 0 0 64.8 35.2
Total % 10.1 0 15.2 25.3 18 22.8 0 40.9 0 0 0 0 0 21.9 11.9 33.9 4 96
REECER CREEK RD
W U
NIV
ER
SIT
Y W
AY
W U
NIV
ER
SIT
Y W
AY
Right163
Thru0
Left246
InOut Total485 409 894
Rig
ht
292
Thru
369
Left0
Out
Tota
lIn
601
661
1262
Left0
Thru0
Right0
Out TotalIn0 0 0
Left
193
Thru355
Rig
ht0
Tota
lO
ut
In532
548
1080
10/11/2007 04:00 PM10/11/2007 05:45 PM PRIMARY
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28405
Site Code : 00000005Start Date : 10/11/2007Page No : 2
ELLENSBURG, WASHINGTONREECER CREEK RDUNIVERSITY WAYLOC #05 TPG07284M
REECER CREEK RD
From North
W UNIVERSITY WAY
From East From South
W UNIVERSITY WAY
From West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 21 0 24 45 32 39 0 71 0 0 0 0 0 48 27 75 191
05:00 PM 19 0 36 55 51 54 0 105 0 0 0 0 0 56 31 87 247
05:15 PM 24 0 36 60 36 58 0 94 0 0 0 0 0 36 32 68 222
05:30 PM 23 0 28 51 37 44 0 81 0 0 0 0 0 41 30 71 203
Total Volume 87 0 124 211 156 195 0 351 0 0 0 0 0 181 120 301 863
% App. Total 41.2 0 58.8 44.4 55.6 0 0 0 0 0 60.1 39.9 PHF .906 .000 .861 .879 .765 .841 .000 .836 .000 .000 .000 .000 .000 .808 .938 .865 .873
REECER CREEK RD
W U
NIV
ER
SIT
Y W
AY
W U
NIV
ER
SIT
Y W
AY
Right87
Thru0
Left124
InOut Total276 211 487
Rig
ht
15
6
Th
ru1
95
L
eft 0
Ou
tT
ota
lIn
30
5
35
1
65
6
Left0
Thru0
Right0
Out TotalIn0 0 0
Le
ft1
20
T
hru18
1
Rig
ht0
To
tal
Ou
tIn
28
2
30
1
58
3
Peak Hour Begins at 04:45 PM PRIMARY
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at:05:00 PM 05:00 PM 04:00 PM 04:45 PM
+0 mins. 19 0 36 55 51 54 0 105 0 0 0 0 0 48 27 75
+15 mins. 24 0 36 60 36 58 0 94 0 0 0 0 0 56 31 87
+30 mins. 23 0 28 51 37 44 0 81 0 0 0 0 0 36 32 68
+45 mins. 21 0 28 49 35 43 0 78 0 0 0 0 0 41 30 71
Total Volume 87 0 128 215 159 199 0 358 0 0 0 0 0 181 120 301
% App. Total 40.5 0 59.5 44.4 55.6 0 0 0 0 0 60.1 39.9 PHF .906 .000 .889 .896 .779 .858 .000 .852 .000 .000 .000 .000 .000 .808 .938 .865
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28405
Site Code : 00000005Start Date : 10/11/2007Page No : 3
ELLENSBURG, WASHINGTONREECER CREEK RDUNIVERSITY WAYLOC #05 TPG07284M
REECER CREEK RD
W U
NIV
ER
SIT
Y W
AY
W U
NIV
ER
SIT
Y W
AY
Right87
Thru0
Left128
In - Peak Hour: 05:00 PM215
Rig
ht
159
Thru
199
Left0
In - P
eak H
our: 0
5:0
0 P
M358
Left0
Thru0
Right0
In - Peak Hour: 04:00 PM0
Left
120
Thru181
Rig
ht0
In -
Peak
Hour:
04:4
5 P
M301
PRIMARY
Peak Hour Data
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28404
Site Code : 00000004Start Date : 10/11/2007Page No : 1
ELLENSBURG, WASHINGTONUS 97/N DOLARWAY RDCASCADE HWY/W UNIVERSITY WYLOC #04 TPG07284M
Groups Printed- PRIMARY
US 97
From North
W UNIVERSITY WAY
From East
N DOLARWAY RD
From South
CASCADE HWY (US 97)
From West
Start Time Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Exclu. Total Inclu. Total Int. Total
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
04:00 PM 48 17 4 18 69 10 46 14 3 70 5 3 32 1 40 43 57 43 23 143 45 322 367
04:15 PM 47 10 7 15 64 17 46 18 3 81 7 10 36 6 53 43 54 44 31 141 55 339 394
04:30 PM 36 12 16 13 64 15 40 9 5 64 13 12 37 4 62 35 44 44 25 123 47 313 360
04:45 PM 43 16 14 15 73 18 39 17 2 74 12 23 45 8 80 46 59 31 25 136 50 363 413
Total 174 55 41 61 270 60 171 58 13 289 37 48 150 19 235 167 214 162 104 543 197 1337 1534
05:00 PM 43 20 5 16 68 11 52 14 4 77 11 6 67 3 84 39 48 39 23 126 46 355 401
05:15 PM 39 15 15 15 69 18 67 6 2 91 10 12 40 3 62 30 58 38 28 126 48 348 396
05:30 PM 48 9 12 16 69 14 54 9 2 77 6 9 35 3 50 33 48 37 28 118 49 314 363
05:45 PM 42 5 12 21 59 14 32 5 1 51 10 10 33 3 53 37 51 37 21 125 46 288 334
Total 172 49 44 68 265 57 205 34 9 296 37 37 175 12 249 139 205 151 100 495 189 1305 1494
Grand Total 346 104 85 129 535 117 376 92 22 585 74 85 325 31 484 306 419 313 204 1038 386 2642 3028
Apprch % 64.7 19.4 15.9 20 64.3 15.7 15.3 17.6 67.1 29.5 40.4 30.2
Total % 13.1 3.9 3.2 20.2 4.4 14.2 3.5 22.1 2.8 3.2 12.3 18.3 11.6 15.9 11.8 39.3 12.7 87.3
US 97
CA
SC
AD
E H
WY
(U
S 9
7) W
UN
IVE
RS
ITY
WA
Y
N DOLARWAY RD
Right346
Thru104
Left85
InOut Total515 535 1050
Rig
ht
117
Thru
376
Left92
Out
Tota
lIn
578
585
1163
Left325
Thru85
Right74
Out TotalIn502 484 986
Left
313
Thru419
Rig
ht
306
Tota
lO
ut
In1047
1038
2085
10/11/2007 04:00 PM10/11/2007 05:45 PM PRIMARY
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28404
Site Code : 00000004Start Date : 10/11/2007Page No : 2
ELLENSBURG, WASHINGTONUS 97/N DOLARWAY RDCASCADE HWY/W UNIVERSITY WYLOC #04 TPG07284M
US 97
From North
W UNIVERSITY WAY
From East
N DOLARWAY RD
From South
CASCADE HWY (US 97)
From West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 43 16 14 73 18 39 17 74 12 23 45 80 46 59 31 136 363
05:00 PM 43 20 5 68 11 52 14 77 11 6 67 84 39 48 39 126 355
05:15 PM 39 15 15 69 18 67 6 91 10 12 40 62 30 58 38 126 348
05:30 PM 48 9 12 69 14 54 9 77 6 9 35 50 33 48 37 118 314
Total Volume 173 60 46 279 61 212 46 319 39 50 187 276 148 213 145 506 1380
% App. Total 62 21.5 16.5 19.1 66.5 14.4 14.1 18.1 67.8 29.2 42.1 28.7 PHF .901 .750 .767 .955 .847 .791 .676 .876 .813 .543 .698 .821 .804 .903 .929 .930 .950
US 97
CA
SC
AD
E H
WY
(U
S 9
7) W
UN
IVE
RS
ITY
WA
Y
N DOLARWAY RD
Right173
Thru60
Left46
InOut Total256 279 535
Rig
ht
61
T
hru
21
2
Le
ft 46
Ou
tT
ota
lIn
29
8
31
9
61
7
Left187
Thru50
Right39
Out TotalIn254 276 530
Le
ft1
45
T
hru21
3
Rig
ht
14
8
To
tal
Ou
tIn
57
2
50
6
10
78
Peak Hour Begins at 04:45 PM PRIMARY
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1
Peak Hour for Each Approach Begins at:04:45 PM 04:45 PM 04:30 PM 04:00 PM
+0 mins. 43 16 14 73 18 39 17 74 13 12 37 62 43 57 43 143
+15 mins. 43 20 5 68 11 52 14 77 12 23 45 80 43 54 44 141
+30 mins. 39 15 15 69 18 67 6 91 11 6 67 84 35 44 44 123
+45 mins. 48 9 12 69 14 54 9 77 10 12 40 62 46 59 31 136
Total Volume 173 60 46 279 61 212 46 319 46 53 189 288 167 214 162 543
% App. Total 62 21.5 16.5 19.1 66.5 14.4 16 18.4 65.6 30.8 39.4 29.8 PHF .901 .750 .767 .955 .847 .791 .676 .876 .885 .576 .705 .857 .908 .907 .920 .949
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28404
Site Code : 00000004Start Date : 10/11/2007Page No : 3
ELLENSBURG, WASHINGTONUS 97/N DOLARWAY RDCASCADE HWY/W UNIVERSITY WYLOC #04 TPG07284M
US 97
CA
SC
AD
E H
WY
(U
S 9
7) W
UN
IVE
RS
ITY
WA
Y
N DOLARWAY RD
Right173
Thru60
Left46
In - Peak Hour: 04:45 PM279
Rig
ht
61
Thru
212
Left46
In - P
eak H
our: 0
4:4
5 P
M319
Left189
Thru53
Right46
In - Peak Hour: 04:30 PM288
Left
162
Thru214
Rig
ht
167
In -
Peak
Hour:
04:0
0 P
M543
PRIMARY
Peak Hour Data
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28403
Site Code : 00000003Start Date : 10/11/2007Page No : 1
ELLENSBURG, WASHINGTONI-90 WB ON/OFF RAMPSCASCADE HWY (US 97)LOC # 03 TPG07277M
Groups Printed- PRIMARYI-90 WB ON RAMP
From NorthCASCADE HWY (US 97)
From EastI-90 WB OFF RAMP
From SouthCASCADE HWY (US 97)
From West
Start Time Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Exclu. Total Inclu. Total Int. Total
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.004:00 PM 0 0 0 0 0 57 74 0 17 131 39 0 8 10 47 0 109 1 15 110 42 288 330
04:15 PM 0 0 0 0 0 46 86 0 28 132 38 1 3 10 42 0 106 3 22 109 60 283 34304:30 PM 0 0 0 0 0 55 78 0 13 133 37 0 4 9 41 0 97 0 14 97 36 271 307
04:45 PM 0 0 0 0 0 51 72 0 16 123 55 0 2 15 57 0 105 2 18 107 49 287 336Total 0 0 0 0 0 209 310 0 74 519 169 1 17 44 187 0 417 6 69 423 187 1129 1316
05:00 PM 0 0 0 0 0 78 104 0 19 182 34 1 8 11 43 0 96 2 15 98 45 323 36805:15 PM 0 0 0 0 0 73 96 0 19 169 30 0 6 11 36 0 109 2 15 111 45 316 361
05:30 PM 0 0 0 0 0 56 85 0 16 141 29 1 5 5 35 0 103 2 22 105 43 281 32405:45 PM 0 0 0 0 0 51 93 0 31 144 39 0 6 9 45 0 96 0 18 96 58 285 343
Total 0 0 0 0 0 258 378 0 85 636 132 2 25 36 159 0 404 6 70 410 191 1205 1396
Grand Total 0 0 0 0 0 467 688 0 159 1155 301 3 42 80 346 0 821 12 139 833 378 2334 2712
Apprch % 0 0 0 40.4 59.6 0 87 0.9 12.1 0 98.6 1.4 Total % 0 0 0 0 20 29.5 0 49.5 12.9 0.1 1.8 14.8 0 35.2 0.5 35.7 13.9 86.1
I-90 WB ON RAMP
CA
SC
AD
E H
WY
(U
S 9
7)
CA
SC
AD
E H
WY
(US
97
)
I-90 WB OFF RAMP
Right0
Thru0
Left0
InOut Total482 0 482
Rig
ht
46
7
Th
ru6
88
L
eft 0
Ou
tT
ota
lIn
11
22
1
15
5
22
77
Left42
Thru3
Right301
Out TotalIn0 346 346
Le
ft12
T
hru82
1
Rig
ht0
To
tal
Ou
tIn
73
0
83
3
15
63
10/11/2007 04:00 PM10/11/2007 05:45 PM PRIMARY
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28403
Site Code : 00000003Start Date : 10/11/2007Page No : 2
ELLENSBURG, WASHINGTONI-90 WB ON/OFF RAMPSCASCADE HWY (US 97)LOC # 03 TPG07277M
I-90 WB ON RAMPFrom North
CASCADE HWY (US 97)From East
I-90 WB OFF RAMPFrom South
CASCADE HWY (US 97)From West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:45 PM
04:45 PM 0 0 0 0 51 72 0 123 55 0 2 57 0 105 2 107 287
05:00 PM 0 0 0 0 78 104 0 182 34 1 8 43 0 96 2 98 323
05:15 PM 0 0 0 0 73 96 0 169 30 0 6 36 0 109 2 111 316
05:30 PM 0 0 0 0 56 85 0 141 29 1 5 35 0 103 2 105 281
Total Volume 0 0 0 0 258 357 0 615 148 2 21 171 0 413 8 421 1207
% App. Total 0 0 0 42 58 0 86.5 1.2 12.3 0 98.1 1.9
PHF .000 .000 .000 .000 .827 .858 .000 .845 .673 .500 .656 .750 .000 .947 1.000 .948 .934
I-90 WB ON RAMP
CA
SC
AD
E H
WY
(U
S 9
7)
CA
SC
AD
E H
WY
(US
97
)
I-90 WB OFF RAMP
Right0
Thru0
Left0
InOut Total268 0 268
Rig
ht
25
8
Th
ru3
57
L
eft 0
Ou
tT
ota
lIn
56
1
61
5
11
76
Left21
Thru2
Right148
Out TotalIn0 171 171
Le
ft8
T
hru41
3
Rig
ht0
To
tal
Ou
tIn
37
8
42
1
79
9
Peak Hour Begins at 04:45 PM PRIMARY
Peak Hour Data
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28403
Site Code : 00000003Start Date : 10/11/2007Page No : 3
ELLENSBURG, WASHINGTONI-90 WB ON/OFF RAMPSCASCADE HWY (US 97)LOC # 03 TPG07277M
I-90 WB ON RAMPFrom North
CASCADE HWY (US 97)From East
I-90 WB OFF RAMPFrom South
CASCADE HWY (US 97)From West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Each Approach Begins at:
04:00 PM 05:00 PM 04:00 PM 04:00 PM
+0 mins. 0 0 0 0 78 104 0 182 39 0 8 47 0 109 1 110
+15 mins. 0 0 0 0 73 96 0 169 38 1 3 42 0 106 3 109
+30 mins. 0 0 0 0 56 85 0 141 37 0 4 41 0 97 0 97
+45 mins. 0 0 0 0 51 93 0 144 55 0 2 57 0 105 2 107
Total Volume 0 0 0 0 258 378 0 636 169 1 17 187 0 417 6 423
% App. Total 0 0 0 40.6 59.4 0 90.4 0.5 9.1 0 98.6 1.4
PHF .000 .000 .000 .000 .827 .909 .000 .874 .768 .250 .531 .820 .000 .956 .500 .961
I-90 WB ON RAMP
CA
SC
AD
E H
WY
(U
S 9
7)
CA
SC
AD
E H
WY
(US
97
)
I-90 WB OFF RAMP
Right0
Thru0
Left0
In - Peak Hour: 04:00 PM0
Rig
ht
25
8
Th
ru3
78
L
eft 0
In - P
ea
k Ho
ur: 0
5:0
0 P
M6
36
Left17
Thru1
Right169
In - Peak Hour: 04:00 PM187
Le
ft6
T
hru41
7
Rig
ht0
In -
Pe
ak
Ho
ur:
04
:00
PM
42
3
PRIMARY
Peak Hour Data
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28402
Site Code : 00000002Start Date : 10/11/2007Page No : 1
ELLENSBURG, WASHINGTONS THORP HWYCASCADE HWYLOC # 01 TPG07277M
Groups Printed- PRIMARY
From NorthCASCADE HWY
From EastTHORP HWYFrom South
CASCADE HWYFrom West
Start Time Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Exclu. Total Inclu. Total Int. Total
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.004:00 PM 0 0 0 0 0 0 44 44 17 88 38 0 5 3 43 4 74 0 13 78 33 209 242
04:15 PM 0 0 0 0 0 0 48 44 16 92 41 0 1 1 42 1 76 0 18 77 35 211 24604:30 PM 0 0 0 0 0 0 35 39 7 74 20 0 1 0 21 2 70 0 17 72 24 167 191
04:45 PM 0 0 0 0 0 0 38 37 12 75 42 0 2 0 44 0 66 0 13 66 25 185 210Total 0 0 0 0 0 0 165 164 52 329 141 0 9 4 150 7 286 0 61 293 117 772 889
05:00 PM 0 0 0 0 0 0 46 68 11 114 36 0 2 0 38 2 56 0 12 58 23 210 23305:15 PM 0 0 0 0 0 0 51 55 14 106 38 0 0 1 38 2 74 0 14 76 29 220 249
05:30 PM 0 0 0 0 0 0 35 47 6 82 24 0 1 2 25 1 70 0 22 71 30 178 20805:45 PM 0 0 0 0 0 0 41 57 18 98 24 0 2 0 26 1 73 0 14 74 32 198 230
Total 0 0 0 0 0 0 173 227 49 400 122 0 5 3 127 6 273 0 62 279 114 806 920
Grand Total 0 0 0 0 0 0 338 391 101 729 263 0 14 7 277 13 559 0 123 572 231 1578 1809
Apprch % 0 0 0 0 46.4 53.6 94.9 0 5.1 2.3 97.7 0 Total % 0 0 0 0 0 21.4 24.8 46.2 16.7 0 0.9 17.6 0.8 35.4 0 36.2 12.8 87.2
CA
SC
AD
E H
WY
CA
SC
AD
E H
WY
THORP HWY
Right0
Thru0
Left0
InOut Total0 0 0
Rig
ht 0
Th
ru3
38
L
eft
39
1
Ou
tT
ota
lIn
82
2
72
9
15
51
Left14
Thru0
Right263
Out TotalIn404 277 681
Le
ft0
T
hru55
9
Rig
ht
13
To
tal
Ou
tIn
35
2
57
2
92
4
10/11/2007 04:00 PM10/11/2007 05:45 PM PRIMARY
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28402
Site Code : 00000002Start Date : 10/11/2007Page No : 2
