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Yelm Applebees - Revised TIARevised Transportation Impact Analysis YELM APPLEBEE'S Prepared for. Concept Solutions duly 2007 Prepared by: The Transpo Group, Inc. 11730 118"' Avenue NF, Suite 600 Kirkland, WA 98034-7120 Phone: 425.821.3665 Fax: 425.825.8434 w~vw. thetran sp ogroup. com © 2006 The Transpo Group ~xPiaFS 06/101 2®~~ Yelm Applebee's ,July 2007 Table of Contents INTRODUCTION--------------------------------------------------------------------------------------- ~ Project Location and Description ........................................................................................... 1 Study Approach--• ....................................................................................................................... 4 EXISTING CONDITIONS ------------------------------------------------------------------------ ---- 5 Roadway Network ...............................................................................................................•-•--. 5 Non-Motorized Facilities .......................................................................................................... 7 Traffic Volumes ...................................................................................••--••--••---......................... 7 Traffic Operations .....................................................................................••--••--•--..................... 7 Traffic Safety .........--••--••--• ............................................................................................•-••--•--..... 9 Transit Service ............................................................................................••--••--••--••--•--............. 9 FUTURE WITHOUT-PROJECT CONDITIONS ............................................... 1 1 Planned Transportation Improvements ............................................................................... 11 Traffic Volumes ...................................................................................••--••--••---....................... 11 Traffic Operations ................................................................................................................... 15 PROJECT IMPACTS ------------------------------------------------------------------------------