ELLENSBURG, WASHINGTONS THORP HWYCASCADE HWYLOC # 01 TPG07277M
From NorthCASCADE HWY
From EastTHORP HWYFrom South
CASCADE HWYFrom West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 05:00 PM
05:00 PM 0 0 0 0 0 46 68 114 36 0 2 38 2 56 0 58 210
05:15 PM 0 0 0 0 0 51 55 106 38 0 0 38 2 74 0 76 220
05:30 PM 0 0 0 0 0 35 47 82 24 0 1 25 1 70 0 71 178
05:45 PM 0 0 0 0 0 41 57 98 24 0 2 26 1 73 0 74 198
Total Volume 0 0 0 0 0 173 227 400 122 0 5 127 6 273 0 279 806
% App. Total 0 0 0 0 43.2 56.8 96.1 0 3.9 2.2 97.8 0
PHF .000 .000 .000 .000 .000 .848 .835 .877 .803 .000 .625 .836 .750 .922 .000 .918 .916
CA
SC
AD
E H
WY
CA
SC
AD
E H
WY
THORP HWY
Right0
Thru0
Left0
InOut Total0 0 0
Rig
ht 0
Th
ru1
73
L
eft
22
7
Ou
tT
ota
lIn
39
5
40
0
79
5
Left5
Thru0
Right122
Out TotalIn233 127 360
Le
ft0
T
hru27
3
Rig
ht6
To
tal
Ou
tIn
17
8
27
9
45
7
Peak Hour Begins at 05:00 PM PRIMARY
Peak Hour Data
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28402
Site Code : 00000002Start Date : 10/11/2007Page No : 3
ELLENSBURG, WASHINGTONS THORP HWYCASCADE HWYLOC # 01 TPG07277M
From NorthCASCADE HWY
From EastTHORP HWYFrom South
CASCADE HWYFrom West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Each Approach Begins at:
04:00 PM 05:00 PM 04:00 PM 04:00 PM
+0 mins. 0 0 0 0 0 46 68 114 38 0 5 43 4 74 0 78
+15 mins. 0 0 0 0 0 51 55 106 41 0 1 42 1 76 0 77
+30 mins. 0 0 0 0 0 35 47 82 20 0 1 21 2 70 0 72
+45 mins. 0 0 0 0 0 41 57 98 42 0 2 44 0 66 0 66
Total Volume 0 0 0 0 0 173 227 400 141 0 9 150 7 286 0 293
% App. Total 0 0 0 0 43.2 56.8 94 0 6 2.4 97.6 0
PHF .000 .000 .000 .000 .000 .848 .835 .877 .839 .000 .450 .852 .438 .941 .000 .939
CA
SC
AD
E H
WY
CA
SC
AD
E H
WY
THORP HWY
Right0
Thru0
Left0
In - Peak Hour: 04:00 PM0
Rig
ht 0
Th
ru1
73
L
eft
22
7
In - P
ea
k Ho
ur: 0
5:0
0 P
M4
00
Left9
Thru0
Right141
In - Peak Hour: 04:00 PM150
Le
ft0
T
hru28
6
Rig
ht7
In -
Pe
ak
Ho
ur:
04
:00
PM
29
3
PRIMARY
Peak Hour Data
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28401
Site Code : 00000001Start Date : 10/11/2007Page No : 1
ELLENSBURG, WASHINGTONBROWN RD/CARAHAN RDTHORP HWYLOC # 01 TPG07277M
Groups Printed- PRIMARYCARAHAN RD
From NorthTHORP HWY
From EastBROWN RDFrom South
THORP HWYFrom West
Start Time Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Exclu. Total Inclu. Total Int. Total
Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.004:00 PM 0 0 0 0 0 1 19 28 0 48 23 0 2 1 25 2 14 0 2 16 3 89 92
04:15 PM 0 0 1 0 1 0 26 19 1 45 26 0 6 0 32 4 17 0 0 21 1 99 10004:30 PM 0 0 0 0 0 0 27 31 1 58 22 0 7 1 29 0 22 1 3 23 5 110 115
04:45 PM 0 0 0 0 0 1 27 24 0 52 20 0 7 0 27 3 15 0 1 18 1 97 98Total 0 0 1 0 1 2 99 102 2 203 91 0 22 2 113 9 68 1 6 78 10 395 405
05:00 PM 1 0 0 0 1 1 21 29 1 51 18 0 4 0 22 2 15 0 1 17 2 91 9305:15 PM 0 0 0 0 0 1 20 28 0 49 22 0 4 0 26 2 12 0 1 14 1 89 90
05:30 PM 0 0 1 0 1 1 30 24 1 55 10 0 2 0 12 1 17 0 1 18 2 86 8805:45 PM 0 0 0 0 0 0 21 20 0 41 5 0 1 0 6 0 18 1 0 19 0 66 66
Total 1 0 1 0 2 3 92 101 2 196 55 0 11 0 66 5 62 1 3 68 5 332 337
Grand Total 1 0 2 0 3 5 191 203 4 399 146 0 33 2 179 14 130 2 9 146 15 727 742
Apprch % 33.3 0 66.7 1.3 47.9 50.9 81.6 0 18.4 9.6 89 1.4 Total % 0.1 0 0.3 0.4 0.7 26.3 27.9 54.9 20.1 0 4.5 24.6 1.9 17.9 0.3 20.1 2 98
CARAHAN RD
TH
OR
P H
WY
TH
OR
P H
WY
BROWN RD
Right1
Thru0
Left2
InOut Total7 3 10
Rig
ht 5
Th
ru1
91
L
eft
20
3
Ou
tT
ota
lIn
27
8
39
9
67
7
Left33
Thru0
Right146
Out TotalIn217 179 396
Le
ft2
T
hru13
0
Rig
ht
14
To
tal
Ou
tIn
22
5
14
6
37
1
10/11/2007 04:00 PM10/11/2007 05:45 PM PRIMARY
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28401
Site Code : 00000001Start Date : 10/11/2007Page No : 2
ELLENSBURG, WASHINGTONBROWN RD/CARAHAN RDTHORP HWYLOC # 01 TPG07277M
CARAHAN RDFrom North
THORP HWYFrom East
BROWN RDFrom South
THORP HWYFrom West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:15 PM
04:15 PM 0 0 1 1 0 26 19 45 26 0 6 32 4 17 0 21 99
04:30 PM 0 0 0 0 0 27 31 58 22 0 7 29 0 22 1 23 110
04:45 PM 0 0 0 0 1 27 24 52 20 0 7 27 3 15 0 18 97
05:00 PM 1 0 0 1 1 21 29 51 18 0 4 22 2 15 0 17 91
Total Volume 1 0 1 2 2 101 103 206 86 0 24 110 9 69 1 79 397
% App. Total 50 0 50 1 49 50 78.2 0 21.8 11.4 87.3 1.3
PHF .250 .000 .250 .500 .500 .935 .831 .888 .827 .000 .857 .859 .563 .784 .250 .859 .902
CARAHAN RD
TH
OR
P H
WY
TH
OR
P H
WY
BROWN RD
Right1
Thru0
Left1
InOut Total3 2 5
Rig
ht 2
Th
ru1
01
L
eft
10
3
Ou
tT
ota
lIn
15
6
20
6
36
2
Left24
Thru0
Right86
Out TotalIn112 110 222
Le
ft1
T
hru6
9
Rig
ht9
To
tal
Ou
tIn
12
6
79
2
05
Peak Hour Begins at 04:15 PM PRIMARY
Peak Hour Data
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28401
Site Code : 00000001Start Date : 10/11/2007Page No : 3
ELLENSBURG, WASHINGTONBROWN RD/CARAHAN RDTHORP HWYLOC # 01 TPG07277M
CARAHAN RDFrom North
THORP HWYFrom East
BROWN RDFrom South
THORP HWYFrom West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Each Approach Begins at:
04:15 PM 04:30 PM 04:00 PM 04:15 PM
+0 mins. 0 0 1 1 0 27 31 58 23 0 2 25 4 17 0 21
+15 mins. 0 0 0 0 1 27 24 52 26 0 6 32 0 22 1 23
+30 mins. 0 0 0 0 1 21 29 51 22 0 7 29 3 15 0 18
+45 mins. 1 0 0 1 1 20 28 49 20 0 7 27 2 15 0 17
Total Volume 1 0 1 2 3 95 112 210 91 0 22 113 9 69 1 79
% App. Total 50 0 50 1.4 45.2 53.3 80.5 0 19.5 11.4 87.3 1.3
PHF .250 .000 .250 .500 .750 .880 .903 .905 .875 .000 .786 .883 .563 .784 .250 .859
CARAHAN RD
TH
OR
P H
WY
TH
OR
P H
WY
BROWN RD
Right1
Thru0
Left1
In - Peak Hour: 04:15 PM2
Rig
ht 3
Th
ru 95
L
eft
11
2
In - P
ea
k Ho
ur: 0
4:3
0 P
M2
10
Left22
Thru0
Right91
In - Peak Hour: 04:00 PM113
Le
ft1
T
hru6
9
Rig
ht9
In -
Pe
ak
Ho
ur:
04
:15
PM
79
PRIMARY
Peak Hour Data
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28411
Site Code : 00000011Start Date : 10/11/2007Page No : 1
ELLENSBURG, WASHINGTONRAILROAD ST5TH AVELOC # 11 TPG07284M
Groups Printed- PRIMARYRAILROAD ST
From North5TH AVE
From EastRAILROAD STFrom South
5TH AVEFrom West
Start Time Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Right Thru Left Truck App. Total Exclu. Total Inclu. Total Int. Total
04:00 PM 0 22 51 5 73 31 12 20 0 63 16 6 0 3 22 1 2 0 0 3 8 161 169
04:15 PM 0 15 54 3 69 40 8 13 2 61 18 5 1 1 24 1 9 1 0 11 6 165 17104:30 PM 2 10 49 2 61 52 16 13 1 81 11 9 2 3 22 2 6 0 0 8 6 172 17804:45 PM 2 14 57 2 73 45 31 15 0 91 12 3 2 2 17 1 10 0 0 11 4 192 196
Total 4 61 211 12 276 168 67 61 3 296 57 23 5 9 85 5 27 1 0 33 24 690 714
05:00 PM 11 11 52 1 74 40 40 22 3 102 21 6 2 2 29 1 13 1 0 15 6 220 22605:15 PM 1 14 37 5 52 36 35 15 0 86 16 8 2 0 26 1 18 2 0 21 5 185 19005:30 PM 2 15 40 8 57 34 19 13 2 66 26 7 0 1 33 1 12 1 0 14 11 170 181
05:45 PM 3 3 38 0 44 32 9 14 0 55 22 2 2 1 26 1 21 3 0 25 1 150 151Total 17 43 167 14 227 142 103 64 5 309 85 23 6 4 114 4 64 7 0 75 23 725 748
Grand Total 21 104 378 26 503 310 170 125 8 605 142 46 11 13 199 9 91 8 0 108 47 1415 1462Apprch % 4.2 20.7 75.1 51.2 28.1 20.7 71.4 23.1 5.5 8.3 84.3 7.4
Total % 1.5 7.3 26.7 35.5 21.9 12 8.8 42.8 10 3.3 0.8 14.1 0.6 6.4 0.6 7.6 3.2 96.8
RAILROAD ST
5T
H A
VE
5T
H A
VE
RAILROAD ST
Right21
Thru104
Left378
InOut Total364 503 867
Rig
ht
31
0
Th
ru1
70
L
eft
12
5
Ou
tT
ota
lIn
61
1
60
5
12
16
Left11
Thru46
Right142
Out TotalIn238 199 437
Le
ft8
T
hru9
1
Rig
ht9
To
tal
Ou
tIn
20
2
10
8
31
0
10/11/2007 04:00 PM10/11/2007 05:45 PM PRIMARY
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28411
Site Code : 00000011Start Date : 10/11/2007Page No : 2
ELLENSBURG, WASHINGTONRAILROAD ST5TH AVELOC # 11 TPG07284M
RAILROAD STFrom North
5TH AVEFrom East
RAILROAD STFrom South
5TH AVEFrom West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Entire Intersection Begins at 04:30 PM
04:30 PM 2 10 49 61 52 16 13 81 11 9 2 22 2 6 0 8 172
04:45 PM 2 14 57 73 45 31 15 91 12 3 2 17 1 10 0 11 192
05:00 PM 11 11 52 74 40 40 22 102 21 6 2 29 1 13 1 15 220
05:15 PM 1 14 37 52 36 35 15 86 16 8 2 26 1 18 2 21 185
Total Volume 16 49 195 260 173 122 65 360 60 26 8 94 5 47 3 55 769
% App. Total 6.2 18.8 75 48.1 33.9 18.1 63.8 27.7 8.5 9.1 85.5 5.5
PHF .364 .875 .855 .878 .832 .763 .739 .882 .714 .722 1.000 .810 .625 .653 .375 .655 .874
RAILROAD ST
5T
H A
VE
5T
H A
VE
RAILROAD ST
Right16
Thru49
Left195
InOut Total202 260 462
Rig
ht
17
3
Th
ru1
22
L
eft 6
5
Ou
tT
ota
lIn
30
2
36
0
66
2
Left8
Thru26
Right60
Out TotalIn119 94 213
Le
ft3
T
hru4
7
Rig
ht5
To
tal
Ou
tIn
14
6
55
2
01
Peak Hour Begins at 04:30 PM PRIMARY
Peak Hour Data
North
TRAFFICOUNT, INC.P.O. BOX 2508
OLYMPIA, WASHINGTON 98507(360) 491-8116 File Name : TPG28411
Site Code : 00000011Start Date : 10/11/2007Page No : 3
ELLENSBURG, WASHINGTONRAILROAD ST5TH AVELOC # 11 TPG07284M
RAILROAD STFrom North
5TH AVEFrom East
RAILROAD STFrom South
5TH AVEFrom West
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. TotalPeak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1Peak Hour for Each Approach Begins at:
04:15 PM 04:30 PM 05:00 PM 05:00 PM
+0 mins. 0 15 54 69 52 16 13 81 21 6 2 29 1 13 1 15
+15 mins. 2 10 49 61 45 31 15 91 16 8 2 26 1 18 2 21
+30 mins. 2 14 57 73 40 40 22 102 26 7 0 33 1 12 1 14
+45 mins. 11 11 52 74 36 35 15 86 22 2 2 26 1 21 3 25
Total Volume 15 50 212 277 173 122 65 360 85 23 6 114 4 64 7 75
% App. Total 5.4 18.1 76.5 48.1 33.9 18.1 74.6 20.2 5.3 5.3 85.3 9.3
PHF .341 .833 .930 .936 .832 .763 .739 .882 .817 .719 .750 .864 1.000 .762 .583 .750
RAILROAD ST
5T
H A
VE
5T
H A
VE
RAILROAD ST
Right15
Thru50
Left212
In - Peak Hour: 04:15 PM277
Rig
ht
17
3
Th
ru1
22
L
eft 6
5
In - P
ea
k Ho
ur: 0
4:3
0 P
M3
60
Left6
Thru23
Right85
In - Peak Hour: 05:00 PM114
Le
ft7
T
hru6
4
Rig
ht4
In -
Pe
ak
Ho
ur:
05
:00
PM
75
PRIMARY
Peak Hour Data
North
Appendix B: LOS Definitions
Highway Capacity Manual, 2000
Signalized intersection level of service (LOS) is defined in terms of the average total vehicle delay of all movements through an intersection. Vehicle delay is a method of quantifying several intangible factors, including driver discomfort, frustration, and lost travel time. Specifically, LOS criteria are stated in terms of average delay per vehicle during a specified time period (for example, the PM peak hour). Vehicle delay is a complex measure based on many variables, including signal phasing (i.e., progression of movements through the intersection), signal cycle length, and traffic volumes with respect to intersection capacity. Table 1 shows LOS criteria for signalized intersections, as described in the Highway Capacity Manual (Transportation Research Board, Special Report 209, 2000). Table 1. Level of Service Criteria for Signalized Intersections
Level of Service
Average Control Delay (sec/veh)
General Description (Signalized Intersections)
A ≤10 Free Flow
B >10 - 20 Stable Flow (slight delays)
C >20 - 35 Stable flow (acceptable delays)
D >35 - 55 Approaching unstable flow (tolerable delay, occasionally wait through more than one signal cycle before proceeding)
E >55 - 80 Unstable flow (intolerable delay)
F >80 Forced flow (jammed)
Unsignalized intersection LOS criteria can be further reduced into two intersection types: all-way stop-controlled and two-way stop-controlled. All-way, stop-controlled intersection LOS is expressed in terms of the average vehicle delay of all of the movements, much like that of a signalized intersection. Two-way, stop-controlled intersection LOS is defined in terms of the average vehicle delay of an individual movement(s). This is because the performance of a two-way, stop-controlled intersection is more closely reflected in terms of its individual movements, rather than its performance overall. For this reason, LOS for a two-way, stop-controlled intersection is defined in terms of its individual movements. With this in mind, total average vehicle delay (i.e., average delay of all movements) for a two-way, stop-controlled intersection should be viewed with discretion. Table 2 shows LOS criteria for unsignalized intersections (both all-way and two-way, stop-controlled).
Table 2. Level of Service Criteria for Unsignalized Intersections
Level of Service Average Control Delay (sec/veh)
A 0 - 10
B >10 - 15
C >15 - 25
D >25 - 35
E >35 - 50
F >50
Appendix C: LOS Worksheets
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail1: Bender Rd & Reecer Creek Rd Existing (2007)
M:\04\04446.01 Ellensburg Regional Retail\LOS\existing.sy7 Synchro 6 ReportThe Transpo Group 10/19/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Volume (veh/h) 0 0 0 35 0 10 0 85 60 15 60 0Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88Hourly flow rate (vph) 0 0 0 40 0 11 0 97 68 17 68 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 244 267 68 233 233 131 68 165vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 244 267 68 233 233 131 68 165tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1tC, 2 stage (s)tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2p0 queue free % 100 100 100 94 100 99 100 99cM capacity (veh/h) 698 635 1001 719 663 924 1533 1420
Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 0 51 165 85Volume Left 0 40 0 17Volume Right 0 11 68 0cSH 1700 757 1533 1420Volume to Capacity 0.00 0.07 0.00 0.01Queue Length 95th (ft) 0 5 0 1Control Delay (s) 0.0 10.1 0.0 1.6Lane LOS A B AApproach Delay (s) 0.0 10.1 0.0 1.6Approach LOS A B
Intersection SummaryAverage Delay 2.2Intersection Capacity Utilization 25.5% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail2: Dry Creek Rd & Reecer Creek Rd Existing (2007)
M:\04\04446.01 Ellensburg Regional Retail\LOS\existing.sy7 Synchro 6 ReportThe Transpo Group 10/19/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Volume (veh/h) 5 15 20 20 35 15 35 115 45 10 80 5Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Hourly flow rate (vph) 6 17 23 23 40 17 40 132 52 11 92 6PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 368 382 95 385 359 158 98 184vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 368 382 95 385 359 158 98 184tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.2tC, 2 stage (s)tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.3p0 queue free % 99 97 98 96 93 98 97 99cM capacity (veh/h) 534 535 967 535 551 893 1496 1367
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 46 80 40 184 11 98Volume Left 6 23 40 0 11 0Volume Right 23 17 0 52 0 6cSH 688 594 1496 1700 1367 1700Volume to Capacity 0.07 0.14 0.03 0.11 0.01 0.06Queue Length 95th (ft) 5 12 2 0 1 0Control Delay (s) 10.6 12.0 7.5 0.0 7.7 0.0Lane LOS B B A AApproach Delay (s) 10.6 12.0 1.3 0.8Approach LOS B B
Intersection SummaryAverage Delay 4.0Intersection Capacity Utilization 22.8% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail3: Old Hwy Ten & Reecer Creek Rd Existing (2007)
M:\04\04446.01 Ellensburg Regional Retail\LOS\existing.sy7 Synchro 6 ReportThe Transpo Group 10/19/2007
Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsSign Control Stop Free FreeGrade 0% 0% 0%Volume (veh/h) 20 95 80 180 125 15Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 22 103 87 196 136 16PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 514 144 152vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 514 144 152tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 96 89 94cM capacity (veh/h) 488 901 1435
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1Volume Total 22 103 87 196 152Volume Left 22 0 87 0 0Volume Right 0 103 0 0 16cSH 488 901 1435 1700 1700Volume to Capacity 0.04 0.11 0.06 0.12 0.09Queue Length 95th (ft) 3 10 5 0 0Control Delay (s) 12.7 9.5 7.7 0.0 0.0Lane LOS B A AApproach Delay (s) 10.1 2.4 0.0Approach LOS B
Intersection SummaryAverage Delay 3.4Intersection Capacity Utilization 25.3% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail4: Thorp Hwy & Hanson Rd Existing (2007)
M:\04\04446.01 Ellensburg Regional Retail\LOS\existing.sy7 Synchro 6 ReportThe Transpo Group 10/19/2007
Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsSign Control Free Free StopGrade 0% 0% 0%Volume (veh/h) 70 10 105 100 25 85Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 78 11 117 111 28 94PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 89 428 83vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 89 428 83tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 92 95 90cM capacity (veh/h) 1513 541 979
Direction, Lane # EB 1 WB 1 NB 1Volume Total 89 228 122Volume Left 0 117 28Volume Right 11 0 94cSH 1700 1513 827Volume to Capacity 0.05 0.08 0.15Queue Length 95th (ft) 0 6 13Control Delay (s) 0.0 4.2 10.1Lane LOS A BApproach Delay (s) 0.0 4.2 10.1Approach LOS B
Intersection SummaryAverage Delay 5.0Intersection Capacity Utilization 31.0% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail5: Cascade Hwy (SR 97) & Thorp Hwy Existing (2007)
M:\04\04446.01 Ellensburg Regional Retail\LOS\existing.sy7 Synchro 6 ReportThe Transpo Group 10/19/2007
Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsSign Control Free Free StopGrade 0% 0% 0%Volume (veh/h) 275 5 225 175 5 120Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 299 5 245 190 5 130PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type TWLTLMedian storage veh) 0Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 304 981 302vC1, stage 1 conf vol 302vC2, stage 2 conf vol 679vCu, unblocked vol 304 981 302tC, single (s) 4.2 6.4 6.2tC, 2 stage (s) 5.4tF (s) 2.3 3.5 3.3p0 queue free % 80 98 82cM capacity (veh/h) 1202 241 738
Direction, Lane # EB 1 WB 1 WB 2 NB 1Volume Total 304 245 190 136Volume Left 0 245 0 5Volume Right 5 0 0 130cSH 1700 1202 1700 682Volume to Capacity 0.18 0.20 0.11 0.20Queue Length 95th (ft) 0 19 0 18Control Delay (s) 0.0 8.8 0.0 11.6Lane LOS A BApproach Delay (s) 0.0 4.9 11.6Approach LOS B
Intersection SummaryAverage Delay 4.2Intersection Capacity Utilization 44.9% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail6: Cascade Hwy (SR 97) & WB I-90 Ramps Existing (2007)
M:\04\04446.01 Ellensburg Regional Retail\LOS\existing.sy7 Synchro 6 ReportThe Transpo Group 10/19/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0% 0% 0% 0%Volume (veh/h) 10 415 0 0 355 260 20 5 150 0 0 0Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Hourly flow rate (vph) 11 446 0 0 382 280 22 5 161 0 0 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 382 446 849 849 446 1013 849 382vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 382 446 849 849 446 1013 849 382tC, single (s) 4.3 4.2 7.4 6.8 6.4 7.1 6.5 6.2tC, 2 stage (s)tF (s) 2.4 2.3 3.7 4.2 3.5 3.5 4.0 3.3p0 queue free % 99 100 92 98 72 100 100 100cM capacity (veh/h) 1099 1068 255 271 567 153 297 670
Direction, Lane # EB 1 WB 1 WB 2 NB 1Volume Total 457 382 280 188Volume Left 11 0 0 22Volume Right 0 0 280 161cSH 1099 1700 1700 484Volume to Capacity 0.01 0.22 0.16 0.39Queue Length 95th (ft) 1 0 0 45Control Delay (s) 0.3 0.0 0.0 17.1Lane LOS A CApproach Delay (s) 0.3 0.0 17.1Approach LOS C
Intersection SummaryAverage Delay 2.6Intersection Capacity Utilization 59.1% ICU Level of Service BAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail7: Cascade Hwy (SR 97) & Dolarway Rd Existing (2007)
M:\04\04446.01 Ellensburg Regional Retail\LOS\existing.sy7 Synchro 6 ReportThe Transpo Group 10/19/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vph) 145 215 150 45 210 60 185 50 40 45 60 175Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 153 226 158 47 221 63 195 53 42 47 63 184
Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 NB 2 SB 1 SB 2 SB 3Volume Total (vph) 153 226 158 47 221 63 195 95 47 63 184Volume Left (vph) 153 0 0 47 0 0 195 0 47 0 0Volume Right (vph) 0 0 158 0 0 63 0 42 0 0 184Hadj (s) 0.86 0.36 -0.34 0.55 0.05 -0.65 0.60 -0.21 0.87 0.37 -0.33Departure Headway (s) 7.0 6.5 3.2 6.9 6.4 3.2 7.1 6.3 7.7 7.2 3.2Degree Utilization, x 0.30 0.41 0.14 0.09 0.39 0.06 0.39 0.17 0.10 0.13 0.16Capacity (veh/h) 494 531 1121 496 538 1121 474 538 434 463 1121Control Delay (s) 11.8 12.8 5.5 9.4 12.3 5.2 13.3 9.4 10.4 10.1 5.6Approach Delay (s) 10.4 10.5 12.0 7.3Approach LOS B B B A
Intersection SummaryDelay 10.1HCM Level of Service BIntersection Capacity Utilization 46.0% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail8: University Way & Reecer Creek Rd Existing (2007)
M:\04\04446.01 Ellensburg Regional Retail\LOS\existing.sy7 Synchro 6 ReportThe Transpo Group 10/19/2007
Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsSign Control Free Free StopGrade 0% 0% 0%Volume (veh/h) 120 180 195 155 125 85Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87Hourly flow rate (vph) 138 207 224 178 144 98PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 402 796 313vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 402 796 313tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 88 54 87cM capacity (veh/h) 1162 313 725
Direction, Lane # EB 1 EB 2 WB 1 SB 1 SB 2Volume Total 138 207 402 144 98Volume Left 138 0 0 144 0Volume Right 0 0 178 0 98cSH 1162 1700 1700 313 725Volume to Capacity 0.12 0.12 0.24 0.46 0.13Queue Length 95th (ft) 10 0 0 58 12Control Delay (s) 8.5 0.0 0.0 25.9 10.7Lane LOS A D BApproach Delay (s) 3.4 0.0 19.8Approach LOS C
Intersection SummaryAverage Delay 6.0Intersection Capacity Utilization 43.3% ICU Level of Service AAnalysis Period (min) 15
Timings Ellensburg Regional Retail9: University Way & Water St Existing (2007)
M:\04\04446.01 Ellensburg Regional Retail\LOS\existing.sy7 Synchro 6 ReportThe Transpo Group 10/19/2007
Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane ConfigurationsVolume (vph) 40 320 85 310 55 190 40 175Turn Type Perm Perm Perm PermProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Detector Phases 4 4 8 8 2 2 6 6Minimum Initial (s) 10.0 10.0 10.0 10.0 10.0 10.0 10.0 10.0Minimum Split (s) 38.0 38.0 38.0 38.0 32.0 32.0 32.0 32.0Total Split (s) 38.0 38.0 38.0 38.0 32.0 32.0 32.0 32.0Total Split (%) 54.3% 54.3% 54.3% 54.3% 45.7% 45.7% 45.7% 45.7%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5Lead/LagLead-Lag Optimize?Recall Mode C-Min C-Min C-Min C-Min None None None None
Intersection SummaryCycle Length: 70Actuated Cycle Length: 70Offset: 67 (96%), Referenced to phase 4:EBTL and 8:WBTL, Start of YellowNatural Cycle: 70Control Type: Actuated-Coordinated
Splits and Phases: 9: University Way & Water St
HCM Signalized Intersection Capacity Analysis Ellensburg Regional Retail9: University Way & Water St Existing (2007)
M:\04\04446.01 Ellensburg Regional Retail\LOS\existing.sy7 Synchro 6 ReportThe Transpo Group 10/19/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00Frt 0.99 0.99 1.00 0.97 1.00 0.98Flt Protected 0.99 0.99 0.95 1.00 0.95 1.00Satd. Flow (prot) 3376 3501 1805 1850 1787 1840Flt Permitted 0.88 0.79 0.43 1.00 0.38 1.00Satd. Flow (perm) 2983 2805 825 1850 708 1840Volume (vph) 40 320 35 85 310 30 55 190 40 40 175 30Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89Adj. Flow (vph) 45 360 39 96 348 34 62 213 45 45 197 34RTOR Reduction (vph) 0 6 0 0 5 0 0 14 0 0 12 0Lane Group Flow (vph) 0 438 0 0 473 0 62 244 0 45 219 0Heavy Vehicles (%) 5% 5% 5% 1% 1% 1% 0% 0% 0% 1% 1% 1%Turn Type Perm Perm Perm PermProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 47.7 47.7 14.3 14.3 14.3 14.3Effective Green, g (s) 47.7 47.7 14.3 14.3 14.3 14.3Actuated g/C Ratio 0.68 0.68 0.20 0.20 0.20 0.20Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0Vehicle Extension (s) 3.5 3.5 3.5 3.5 3.5 3.5Lane Grp Cap (vph) 2033 1911 169 378 145 376v/s Ratio Prot c0.13 0.12v/s Ratio Perm 0.15 c0.17 0.08 0.06v/c Ratio 0.22 0.25 0.37 0.64 0.31 0.58Uniform Delay, d1 4.2 4.3 24.0 25.5 23.7 25.2Progression Factor 1.00 1.23 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 0.3 1.6 3.9 1.4 2.5Delay (s) 4.4 5.6 25.6 29.4 25.1 27.6Level of Service A A C C C CApproach Delay (s) 4.4 5.6 28.7 27.2Approach LOS A A C C
Intersection SummaryHCM Average Control Delay 14.0 HCM Level of Service BHCM Volume to Capacity ratio 0.34Actuated Cycle Length (s) 70.0 Sum of lost time (s) 8.0Intersection Capacity Utilization 57.2% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group
Timings Ellensburg Regional Retail10: University Way & Main St Existing (2007)
M:\04\04446.01 Ellensburg Regional Retail\LOS\existing.sy7 Synchro 6 ReportThe Transpo Group 10/19/2007
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 15 255 165 240 170 170 95 35 115 30Turn Type Perm Perm Perm Perm Perm PermProtected Phases 4 4 2 2Permitted Phases 4 4 2 2 2 2Detector Phases 4 4 4 4 2 2 2 2 2 2Minimum Initial (s) 20.0 20.0 20.0 20.0 25.0 25.0 25.0 25.0 25.0 25.0Minimum Split (s) 24.0 24.0 24.0 24.0 29.0 29.0 29.0 29.0 29.0 29.0Total Split (s) 30.0 30.0 30.0 30.0 40.0 40.0 40.0 40.0 40.0 40.0Total Split (%) 42.9% 42.9% 42.9% 42.9% 57.1% 57.1% 57.1% 57.1% 57.1% 57.1%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5Lead/LagLead-Lag Optimize?Recall Mode Max Max Max Max Max Max Max Max Max Max
Intersection SummaryCycle Length: 70Actuated Cycle Length: 70Offset: 0 (0%), Referenced to phase 2:NBSB and 6:, Start of Green, Master IntersectionNatural Cycle: 55Control Type: Pretimed
Splits and Phases: 10: University Way & Main St
HCM Signalized Intersection Capacity Analysis Ellensburg Regional Retail10: University Way & Main St Existing (2007)
M:\04\04446.01 Ellensburg Regional Retail\LOS\existing.sy7 Synchro 6 ReportThe Transpo Group 10/19/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.95 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 1752 3342 1787 3453 1787 1881 1599 1805 1900 1615Flt Permitted 0.52 1.00 0.47 1.00 0.67 1.00 1.00 0.64 1.00 1.00Satd. Flow (perm) 962 3342 879 3453 1269 1881 1599 1210 1900 1615Volume (vph) 15 255 115 165 240 70 170 170 95 35 115 30Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89Adj. Flow (vph) 17 287 129 185 270 79 191 191 107 39 129 34RTOR Reduction (vph) 0 74 0 0 39 0 0 0 52 0 0 17Lane Group Flow (vph) 17 342 0 185 310 0 191 191 55 39 129 17Heavy Vehicles (%) 3% 3% 3% 1% 1% 1% 1% 1% 1% 0% 0% 0%Turn Type Perm Perm Perm Perm Perm PermProtected Phases 4 4 2 2Permitted Phases 4 4 2 2 2 2Actuated Green, G (s) 26.0 26.0 26.0 26.0 36.0 36.0 36.0 36.0 36.0 36.0Effective Green, g (s) 26.0 26.0 26.0 26.0 36.0 36.0 36.0 36.0 36.0 36.0Actuated g/C Ratio 0.37 0.37 0.37 0.37 0.51 0.51 0.51 0.51 0.51 0.51Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Lane Grp Cap (vph) 357 1241 326 1283 653 967 822 622 977 831v/s Ratio Prot 0.10 0.09 0.10 0.07v/s Ratio Perm 0.02 c0.21 c0.15 0.03 0.03 0.01v/c Ratio 0.05 0.28 0.57 0.24 0.29 0.20 0.07 0.06 0.13 0.02Uniform Delay, d1 14.1 15.4 17.5 15.2 9.7 9.2 8.6 8.5 8.9 8.3Progression Factor 1.10 1.20 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 0.5 7.0 0.4 1.1 0.5 0.2 0.2 0.3 0.0Delay (s) 15.8 19.1 24.5 15.6 10.9 9.6 8.7 8.7 9.1 8.4Level of Service B B C B B A A A A AApproach Delay (s) 19.0 18.7 9.9 8.9Approach LOS B B A A
Intersection SummaryHCM Average Control Delay 15.0 HCM Level of Service BHCM Volume to Capacity ratio 0.41Actuated Cycle Length (s) 70.0 Sum of lost time (s) 8.0Intersection Capacity Utilization 72.4% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail11: 5th Ave & Railroad Ave Existing (2007)
M:\04\04446.01 Ellensburg Regional Retail\LOS\existing.sy7 Synchro 6 ReportThe Transpo Group 10/19/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Volume (veh/h) 5 45 5 65 120 175 10 25 60 195 50 15Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Hourly flow rate (vph) 6 52 6 75 138 201 11 29 69 224 57 17PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 871 635 66 632 609 63 75 98vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 871 635 66 632 609 63 75 98tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.2 4.1tC, 2 stage (s)tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.3 2.2p0 queue free % 96 85 99 75 60 80 99 85cM capacity (veh/h) 134 336 1003 305 346 1004 1493 1483
Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 63 414 109 299Volume Left 6 75 11 224Volume Right 6 201 69 17cSH 312 490 1493 1483Volume to Capacity 0.20 0.84 0.01 0.15Queue Length 95th (ft) 19 214 1 13Control Delay (s) 19.5 40.6 0.8 6.2Lane LOS C E A AApproach Delay (s) 19.5 40.6 0.8 6.2Approach LOS C E
Intersection SummaryAverage Delay 22.6Intersection Capacity Utilization 55.0% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail1: Bender Rd & Reecer Creek Rd Future (2010) Without-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\baseline-updated_PHF.sy7 Synchro 6 ReportThe Transpo Group 11/9/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Volume (veh/h) 0 0 0 40 0 10 0 95 65 15 65 0Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0 0 0 44 0 11 0 106 72 17 72 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 258 283 72 247 247 142 72 178vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 258 283 72 247 247 142 72 178tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1tC, 2 stage (s)tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2p0 queue free % 100 100 100 94 100 99 100 99cM capacity (veh/h) 684 622 996 704 651 911 1528 1404
Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 0 56 178 89Volume Left 0 44 0 17Volume Right 0 11 72 0cSH 1700 738 1528 1404Volume to Capacity 0.00 0.08 0.00 0.01Queue Length 95th (ft) 0 6 0 1Control Delay (s) 0.0 10.3 0.0 1.5Lane LOS A B AApproach Delay (s) 0.0 10.3 0.0 1.5Approach LOS A B
Intersection SummaryAverage Delay 2.2Intersection Capacity Utilization 26.3% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail2: Dry Creek Rd & Reecer Creek Rd Future (2010) Without-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\baseline-updated_PHF.sy7 Synchro 6 ReportThe Transpo Group 11/9/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Volume (veh/h) 5 15 20 20 40 15 40 125 50 10 85 5Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 6 17 22 22 44 17 44 139 56 11 94 6PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 386 403 97 403 378 167 100 194vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 386 403 97 403 378 167 100 194tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1tC, 2 stage (s)tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2p0 queue free % 99 97 98 96 92 98 97 99cM capacity (veh/h) 514 519 964 520 536 883 1493 1361
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 44 83 44 194 11 100Volume Left 6 22 44 0 11 0Volume Right 22 17 0 56 0 6cSH 674 577 1493 1700 1361 1700Volume to Capacity 0.07 0.14 0.03 0.11 0.01 0.06Queue Length 95th (ft) 5 13 2 0 1 0Control Delay (s) 10.7 12.3 7.5 0.0 7.7 0.0Lane LOS B B A AApproach Delay (s) 10.7 12.3 1.4 0.8Approach LOS B B
Intersection SummaryAverage Delay 4.0Intersection Capacity Utilization 23.9% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail3: Old Hwy Ten & Reecer Creek Rd Future (2010) Without-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\baseline-updated_PHF.sy7 Synchro 6 ReportThe Transpo Group 11/9/2007
Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsSign Control Stop Free FreeGrade 0% 0% 0%Volume (veh/h) 20 105 85 195 135 15Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 21 111 89 205 142 16PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 534 150 158vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 534 150 158tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 96 88 94cM capacity (veh/h) 473 894 1428
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1Volume Total 21 111 89 205 158Volume Left 21 0 89 0 0Volume Right 0 111 0 0 16cSH 473 894 1428 1700 1700Volume to Capacity 0.04 0.12 0.06 0.12 0.09Queue Length 95th (ft) 3 11 5 0 0Control Delay (s) 13.0 9.6 7.7 0.0 0.0Lane LOS B A AApproach Delay (s) 10.1 2.3 0.0Approach LOS B
Intersection SummaryAverage Delay 3.5Intersection Capacity Utilization 26.1% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail4: Thorp Hwy & Hanson Rd Future (2010) Without-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\baseline-updated_PHF.sy7 Synchro 6 ReportThe Transpo Group 11/9/2007
Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsSign Control Free Free StopGrade 0% 0% 0%Volume (veh/h) 75 10 115 110 25 95Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 83 11 128 122 28 106PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 94 467 89vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 94 467 89tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 92 95 89cM capacity (veh/h) 1506 509 972
Direction, Lane # EB 1 WB 1 NB 1Volume Total 94 250 133Volume Left 0 128 28Volume Right 11 0 106cSH 1700 1506 817Volume to Capacity 0.06 0.08 0.16Queue Length 95th (ft) 0 7 15Control Delay (s) 0.0 4.2 10.3Lane LOS A BApproach Delay (s) 0.0 4.2 10.3Approach LOS B
Intersection SummaryAverage Delay 5.1Intersection Capacity Utilization 32.7% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail5: Cascade Hwy (SR 97) & Thorp Hwy Future (2010) Without-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\baseline-updated_PHF.sy7 Synchro 6 ReportThe Transpo Group 11/9/2007
Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsSign Control Free Free StopGrade 0% 0% 0%Volume (veh/h) 300 5 245 190 5 130Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 316 5 258 200 5 137PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type TWLTLMedian storage veh) 0Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 321 1034 318vC1, stage 1 conf vol 318vC2, stage 2 conf vol 716vCu, unblocked vol 321 1034 318tC, single (s) 4.2 6.4 6.2tC, 2 stage (s) 5.4tF (s) 2.3 3.5 3.3p0 queue free % 78 98 81cM capacity (veh/h) 1190 228 722
Direction, Lane # EB 1 WB 1 WB 2 NB 1Volume Total 321 258 200 142Volume Left 0 258 0 5Volume Right 5 0 0 137cSH 1700 1190 1700 668Volume to Capacity 0.19 0.22 0.12 0.21Queue Length 95th (ft) 0 21 0 20Control Delay (s) 0.0 8.9 0.0 11.8Lane LOS A BApproach Delay (s) 0.0 5.0 11.8Approach LOS B
Intersection SummaryAverage Delay 4.3Intersection Capacity Utilization 48.0% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail6: Cascade Hwy (SR 97) & WB I-90 Ramps Future (2010) Without-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\baseline-updated_PHF.sy7 Synchro 6 ReportThe Transpo Group 11/9/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0% 0% 0% 0%Volume (veh/h) 10 455 0 0 390 285 20 5 165 0 0 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 11 479 0 0 411 300 21 5 174 0 0 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 411 479 911 911 479 1087 911 411vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 411 479 911 911 479 1087 911 411tC, single (s) 4.3 4.2 7.3 6.7 6.4 7.1 6.5 6.2tC, 2 stage (s)tF (s) 2.3 2.3 3.7 4.2 3.5 3.5 4.0 3.3p0 queue free % 99 100 91 98 68 100 100 100cM capacity (veh/h) 1077 1043 233 251 546 130 274 645
Direction, Lane # EB 1 WB 1 WB 2 NB 1Volume Total 489 411 300 200Volume Left 11 0 0 21Volume Right 0 0 300 174cSH 1077 1700 1700 466Volume to Capacity 0.01 0.24 0.18 0.43Queue Length 95th (ft) 1 0 0 53Control Delay (s) 0.3 0.0 0.0 18.4Lane LOS A CApproach Delay (s) 0.3 0.0 18.4Approach LOS C
Intersection SummaryAverage Delay 2.7Intersection Capacity Utilization 63.7% ICU Level of Service BAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail7: Cascade Hwy (SR 97) & Dolarway Rd Future (2010) Without-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\baseline-updated_PHF.sy7 Synchro 6 ReportThe Transpo Group 11/9/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vph) 160 235 165 50 230 65 200 55 45 50 65 190Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 168 247 174 53 242 68 211 58 47 53 68 200
Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 NB 2 SB 1 SB 2 SB 3Volume Total (vph) 168 247 174 53 242 68 211 105 53 68 200Volume Left (vph) 168 0 0 53 0 0 211 0 53 0 0Volume Right (vph) 0 0 174 0 0 68 0 47 0 0 200Hadj (s) 0.82 0.32 -0.38 0.55 0.05 -0.65 0.60 -0.21 0.84 0.34 -0.36Departure Headway (s) 7.2 6.7 3.2 7.1 6.6 3.2 7.3 6.5 7.9 7.4 3.2Degree Utilization, x 0.34 0.46 0.15 0.10 0.45 0.06 0.43 0.19 0.12 0.14 0.18Capacity (veh/h) 482 519 1121 481 521 1121 461 521 421 449 1121Control Delay (s) 12.6 14.1 5.6 9.8 13.6 5.2 14.6 9.9 10.8 10.5 5.7Approach Delay (s) 11.2 11.5 13.0 7.5Approach LOS B B B A
Intersection SummaryDelay 10.9HCM Level of Service BIntersection Capacity Utilization 48.7% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail8: University Way & Reecer Creek Rd Future (2010) Without-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\baseline-updated_PHF.sy7 Synchro 6 ReportThe Transpo Group 11/9/2007
Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsSign Control Free Free StopGrade 0% 0% 0%Volume (veh/h) 130 195 215 170 135 95Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 144 217 239 189 150 106PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 428 839 333vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 428 839 333tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 87 49 85cM capacity (veh/h) 1137 292 706
Direction, Lane # EB 1 EB 2 WB 1 SB 1 SB 2Volume Total 144 217 428 150 106Volume Left 144 0 0 150 0Volume Right 0 0 189 0 106cSH 1137 1700 1700 292 706Volume to Capacity 0.13 0.13 0.25 0.51 0.15Queue Length 95th (ft) 11 0 0 69 13Control Delay (s) 8.6 0.0 0.0 29.6 11.0Lane LOS A D BApproach Delay (s) 3.5 0.0 21.9Approach LOS C
Intersection SummaryAverage Delay 6.6Intersection Capacity Utilization 46.4% ICU Level of Service AAnalysis Period (min) 15
Timings Ellensburg Regional Retail9: University Way & Water St Future (2010) Without-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\baseline-updated_PHF.sy7 Synchro 6 ReportThe Transpo Group 11/9/2007
Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane ConfigurationsVolume (vph) 45 350 95 340 60 210 45 190Turn Type Prot Prot Perm PermProtected Phases 7 4 3 8 2 6Permitted Phases 2 6Detector Phases 7 4 3 8 2 2 6 6Minimum Initial (s) 4.0 10.0 4.0 10.0 10.0 10.0 10.0 10.0Minimum Split (s) 8.0 38.0 8.0 38.0 32.0 32.0 32.0 32.0Total Split (s) 10.0 38.0 10.0 38.0 32.0 32.0 32.0 32.0Total Split (%) 12.5% 47.5% 12.5% 47.5% 40.0% 40.0% 40.0% 40.0%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesRecall Mode None C-Min None C-Min None None None None
Intersection SummaryCycle Length: 80Actuated Cycle Length: 80Offset: 71 (89%), Referenced to phase 4:EBT and 8:WBT, Start of YellowNatural Cycle: 80Control Type: Actuated-Coordinated
Splits and Phases: 9: University Way & Water St
HCM Signalized Intersection Capacity Analysis Ellensburg Regional Retail9: University Way & Water St Future (2010) Without-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\baseline-updated_PHF.sy7 Synchro 6 ReportThe Transpo Group 11/9/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00Frt 1.00 0.98 1.00 0.99 1.00 0.97 1.00 0.98Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1719 3386 1787 3524 1805 1850 1787 1837Flt Permitted 0.95 1.00 0.95 1.00 0.38 1.00 0.31 1.00Satd. Flow (perm) 1719 3386 1787 3524 717 1850 583 1837Volume (vph) 45 350 40 95 340 35 60 210 45 45 190 35Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 50 389 44 106 378 39 67 233 50 50 211 39RTOR Reduction (vph) 0 9 0 0 7 0 0 12 0 0 10 0Lane Group Flow (vph) 50 424 0 106 410 0 67 271 0 50 240 0Heavy Vehicles (%) 5% 5% 5% 1% 1% 1% 0% 0% 0% 1% 1% 1%Turn Type Prot Prot Perm PermProtected Phases 7 4 3 8 2 6Permitted Phases 2 6Actuated Green, G (s) 5.5 40.1 11.3 45.9 16.6 16.6 16.6 16.6Effective Green, g (s) 5.5 40.1 11.3 45.9 16.6 16.6 16.6 16.6Actuated g/C Ratio 0.07 0.50 0.14 0.57 0.21 0.21 0.21 0.21Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Vehicle Extension (s) 3.0 3.5 3.0 3.5 3.5 3.5 3.5 3.5Lane Grp Cap (vph) 118 1697 252 2022 149 384 121 381v/s Ratio Prot 0.03 c0.13 c0.06 0.12 c0.15 0.13v/s Ratio Perm 0.09 0.09v/c Ratio 0.42 0.25 0.42 0.20 0.45 0.71 0.41 0.63Uniform Delay, d1 35.7 11.4 31.4 8.2 27.7 29.4 27.5 28.9Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 2.4 0.4 1.1 0.2 2.5 6.0 2.7 3.4Delay (s) 38.2 11.7 32.5 8.4 30.2 35.5 30.2 32.3Level of Service D B C A C D C CApproach Delay (s) 14.5 13.3 34.5 31.9Approach LOS B B C C
Intersection SummaryHCM Average Control Delay 21.5 HCM Level of Service CHCM Volume to Capacity ratio 0.39Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0Intersection Capacity Utilization 51.7% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group
Timings Ellensburg Regional Retail10: University Way & Main St Future (2010) Without-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\baseline-updated_PHF.sy7 Synchro 6 ReportThe Transpo Group 11/9/2007
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 15 280 180 260 185 185 105 40 125 35Turn Type Perm Perm Perm Perm Perm PermProtected Phases 4 4 2 2Permitted Phases 4 4 2 2 2 2Detector Phases 4 4 4 4 2 2 2 2 2 2Minimum Initial (s) 20.0 20.0 20.0 20.0 25.0 25.0 25.0 25.0 25.0 25.0Minimum Split (s) 24.0 24.0 24.0 24.0 29.0 29.0 29.0 29.0 29.0 29.0Total Split (s) 30.0 30.0 30.0 30.0 40.0 40.0 40.0 40.0 40.0 40.0Total Split (%) 42.9% 42.9% 42.9% 42.9% 57.1% 57.1% 57.1% 57.1% 57.1% 57.1%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5Lead/LagLead-Lag Optimize?Recall Mode Max Max Max Max Max Max Max Max Max Max
Intersection SummaryCycle Length: 70Actuated Cycle Length: 70Offset: 0 (0%), Referenced to phase 2:NBSB and 6:, Start of Green, Master IntersectionNatural Cycle: 55Control Type: Pretimed
Splits and Phases: 10: University Way & Main St
HCM Signalized Intersection Capacity Analysis Ellensburg Regional Retail10: University Way & Main St Future (2010) Without-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\baseline-updated_PHF.sy7 Synchro 6 ReportThe Transpo Group 11/9/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.95 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 1752 3342 1787 3455 1787 1881 1599 1805 1900 1615Flt Permitted 0.50 1.00 0.44 1.00 0.67 1.00 1.00 0.62 1.00 1.00Satd. Flow (perm) 927 3342 831 3455 1257 1881 1599 1182 1900 1615Volume (vph) 15 280 125 180 260 75 185 185 105 40 125 35Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.92Adj. Flow (vph) 17 311 139 200 289 83 206 206 117 44 139 38RTOR Reduction (vph) 0 73 0 0 38 0 0 0 57 0 0 18Lane Group Flow (vph) 17 377 0 200 334 0 206 206 60 44 139 20Heavy Vehicles (%) 3% 3% 3% 1% 1% 1% 1% 1% 1% 0% 0% 0%Turn Type Perm Perm Perm Perm Perm PermProtected Phases 4 4 2 2Permitted Phases 4 4 2 2 2 2Actuated Green, G (s) 26.0 26.0 26.0 26.0 36.0 36.0 36.0 36.0 36.0 36.0Effective Green, g (s) 26.0 26.0 26.0 26.0 36.0 36.0 36.0 36.0 36.0 36.0Actuated g/C Ratio 0.37 0.37 0.37 0.37 0.51 0.51 0.51 0.51 0.51 0.51Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Lane Grp Cap (vph) 344 1241 309 1283 646 967 822 608 977 831v/s Ratio Prot 0.11 0.10 0.11 0.07v/s Ratio Perm 0.02 c0.24 c0.16 0.04 0.04 0.01v/c Ratio 0.05 0.30 0.65 0.26 0.32 0.21 0.07 0.07 0.14 0.02Uniform Delay, d1 14.1 15.6 18.2 15.3 9.9 9.3 8.6 8.6 8.9 8.4Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.3 0.6 10.1 0.5 1.3 0.5 0.2 0.2 0.3 0.1Delay (s) 14.4 16.2 28.3 15.8 11.2 9.8 8.8 8.8 9.2 8.4Level of Service B B C B B A A A A AApproach Delay (s) 16.2 20.2 10.1 9.0Approach LOS B C B A
Intersection SummaryHCM Average Control Delay 14.8 HCM Level of Service BHCM Volume to Capacity ratio 0.46Actuated Cycle Length (s) 70.0 Sum of lost time (s) 8.0Intersection Capacity Utilization 88.3% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail11: 5th Ave & Railroad Ave Future (2010) Without-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\baseline-updated_PHF.sy7 Synchro 6 ReportThe Transpo Group 11/9/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Volume (veh/h) 5 50 5 70 130 190 10 25 65 215 55 15Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 6 56 6 78 144 211 11 28 72 239 61 17PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 917 669 69 667 642 64 78 100vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 917 669 69 667 642 64 78 100tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.2 4.1tC, 2 stage (s)tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.3 2.2p0 queue free % 95 82 99 72 56 79 99 84cM capacity (veh/h) 116 317 999 282 328 1003 1490 1480
Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 67 433 111 317Volume Left 6 78 11 239Volume Right 6 211 72 17cSH 292 467 1490 1480Volume to Capacity 0.23 0.93 0.01 0.16Queue Length 95th (ft) 22 270 1 14Control Delay (s) 21.0 55.4 0.8 6.3Lane LOS C F A AApproach Delay (s) 21.0 55.4 0.8 6.3Approach LOS C F
Intersection SummaryAverage Delay 29.6Intersection Capacity Utilization 58.1% ICU Level of Service BAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail1: Bender Rd & Reecer Creek Rd Future (2010) With-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/13/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Volume (veh/h) 0 0 0 40 0 10 0 131 65 15 96 0Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0 0 0 44 0 11 0 146 72 17 107 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 333 358 107 322 322 182 107 218vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 333 358 107 322 322 182 107 218tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1tC, 2 stage (s)tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2p0 queue free % 100 100 100 93 100 99 100 99cM capacity (veh/h) 611 565 953 629 591 866 1484 1358
Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 0 56 218 123Volume Left 0 44 0 17Volume Right 0 11 72 0cSH 1700 666 1484 1358Volume to Capacity 0.00 0.08 0.00 0.01Queue Length 95th (ft) 0 7 0 1Control Delay (s) 0.0 10.9 0.0 1.1Lane LOS A B AApproach Delay (s) 0.0 10.9 0.0 1.1Approach LOS A B
Intersection SummaryAverage Delay 1.9Intersection Capacity Utilization 27.7% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail2: Dry Creek Rd & Reecer Creek Rd Future (2010) With-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/13/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Volume (veh/h) 5 15 50 20 40 15 77 161 50 10 116 5Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 6 17 56 22 44 17 86 179 56 11 129 6PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 543 559 132 593 534 207 134 234vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 543 559 132 593 534 207 134 234tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1tC, 2 stage (s)tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2p0 queue free % 99 96 94 94 90 98 94 99cM capacity (veh/h) 389 411 923 363 424 839 1456 1315
Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2Volume Total 78 83 86 234 11 134Volume Left 6 22 86 0 11 0Volume Right 56 17 0 56 0 6cSH 676 449 1456 1700 1315 1700Volume to Capacity 0.12 0.19 0.06 0.14 0.01 0.08Queue Length 95th (ft) 10 17 5 0 1 0Control Delay (s) 11.0 14.8 7.6 0.0 7.8 0.0Lane LOS B B A AApproach Delay (s) 11.0 14.8 2.0 0.6Approach LOS B B
Intersection SummaryAverage Delay 4.5Intersection Capacity Utilization 34.6% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail3: Old Hwy Ten & Reecer Creek Rd Future (2010) With-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/13/2007
Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsSign Control Stop Free FreeGrade 0% 0% 0%Volume (veh/h) 20 105 85 268 196 15Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 21 111 89 282 206 16PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 675 214 222vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 675 214 222tC, single (s) 6.4 6.2 4.1tC, 2 stage (s)tF (s) 3.5 3.3 2.2p0 queue free % 95 87 93cM capacity (veh/h) 392 826 1353
Direction, Lane # EB 1 EB 2 NB 1 NB 2 SB 1Volume Total 21 111 89 282 222Volume Left 21 0 89 0 0Volume Right 0 111 0 0 16cSH 392 826 1353 1700 1700Volume to Capacity 0.05 0.13 0.07 0.17 0.13Queue Length 95th (ft) 4 12 5 0 0Control Delay (s) 14.7 10.0 7.8 0.0 0.0Lane LOS B B AApproach Delay (s) 10.8 1.9 0.0Approach LOS B
Intersection SummaryAverage Delay 2.9Intersection Capacity Utilization 29.3% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail4: Thorp Hwy & Hanson Rd Future (2010) With-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/13/2007
Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsSign Control Free Free StopGrade 0% 0% 0%Volume (veh/h) 106 10 115 146 25 95Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 118 11 128 162 28 106PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 129 541 123vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 129 541 123tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 91 94 89cM capacity (veh/h) 1463 460 930
Direction, Lane # EB 1 WB 1 NB 1Volume Total 129 290 133Volume Left 0 128 28Volume Right 11 0 106cSH 1700 1463 767Volume to Capacity 0.08 0.09 0.17Queue Length 95th (ft) 0 7 16Control Delay (s) 0.0 3.8 10.7Lane LOS A BApproach Delay (s) 0.0 3.8 10.7Approach LOS B
Intersection SummaryAverage Delay 4.6Intersection Capacity Utilization 34.6% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail5: Cascade Hwy (SR 97) & Thorp Hwy Future (2010) With-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/13/2007
Movement EBT EBR WBL WBT NBL NBRLane ConfigurationsSign Control Free Free StopGrade 0% 0% 0%Volume (veh/h) 422 5 281 299 5 161Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 444 5 296 315 5 169PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type TWLTLMedian storage veh) 0Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 449 1353 447vC1, stage 1 conf vol 447vC2, stage 2 conf vol 906vCu, unblocked vol 449 1353 447tC, single (s) 4.2 6.4 6.2tC, 2 stage (s) 5.4tF (s) 2.3 3.5 3.3p0 queue free % 73 97 72cM capacity (veh/h) 1080 167 612
Direction, Lane # EB 1 WB 1 WB 2 NB 1Volume Total 449 296 315 175Volume Left 0 296 0 5Volume Right 5 0 0 169cSH 1700 1080 1700 566Volume to Capacity 0.26 0.27 0.19 0.31Queue Length 95th (ft) 0 28 0 33Control Delay (s) 0.0 9.6 0.0 14.2Lane LOS A BApproach Delay (s) 0.0 4.6 14.2Approach LOS B
Intersection SummaryAverage Delay 4.3Intersection Capacity Utilization 58.3% ICU Level of Service BAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail6: Cascade Hwy (SR 97) & WB I-90 Ramps Future (2010) With-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/13/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0% 0% 0% 0%Volume (veh/h) 10 608 0 0 535 430 20 5 257 0 0 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 11 640 0 0 563 453 21 5 271 0 0 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 563 640 1224 1224 640 1497 1224 563vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 563 640 1224 1224 640 1497 1224 563tC, single (s) 4.2 4.2 7.3 6.7 6.4 7.1 6.5 6.2tC, 2 stage (s)tF (s) 2.3 2.3 3.6 4.1 3.4 3.5 4.0 3.3p0 queue free % 99 100 85 97 40 100 100 100cM capacity (veh/h) 960 921 145 166 451 39 179 529
Direction, Lane # EB 1 WB 1 WB 2 NB 1Volume Total 651 563 453 297Volume Left 11 0 0 21Volume Right 0 0 453 271cSH 960 1700 1700 382Volume to Capacity 0.01 0.33 0.27 0.78Queue Length 95th (ft) 1 0 0 162Control Delay (s) 0.3 0.0 0.0 40.4Lane LOS A EApproach Delay (s) 0.3 0.0 40.4Approach LOS E
Intersection SummaryAverage Delay 6.2Intersection Capacity Utilization 86.4% ICU Level of Service EAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail7: Cascade Hwy (SR 97) & Dolarway Rd Future (2010) With-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/13/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vph) 449 209 147 45 206 338 179 142 40 371 161 525Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 473 220 155 47 217 356 188 149 42 391 169 553
Direction, Lane # EB 1 EB 2 EB 3 WB 1 WB 2 WB 3 NB 1 NB 2 SB 1 SB 2 SB 3Volume Total (vph) 473 220 155 47 217 356 188 192 391 169 553Volume Left (vph) 473 0 0 47 0 0 188 0 391 0 0Volume Right (vph) 0 0 155 0 0 356 0 42 0 0 553Hadj (s) 0.72 0.22 -0.48 0.53 0.03 -0.67 0.59 -0.07 0.60 0.10 -0.60Departure Headway (s) 8.9 8.4 3.2 9.4 8.9 3.2 9.2 8.5 8.8 8.3 3.2Degree Utilization, x 1.17 0.51 0.14 0.12 0.54 0.32 0.48 0.45 0.95 0.39 0.49Capacity (veh/h) 408 412 1121 368 385 1113 377 402 391 425 1116Control Delay (s) 127.9 18.8 5.5 12.5 20.6 6.5 19.1 17.2 62.7 15.4 8.0Approach Delay (s) 77.2 11.9 18.2 28.4Approach LOS F B C D
Intersection SummaryDelay 37.6HCM Level of Service EIntersection Capacity Utilization 79.5% ICU Level of Service DAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail8: University Way & Reecer Creek Rd Future (2010) With-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/13/2007
Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsSign Control Free Free StopGrade 0% 0% 0%Volume (veh/h) 203 412 398 170 135 156Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 226 458 442 189 150 173PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 631 1446 537vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 631 1446 537tC, single (s) 4.1 6.4 6.2tC, 2 stage (s)tF (s) 2.2 3.5 3.3p0 queue free % 77 0 68cM capacity (veh/h) 961 111 544
Direction, Lane # EB 1 EB 2 WB 1 SB 1 SB 2Volume Total 226 458 631 150 173Volume Left 226 0 0 150 0Volume Right 0 0 189 0 173cSH 961 1700 1700 111 544Volume to Capacity 0.23 0.27 0.37 1.35 0.32Queue Length 95th (ft) 23 0 0 258 34Control Delay (s) 9.9 0.0 0.0 277.4 14.7Lane LOS A F BApproach Delay (s) 3.3 0.0 136.6Approach LOS F
Intersection SummaryAverage Delay 28.3Intersection Capacity Utilization 60.0% ICU Level of Service BAnalysis Period (min) 15
Timings Ellensburg Regional Retail9: University Way & Water St Future (2010) With-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/13/2007
Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane ConfigurationsVolume (vph) 81 495 95 462 91 210 45 190Turn Type Prot Prot Perm PermProtected Phases 7 4 3 8 2 6Permitted Phases 2 6Detector Phases 7 4 3 8 2 2 6 6Minimum Initial (s) 4.0 10.0 4.0 10.0 10.0 10.0 10.0 10.0Minimum Split (s) 8.0 38.0 8.0 38.0 32.0 32.0 32.0 32.0Total Split (s) 10.0 38.0 10.0 38.0 32.0 32.0 32.0 32.0Total Split (%) 12.5% 47.5% 12.5% 47.5% 40.0% 40.0% 40.0% 40.0%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5Lead/Lag Lead Lag Lead LagLead-Lag Optimize? Yes Yes Yes YesRecall Mode None C-Min None C-Min None None None None
Intersection SummaryCycle Length: 80Actuated Cycle Length: 80Offset: 71 (89%), Referenced to phase 4:EBT and 8:WBT, Start of YellowNatural Cycle: 80Control Type: Actuated-Coordinated
Splits and Phases: 9: University Way & Water St
HCM Signalized Intersection Capacity Analysis Ellensburg Regional Retail9: University Way & Water St Future (2010) With-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/13/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00Frt 1.00 0.98 1.00 0.99 1.00 0.97 1.00 0.96Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1752 3435 1787 3536 1805 1850 1787 1809Flt Permitted 0.95 1.00 0.95 1.00 0.31 1.00 0.31 1.00Satd. Flow (perm) 1752 3435 1787 3536 588 1850 583 1809Volume (vph) 81 495 76 95 462 35 91 210 45 45 190 65Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 90 550 84 106 513 39 101 233 50 50 211 72RTOR Reduction (vph) 0 13 0 0 6 0 0 12 0 0 19 0Lane Group Flow (vph) 90 621 0 106 546 0 101 271 0 50 264 0Heavy Vehicles (%) 3% 3% 3% 1% 1% 1% 0% 0% 0% 1% 1% 1%Turn Type Prot Prot Perm PermProtected Phases 7 4 3 8 2 6Permitted Phases 2 6Actuated Green, G (s) 8.8 40.2 11.2 42.6 16.6 16.6 16.6 16.6Effective Green, g (s) 8.8 40.2 11.2 42.6 16.6 16.6 16.6 16.6Actuated g/C Ratio 0.11 0.50 0.14 0.53 0.21 0.21 0.21 0.21Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Vehicle Extension (s) 3.0 3.5 3.0 3.5 3.5 3.5 3.5 3.5Lane Grp Cap (vph) 193 1726 250 1883 122 384 121 375v/s Ratio Prot 0.05 c0.18 c0.06 0.15 0.15 0.15v/s Ratio Perm c0.17 0.09v/c Ratio 0.47 0.36 0.42 0.29 0.83 0.71 0.41 0.70Uniform Delay, d1 33.4 12.1 31.5 10.3 30.3 29.4 27.5 29.4Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 1.8 0.6 1.2 0.4 35.6 6.0 2.7 6.1Delay (s) 35.2 12.7 32.6 10.7 65.9 35.5 30.2 35.5Level of Service D B C B E D C DApproach Delay (s) 15.5 14.3 43.5 34.7Approach LOS B B D C
Intersection SummaryHCM Average Control Delay 23.3 HCM Level of Service CHCM Volume to Capacity ratio 0.48Actuated Cycle Length (s) 80.0 Sum of lost time (s) 12.0Intersection Capacity Utilization 57.0% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group
Timings Ellensburg Regional Retail10: University Way & Main St Future (2010) With-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/13/2007
Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT SBRLane ConfigurationsVolume (vph) 51 353 180 321 215 185 105 40 125 66Turn Type Perm Perm Perm Perm Perm PermProtected Phases 4 4 2 2Permitted Phases 4 4 2 2 2 2Detector Phases 4 4 4 4 2 2 2 2 2 2Minimum Initial (s) 20.0 20.0 20.0 20.0 25.0 25.0 25.0 25.0 25.0 25.0Minimum Split (s) 24.0 24.0 24.0 24.0 29.0 29.0 29.0 29.0 29.0 29.0Total Split (s) 30.0 30.0 30.0 30.0 40.0 40.0 40.0 40.0 40.0 40.0Total Split (%) 42.9% 42.9% 42.9% 42.9% 57.1% 57.1% 57.1% 57.1% 57.1% 57.1%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5Lead/LagLead-Lag Optimize?Recall Mode Max Max Max Max Max Max Max Max Max Max
Intersection SummaryCycle Length: 70Actuated Cycle Length: 70Offset: 0 (0%), Referenced to phase 2:NBSB and 6:, Start of Green, Master IntersectionNatural Cycle: 60Control Type: Pretimed
Splits and Phases: 10: University Way & Main St
HCM Signalized Intersection Capacity Analysis Ellensburg Regional Retail10: University Way & Main St Future (2010) With-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/13/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 0.95 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00Satd. Flow (prot) 1770 3373 1787 3473 1787 1881 1599 1805 1900 1615Flt Permitted 0.45 1.00 0.36 1.00 0.67 1.00 1.00 0.62 1.00 1.00Satd. Flow (perm) 836 3373 670 3473 1257 1881 1599 1182 1900 1615Volume (vph) 51 353 161 180 321 75 215 185 105 40 125 66Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.92Adj. Flow (vph) 57 392 179 200 357 83 239 206 117 44 139 72RTOR Reduction (vph) 0 75 0 0 29 0 0 0 57 0 0 35Lane Group Flow (vph) 57 496 0 200 411 0 239 206 60 44 139 37Heavy Vehicles (%) 2% 2% 2% 1% 1% 1% 1% 1% 1% 0% 0% 0%Turn Type Perm Perm Perm Perm Perm PermProtected Phases 4 4 2 2Permitted Phases 4 4 2 2 2 2Actuated Green, G (s) 26.0 26.0 26.0 26.0 36.0 36.0 36.0 36.0 36.0 36.0Effective Green, g (s) 26.0 26.0 26.0 26.0 36.0 36.0 36.0 36.0 36.0 36.0Actuated g/C Ratio 0.37 0.37 0.37 0.37 0.51 0.51 0.51 0.51 0.51 0.51Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Lane Grp Cap (vph) 311 1253 249 1290 646 967 822 608 977 831v/s Ratio Prot 0.15 0.12 0.11 0.07v/s Ratio Perm 0.07 c0.30 c0.19 0.04 0.04 0.02v/c Ratio 0.18 0.40 0.80 0.32 0.37 0.21 0.07 0.07 0.14 0.04Uniform Delay, d1 14.8 16.2 19.7 15.7 10.2 9.3 8.6 8.6 8.9 8.5Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 1.3 0.9 23.3 0.7 1.6 0.5 0.2 0.2 0.3 0.1Delay (s) 16.1 17.1 43.1 16.3 11.8 9.8 8.8 8.8 9.2 8.6Level of Service B B D B B A A A A AApproach Delay (s) 17.1 24.7 10.4 9.0Approach LOS B C B A
Intersection SummaryHCM Average Control Delay 16.6 HCM Level of Service BHCM Volume to Capacity ratio 0.55Actuated Cycle Length (s) 70.0 Sum of lost time (s) 8.0Intersection Capacity Utilization 88.3% ICU Level of Service EAnalysis Period (min) 15c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail11: 5th Ave & Railroad Ave Future (2010) With-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/13/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Volume (veh/h) 5 50 5 70 130 190 10 86 65 215 128 15Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 6 56 6 78 144 211 11 96 72 239 142 17PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft)pX, platoon unblockedvC, conflicting volume 1066 818 151 816 791 132 159 168vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 1066 818 151 816 791 132 159 168tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1tC, 2 stage (s)tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2p0 queue free % 93 78 99 64 46 77 99 83cM capacity (veh/h) 78 257 901 214 266 920 1408 1404
Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 67 433 179 398Volume Left 6 78 11 239Volume Right 6 211 72 17cSH 227 382 1408 1404Volume to Capacity 0.29 1.14 0.01 0.17Queue Length 95th (ft) 29 410 1 15Control Delay (s) 27.3 120.8 0.5 5.5Lane LOS D F A AApproach Delay (s) 27.3 120.8 0.5 5.5Approach LOS D F
Intersection SummaryAverage Delay 52.4Intersection Capacity Utilization 67.6% ICU Level of Service CAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail12: Driveway A & Dolarway Rd Future (2010) With-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/13/2007
Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsSign Control Stop Free FreeGrade 0% 0% 0%Volume (veh/h) 9 70 66 863 987 8Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 9 74 69 908 1039 8PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type TWLTLMedian storage veh) 0Upstream signal (ft) 1185pX, platoon unblockedvC, conflicting volume 1636 524 1047vC1, stage 1 conf vol 1043vC2, stage 2 conf vol 593vCu, unblocked vol 1636 524 1047tC, single (s) 6.8 6.9 4.1tC, 2 stage (s) 5.8tF (s) 3.5 3.3 2.2p0 queue free % 94 85 89cM capacity (veh/h) 150 498 660
Direction, Lane # EB 1 EB 2 NB 1 NB 2 NB 3 SB 1 SB 2Volume Total 9 74 69 454 454 693 355Volume Left 9 0 69 0 0 0 0Volume Right 0 74 0 0 0 0 8cSH 150 498 660 1700 1700 1700 1700Volume to Capacity 0.06 0.15 0.11 0.27 0.27 0.41 0.21Queue Length 95th (ft) 5 13 9 0 0 0 0Control Delay (s) 30.6 13.5 11.1 0.0 0.0 0.0 0.0Lane LOS D B BApproach Delay (s) 15.4 0.8 0.0Approach LOS C
Intersection SummaryAverage Delay 1.0Intersection Capacity Utilization 44.5% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail13: Driveway B & Dolarway Rd Future (2010) With-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/13/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Volume (veh/h) 8 0 63 30 0 17 59 701 112 16 902 8Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 8 0 66 32 0 18 62 738 118 17 949 8PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 0 0Upstream signal (ft) 577pX, platoon unblocked 0.94 0.94 0.94 0.94 0.94 0.94vC, conflicting volume 1498 1967 479 1496 1913 428 958 856vC1, stage 1 conf vol 987 987 921 921vC2, stage 2 conf vol 511 980 575 992vCu, unblocked vol 1467 1965 384 1464 1907 428 893 856tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.1 4.2tC, 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 % 94 100 89 75 100 97 91 98cM capacity (veh/h) 136 119 578 128 115 575 711 767
Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 8 66 32 18 62 492 364 17 633 325Volume Left 8 0 32 0 62 0 0 17 0 0Volume Right 0 66 0 18 0 0 118 0 0 8cSH 136 578 128 575 711 1700 1700 767 1700 1700Volume to Capacity 0.06 0.11 0.25 0.03 0.09 0.29 0.21 0.02 0.37 0.19Queue Length 95th (ft) 5 10 23 2 7 0 0 2 0 0Control Delay (s) 33.2 12.0 42.2 11.5 10.5 0.0 0.0 9.8 0.0 0.0Lane LOS D B E B B AApproach Delay (s) 14.4 31.1 0.7 0.2Approach LOS B D
Intersection SummaryAverage Delay 1.7Intersection Capacity Utilization 46.9% ICU Level of Service AAnalysis Period (min) 15
Timings Ellensburg Regional Retail14: Driveway C & Dolarway Rd Future (2010) With-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/13/2007
Lane Group EBL EBT WBL WBT NBL NBT SBL SBTLane ConfigurationsVolume (vph) 25 0 315 0 20 523 27 581Turn Type Perm Perm Perm PermProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Detector Phases 4 4 8 8 2 2 6 6Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Minimum Split (s) 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0Total Split (s) 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0Total Split (%) 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0% 50.0%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5Lead/LagLead-Lag Optimize?Recall Mode None None None None Min Min Min Min
Intersection SummaryCycle Length: 60Actuated Cycle Length: 39.5Natural Cycle: 40Control Type: Actuated-Uncoordinated
Splits and Phases: 14: Driveway C & Dolarway Rd
HCM Signalized Intersection Capacity Analysis Ellensburg Regional Retail14: Driveway C & Dolarway Rd Future (2010) With-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/13/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 0.95Frt 0.92 1.00 0.85 1.00 0.96 1.00 1.00Flt Protected 0.98 0.95 1.00 0.95 1.00 0.95 1.00Satd. Flow (prot) 1680 1770 1583 1770 3402 1719 3425Flt Permitted 0.91 0.72 1.00 0.39 1.00 0.32 1.00Satd. Flow (perm) 1565 1334 1583 720 3402 576 3425Volume (vph) 25 0 35 315 0 28 20 523 183 27 581 15Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 26 0 37 332 0 29 21 551 193 28 612 16RTOR Reduction (vph) 0 23 0 0 18 0 0 60 0 0 3 0Lane Group Flow (vph) 0 40 0 332 11 0 21 684 0 28 625 0Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 5% 5% 5%Turn Type Perm Perm Perm PermProtected Phases 4 8 2 6Permitted Phases 4 8 2 6Actuated Green, G (s) 14.6 14.6 14.6 16.5 16.5 16.5 16.5Effective Green, g (s) 14.6 14.6 14.6 16.5 16.5 16.5 16.5Actuated g/C Ratio 0.37 0.37 0.37 0.42 0.42 0.42 0.42Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 584 498 591 304 1436 243 1445v/s Ratio Prot 0.01 c0.20 0.18v/s Ratio Perm 0.03 c0.25 0.03 0.05v/c Ratio 0.07 0.67 0.02 0.07 0.48 0.12 0.43Uniform Delay, d1 7.9 10.2 7.7 6.7 8.2 6.9 8.0Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.0 3.4 0.0 0.1 0.3 0.2 0.2Delay (s) 7.9 13.6 7.7 6.8 8.4 7.1 8.2Level of Service A B A A A A AApproach Delay (s) 7.9 13.1 8.4 8.2Approach LOS A B A A
Intersection SummaryHCM Average Control Delay 9.2 HCM Level of Service AHCM Volume to Capacity ratio 0.57Actuated Cycle Length (s) 39.1 Sum of lost time (s) 8.0Intersection Capacity Utilization 53.2% ICU Level of Service AAnalysis Period (min) 15c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail15: Driveway D & Dolarway Rd Future (2010) With-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/13/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Volume (veh/h) 2 0 29 145 0 23 1 419 161 22 449 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 2 0 31 153 0 24 1 441 169 23 473 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type TWLTL TWLTLMedian storage veh) 0 0Upstream signal (ft) 564pX, platoon unblocked 0.99 0.99 0.99 0.99 0.99 0.99vC, conflicting volume 766 1132 236 841 1047 305 473 611vC1, stage 1 conf vol 519 519 528 528vC2, stage 2 conf vol 247 613 313 519vCu, unblocked vol 753 1122 236 829 1037 287 473 596tC, single (s) 7.5 6.5 6.9 7.5 6.5 6.9 4.2 4.2tC, 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 2.3p0 queue free % 99 100 96 44 100 97 100 98cM capacity (veh/h) 287 232 765 272 253 702 1079 940
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2 NB 3 SB 1 SB 2 SB 3Volume Total 33 153 24 1 294 316 23 315 158Volume Left 2 153 0 1 0 0 23 0 0Volume Right 31 0 24 0 0 169 0 0 0cSH 691 272 702 1079 1700 1700 940 1700 1700Volume to Capacity 0.05 0.56 0.03 0.00 0.17 0.19 0.02 0.19 0.09Queue Length 95th (ft) 4 79 3 0 0 0 2 0 0Control Delay (s) 10.5 33.8 10.3 8.3 0.0 0.0 8.9 0.0 0.0Lane LOS B D B A AApproach Delay (s) 10.5 30.6 0.0 0.4Approach LOS B D
Intersection SummaryAverage Delay 4.5Intersection Capacity Utilization 39.6% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail16: Driveway E & Dolarway Rd Future (2010) With-Project
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/13/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Free FreeGrade 0% 0% 0% 0%Volume (veh/h) 2 0 29 103 0 14 1 347 96 12 339 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 2 0 31 108 0 15 1 365 101 13 357 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 1104pX, platoon unblockedvC, conflicting volume 815 851 357 831 800 416 357 466vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 815 851 357 831 800 416 357 466tC, single (s) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.2tC, 2 stage (s)tF (s) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.3p0 queue free % 99 100 96 60 100 98 100 99cM capacity (veh/h) 287 294 687 274 314 637 1191 1064
Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total 33 123 467 369Volume Left 2 108 1 13Volume Right 31 15 101 0cSH 630 294 1191 1064Volume to Capacity 0.05 0.42 0.00 0.01Queue Length 95th (ft) 4 50 0 1Control Delay (s) 11.0 25.8 0.0 0.4Lane LOS B D A AApproach Delay (s) 11.0 25.8 0.0 0.4Approach LOS B D
Intersection SummaryAverage Delay 3.7Intersection Capacity Utilization 46.8% ICU Level of Service AAnalysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail6: Cascade Hwy (SR 97) & WB I-90 Ramps Future (2010) With-Project - Mitigated
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project (mit)-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/9/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Free Free Stop StopGrade 0% 0% 0% 0%Volume (veh/h) 10 608 0 0 535 430 20 5 257 0 0 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Hourly flow rate (vph) 11 640 0 0 563 453 21 5 271 0 0 0PedestriansLane Width (ft)Walking Speed (ft/s)Percent BlockageRight turn flare (veh)Median type None NoneMedian storage veh)Upstream signal (ft) 907pX, platoon unblockedvC, conflicting volume 563 640 1224 1224 640 1497 1224 563vC1, stage 1 conf volvC2, stage 2 conf volvCu, unblocked vol 563 640 1224 1224 640 1497 1224 563tC, single (s) 4.2 4.2 7.3 6.7 6.4 7.1 6.5 6.2tC, 2 stage (s)tF (s) 2.3 2.3 3.6 4.1 3.4 3.5 4.0 3.3p0 queue free % 99 100 85 97 40 100 100 100cM capacity (veh/h) 960 921 145 166 451 39 179 529
Direction, Lane # EB 1 WB 1 WB 2 NB 1 NB 2Volume Total 651 563 453 26 271Volume Left 11 0 0 21 0Volume Right 0 0 453 0 271cSH 960 1700 1700 149 451Volume to Capacity 0.01 0.33 0.27 0.18 0.60Queue Length 95th (ft) 1 0 0 16 96Control Delay (s) 0.3 0.0 0.0 34.4 24.2Lane LOS A D CApproach Delay (s) 0.3 0.0 25.1Approach LOS D
Intersection SummaryAverage Delay 3.9Intersection Capacity Utilization 72.5% ICU Level of Service CAnalysis Period (min) 15
Timings Ellensburg Regional Retail7: Cascade Hwy (SR 97) & Dolarway Rd Future (2010) With-Project - Mitigated
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project (mit)-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/9/2007
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT SBL SBT SBRLane ConfigurationsVolume (vph) 449 209 147 45 206 338 179 142 371 161 525Turn Type Prot Perm Perm Perm Perm Perm PermProtected Phases 7 4 8 2 6Permitted Phases 4 8 8 2 6 6Detector Phases 7 4 4 8 8 8 2 2 6 6 6Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Minimum Split (s) 8.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0 20.0Total Split (s) 19.0 39.0 39.0 20.0 20.0 20.0 41.0 41.0 41.0 41.0 41.0Total Split (%) 23.8% 48.8% 48.8% 25.0% 25.0% 25.0% 51.3% 51.3% 51.3% 51.3% 51.3%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5 0.5Lead/Lag Lead Lag Lag LagLead-Lag Optimize? Yes Yes Yes YesRecall Mode None None None None None None None None None None None
Intersection SummaryCycle Length: 80Actuated Cycle Length: 66.5Natural Cycle: 70Control Type: Actuated-Uncoordinated
Splits and Phases: 7: Cascade Hwy (SR 97) & Dolarway Rd
HCM Signalized Intersection Capacity Analysis Ellensburg Regional Retail7: Cascade Hwy (SR 97) & Dolarway Rd Future (2010) With-Project - Mitigated
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project (mit)-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/9/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.97 1.00 1.00 0.85Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00Satd. Flow (prot) 3099 1681 1429 1770 1863 1583 1719 1750 1703 1792 1524Flt Permitted 0.95 1.00 1.00 0.62 1.00 1.00 0.65 1.00 0.62 1.00 1.00Satd. Flow (perm) 3099 1681 1429 1156 1863 1583 1177 1750 1120 1792 1524Volume (vph) 449 209 147 45 206 338 179 142 40 371 161 525Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Adj. Flow (vph) 473 220 155 47 217 356 188 149 42 391 169 553RTOR Reduction (vph) 0 0 84 0 0 287 0 14 0 0 0 322Lane Group Flow (vph) 473 220 71 47 217 69 188 177 0 391 169 231Heavy Vehicles (%) 13% 13% 13% 2% 2% 2% 5% 5% 5% 6% 6% 6%Turn Type Prot Perm Perm Perm Perm Perm PermProtected Phases 7 4 8 2 6Permitted Phases 4 8 8 2 6 6Actuated Green, G (s) 13.5 30.2 30.2 12.7 12.7 12.7 27.5 27.5 27.5 27.5 27.5Effective Green, g (s) 13.5 30.2 30.2 12.7 12.7 12.7 27.5 27.5 27.5 27.5 27.5Actuated g/C Ratio 0.21 0.46 0.46 0.19 0.19 0.19 0.42 0.42 0.42 0.42 0.42Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 637 773 657 223 360 306 493 732 469 750 638v/s Ratio Prot c0.15 0.13 c0.12 0.10 0.09v/s Ratio Perm 0.05 0.04 0.04 0.16 c0.35 0.15v/c Ratio 0.74 0.28 0.11 0.21 0.60 0.22 0.38 0.24 0.83 0.23 0.36Uniform Delay, d1 24.5 11.0 10.1 22.3 24.2 22.3 13.2 12.4 17.1 12.3 13.1Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 4.7 0.2 0.1 0.5 2.8 0.4 0.5 0.2 12.1 0.2 0.4Delay (s) 29.1 11.2 10.2 22.8 27.0 22.7 13.7 12.5 29.1 12.4 13.4Level of Service C B B C C C B B C B BApproach Delay (s) 21.0 24.2 13.1 18.8Approach LOS C C B B
Intersection SummaryHCM Average Control Delay 19.8 HCM Level of Service BHCM Volume to Capacity ratio 0.76Actuated Cycle Length (s) 65.7 Sum of lost time (s) 12.0Intersection Capacity Utilization 67.4% ICU Level of Service CAnalysis Period (min) 15c Critical Lane Group
Timings Ellensburg Regional Retail8: University Way & Reecer Creek Rd Future (2010) With-Project - Mitigated
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project (mit)-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/9/2007
Lane Group EBL EBT WBT SBL SBRLane ConfigurationsVolume (vph) 203 412 398 135 156Turn Type Perm PermProtected Phases 4 8 6Permitted Phases 4 6Detector Phases 4 4 8 6 6Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0Minimum Split (s) 20.0 20.0 20.0 20.0 20.0Total Split (s) 40.0 40.0 40.0 20.0 20.0Total Split (%) 66.7% 66.7% 66.7% 33.3% 33.3%Yellow Time (s) 3.5 3.5 3.5 3.5 3.5All-Red Time (s) 0.5 0.5 0.5 0.5 0.5Lead/LagLead-Lag Optimize?Recall Mode Min Min Min None None
Intersection SummaryCycle Length: 60Actuated Cycle Length: 44.8Natural Cycle: 60Control Type: Actuated-Uncoordinated
Splits and Phases: 8: University Way & Reecer Creek Rd
HCM Signalized Intersection Capacity Analysis Ellensburg Regional Retail8: University Way & Reecer Creek Rd Future (2010) With-Project - Mitigated
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project (mit)-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/9/2007
Movement EBL EBT WBT WBR SBL SBRLane ConfigurationsIdeal Flow (vphpl) 1900 1900 1900 1900 1900 1900Total Lost time (s) 4.0 4.0 4.0 4.0 4.0Lane Util. Factor 1.00 1.00 1.00 1.00 1.00Frt 1.00 1.00 0.96 1.00 0.85Flt Protected 0.95 1.00 1.00 0.95 1.00Satd. Flow (prot) 1805 1900 1787 1770 1583Flt Permitted 0.35 1.00 1.00 0.95 1.00Satd. Flow (perm) 671 1900 1787 1770 1583Volume (vph) 203 412 398 170 135 156Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 226 458 442 189 150 173RTOR Reduction (vph) 0 0 23 0 0 141Lane Group Flow (vph) 226 458 608 0 150 32Heavy Vehicles (%) 0% 0% 2% 2% 2% 2%Turn Type Perm PermProtected Phases 4 8 6Permitted Phases 4 6Actuated Green, G (s) 28.5 28.5 28.5 8.4 8.4Effective Green, g (s) 28.5 28.5 28.5 8.4 8.4Actuated g/C Ratio 0.63 0.63 0.63 0.19 0.19Clearance Time (s) 4.0 4.0 4.0 4.0 4.0Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0Lane Grp Cap (vph) 426 1206 1134 331 296v/s Ratio Prot 0.24 c0.34 c0.08v/s Ratio Perm 0.34 0.02v/c Ratio 0.53 0.38 0.54 0.45 0.11Uniform Delay, d1 4.5 3.9 4.5 16.2 15.1Progression Factor 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 1.3 0.2 0.5 1.0 0.2Delay (s) 5.8 4.1 5.0 17.2 15.3Level of Service A A A B BApproach Delay (s) 4.7 5.0 16.2Approach LOS A A B
Intersection SummaryHCM Average Control Delay 7.1 HCM Level of Service AHCM Volume to Capacity ratio 0.52Actuated Cycle Length (s) 44.9 Sum of lost time (s) 8.0Intersection Capacity Utilization 60.0% ICU Level of Service BAnalysis Period (min) 15c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Ellensburg Regional Retail11: 5th Ave & Railroad Ave Future (2010) With-Project - Mitigated
M:\04\04446.01 Ellensburg Regional Retail\LOS\with-project (mit)-updated PHF.sy7 Synchro 6 ReportThe Transpo Group 11/9/2007
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsSign Control Stop Stop Stop StopVolume (vph) 5 50 5 70 130 190 10 86 65 215 128 15Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 6 56 6 78 144 211 11 96 72 239 142 17
Direction, Lane # EB 1 WB 1 NB 1 SB 1Volume Total (vph) 67 433 179 398Volume Left (vph) 6 78 11 239Volume Right (vph) 6 211 72 17Hadj (s) -0.03 -0.24 -0.16 0.15Departure Headway (s) 6.5 5.5 6.0 5.9Degree Utilization, x 0.12 0.67 0.30 0.65Capacity (veh/h) 451 621 532 585Control Delay (s) 10.4 18.9 11.6 19.2Approach Delay (s) 10.4 18.9 11.6 19.2Approach LOS B C B C
Intersection SummaryDelay 17.2HCM Level of Service CIntersection Capacity Utilization 67.6% ICU Level of Service CAnalysis Period (min) 15
Appendix D: Signal Warrant Worksheets
Warrants Summary Information Analyst JBB Agency/Co The Transpo Group Date Performed 10/23/2007 Project ID Ellensburg Regional Retail East/West Street SR 97-University File Name 7 University-Dolarway.xhy
Intersection 7 Jurisdiction Ellensburg, WA Units U.S. Customary Time Period Analyzed Weekday PM Peak Hour North/South Street Dolarway Rd-SR 97 Major Street East-West
Project Description Ellensburg Regional Retail General Roadway Network
Major Street Speed (mph) 40 Nearest Signal (ft) 0 Crashes (per year) 0
gfedc Population < 10,000
gfedc Coordinated Signal System
gfedc Adequate Trials of Alternatives
Two Major Routes gfedc
Weekend Count gfedc
5-yr Growth Factor 0
Geometry and TrafficEB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Number of lanes, N 1 1 1 1 1 1 1 1 0 1 1 1
Lane usage L T R L T R L TR L T R
Vehicle Volume Averages (vph) 298 173 121 36 169 228 147 85 33 250 101 354
Peds (ped/h) / Gaps (gaps/h) -- / -- -- / -- -- / -- -- / --
Delay (s/veh) / (veh-hr) -- / -- -- / -- -- / -- -- / --
Warrant 1: Eight-Hour Vehicular Volume gfedcb
1 A. Minimum Vehicular Volumes (Both major approaches --and-- higher minor approach) --or-- gfedcb 1 B. Interruption of Continuous Traffic (Both major approaches --and-- higher minor approach) --or-- gfedcb 1 80% Vehicular --and-- Interruption Volumes (Both major approaches --and-- higher minor approach) gfedcb Warrant 2: Four-Hour Vehicular Volume gfedcb
2 A. Four-Hour Vehicular Volumes (Both major approaches --and-- higher minor approach) gfedcb Warrant 3: Peak Hour gfedcb
3 A. Peak-Hour Conditions (Minor delay --and-- minor volume --and-- total volume ) --or-- gfedc 3 B. Peak- Hour Vehicular Volumes (Both major approaches --and-- higher minor approach) gfedcb Warrant 4: Pedestrian Volume gfedc
4 A. Pedestrian Volumes (Four hours --or-- one hour) --and-- gfedc 4 B. Gaps Same Period (Four hours --or-- one hour) gfedc Warrant 5: School Crossing gfedc
5. Student Volumes --and-- gfedc 5. Gaps Same Period gfedc Warrant 6: Coordinated Signal System gfedc
6. Degree of Platooning (Predominant direction or both directions) gfedc Warrant 7: Crash Experience gfedc
7 A. Adequate trials of alternatives, observance and enforcement failed --and-- gfedc 7 B. Reported crashes susceptible to correction by signal (12-month period) --and-- gfedc 7 C. 80% Volumes for Warrants 1A, 1B --or-- 4 are satisfied gfedcb Warrant 8: Roadway Network gfedc
8 A. Weekday Volume (Peak hour total --and-- projected warrants 1, 2 or 3) --or-- gfedc 8 B. Weekend Volume (Five hours total) gfedcCopyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 11/9/2007 4:00 PM
Page 1 of 1Warrants Summary
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Warrants Summary Information Analyst JBB Agency/Co The Transpo Group Date Performed 10/23/2007 Project ID Ellensburg Regional Retail East/West Street University Way File Name 8 University-Reecer.xhy
Intersection 8 Jurisdiction Ellensburg, WA Units U.S. Customary Time Period Analyzed Weekday PM Peak Hour North/South Street Reecer Creek Rd Major Street East-West
Project Description Ellensburg Regional Retail General Roadway Network
Major Street Speed (mph) 40 Nearest Signal (ft) 0 Crashes (per year) 0
gfedc Population < 10,000
gfedc Coordinated Signal System
gfedc Adequate Trials of Alternatives
Two Major Routes gfedc
Weekend Count gfedc
5-yr Growth Factor 0
Geometry and TrafficEB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Number of lanes, N 1 1 0 0 1 0 0 0 0 1 0 1
Lane usage L T TR L R
Vehicle Volume Averages (vph) 149 303 3 51 293 125 7 63 48 99 94 115
Peds (ped/h) / Gaps (gaps/h) -- / -- -- / -- -- / -- -- / --
Delay (s/veh) / (veh-hr) -- / -- -- / -- -- / -- -- / --
Warrant 1: Eight-Hour Vehicular Volume gfedcb
1 A. Minimum Vehicular Volumes (Both major approaches --and-- higher minor approach) --or-- gfedc 1 B. Interruption of Continuous Traffic (Both major approaches --and-- higher minor approach) --or-- gfedc 1 80% Vehicular --and-- Interruption Volumes (Both major approaches --and-- higher minor approach) gfedcb Warrant 2: Four-Hour Vehicular Volume gfedcb
2 A. Four-Hour Vehicular Volumes (Both major approaches --and-- higher minor approach) gfedcb Warrant 3: Peak Hour gfedc
3 A. Peak-Hour Conditions (Minor delay --and-- minor volume --and-- total volume ) --or-- gfedc 3 B. Peak- Hour Vehicular Volumes (Both major approaches --and-- higher minor approach) gfedc Warrant 4: Pedestrian Volume gfedc
4 A. Pedestrian Volumes (Four hours --or-- one hour) --and-- gfedc 4 B. Gaps Same Period (Four hours --or-- one hour) gfedc Warrant 5: School Crossing gfedc
5. Student Volumes --and-- gfedc 5. Gaps Same Period gfedc Warrant 6: Coordinated Signal System gfedc
6. Degree of Platooning (Predominant direction or both directions) gfedc Warrant 7: Crash Experience gfedc
7 A. Adequate trials of alternatives, observance and enforcement failed --and-- gfedc 7 B. Reported crashes susceptible to correction by signal (12-month period) --and-- gfedc 7 C. 80% Volumes for Warrants 1A, 1B --or-- 4 are satisfied gfedcb Warrant 8: Roadway Network gfedc
8 A. Weekday Volume (Peak hour total --and-- projected warrants 1, 2 or 3) --or-- gfedc 8 B. Weekend Volume (Five hours total) gfedcCopyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 11/9/2007 4:08 PM
Page 1 of 1Warrants Summary
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Warrants Summary Information AnalystAgency/Co The Transpo Group Date Performed 10/23/2007 Project ID Ellensburg Regional Retail East/West Street Driveway C File Name 14 Driveway C.xhy
Intersection 14 Jurisdiction Ellensburg, WA Units U.S. Customary Time Period Analyzed Weekday PM Peak Hour North/South Street SR 97 Major Street North-South
Project Description Ellensburg Regional Retail General Roadway Network
Major Street Speed (mph) 35 Nearest Signal (ft) 0 Crashes (per year) 0
gfedc Population < 10,000
gfedc Coordinated Signal System
gfedc Adequate Trials of Alternatives
Two Major Routes gfedc
Weekend Count gfedc
5-yr Growth Factor 0
Geometry and TrafficEB WB NB SB
LT TH RT LT TH RT LT TH RT LT TH RT
Number of lanes, N 1 1 0 1 1 0 1 2 0 1 2 0
Lane usage L TR L TR L TR L TR
Vehicle Volume Averages (vph) 0 0 0 148 0 51 0 350 138 15 457 0
Peds (ped/h) / Gaps (gaps/h) -- / -- -- / -- -- / -- -- / --
Delay (s/veh) / (veh-hr) -- / -- -- / -- -- / -- -- / --
Warrant 1: Eight-Hour Vehicular Volume gfedcb
1 A. Minimum Vehicular Volumes (Both major approaches --and-- higher minor approach) --or-- gfedc 1 B. Interruption of Continuous Traffic (Both major approaches --and-- higher minor approach) --or-- gfedc 1 80% Vehicular --and-- Interruption Volumes (Both major approaches --and-- higher minor approach) gfedcb Warrant 2: Four-Hour Vehicular Volume gfedcb
2 A. Four-Hour Vehicular Volumes (Both major approaches --and-- higher minor approach) gfedcb Warrant 3: Peak Hour gfedcb
3 A. Peak-Hour Conditions (Minor delay --and-- minor volume --and-- total volume ) --or-- gfedc 3 B. Peak- Hour Vehicular Volumes (Both major approaches --and-- higher minor approach) gfedcb Warrant 4: Pedestrian Volume gfedc
4 A. Pedestrian Volumes (Four hours --or-- one hour) --and-- gfedc 4 B. Gaps Same Period (Four hours --or-- one hour) gfedc Warrant 5: School Crossing gfedc
5. Student Volumes --and-- gfedc 5. Gaps Same Period gfedc Warrant 6: Coordinated Signal System gfedc
6. Degree of Platooning (Predominant direction or both directions) gfedc Warrant 7: Crash Experience gfedc
7 A. Adequate trials of alternatives, observance and enforcement failed --and-- gfedc 7 B. Reported crashes susceptible to correction by signal (12-month period) --and-- gfedc 7 C. 80% Volumes for Warrants 1A, 1B --or-- 4 are satisfied gfedcb Warrant 8: Roadway Network gfedc
8 A. Weekday Volume (Peak hour total --and-- projected warrants 1, 2 or 3) --or-- gfedc 8 B. Weekend Volume (Five hours total) gfedcCopyright © 2005 University of Florida, All Rights Reserved HCS+TM Version 5.2 Generated: 11/9/2007 4:09 PM
Page 1 of 1Warrants Summary
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Appendix E: Parking Distribution
Weekday 85th Percentile Parking Demand Distribution
0
50
100
150
200
250
300
350
400
6:00 A
M7:0
0 AM
8:00 A
M9:0
0 AM
10:00
AM11
:00 AM
12:00
PM1:0
0 PM
2:00 P
M3:0
0 PM
4:00 P
M5:0
0 PM
6:00 P
M7:0
0 PM
8:00 P
M9:0
0 PM
10:00
PM11
:00 PM
Park
ing
Dem
and
(veh
icle
s pe
r hou
r)
General Retail (south of US 97) Hotel (south of US 97)
Parking Supply = 360
Saturday 85th Percentile Parking Demand Distribution
0
50
100
150
200
250
300
350
400
6:00 AM
7:00 AM
8:00 AM
9:00 AM
10:00 AM
11:00 AM
12:00 PM
1:00 PM
2:00 PM
3:00 PM
4:00 PM
5:00 PM
6:00 PM
7:00 PM
8:00 PM
9:00 PM
10:00 PM
11:00 PM
Park
ing
Dem
and
(veh
icle
s pe
r hou
r)
Retail (south of Us 97) Hotel (south of US 97)
Parking Supply = 360
Weekday 85th Percentile Parking Demand Distribution
0
200
400
600
800
1000
1200
1400
1600
1800
2000
6:00 AM
7:00 AM
8:00 AM
9:00 AM
10:00 AM
11:00 AM
12:00 PM
1:00 PM
2:00 PM
3:00 PM
4:00 PM
5:00 PM
6:00 PM
7:00 PM
8:00 PM
9:00 PM
10:00 PM
11:00 PM
Park
ing
Dem
and
(veh
icle
s pe
r hou
r)
Free Standing (north of US 97) Home Improvement (north US 97) General Retail (north of US 97)
Parking Supply = 1,819
Saturday 85th Percentile Parking Demand Distribution
0
300
600
900
1200
1500
1800
6:00 A
M7:0
0 AM
8:00 A
M9:0
0 AM
10:00
AM11
:00 AM
12:00
PM1:0
0 PM
2:00 P
M3:0
0 PM
4:00 P
M5:0
0 PM
6:00 P
M7:0
0 PM
8:00 P
M9:0
0 PM
10:00
PM11
:00 PM
Park
ing
Dem
and
(veh
icle
s pe
r hou
r)
Free Standing (US 97 north) Home Improvement (US 97 north) Retail (US 97 north)
Parking Supply = 1,819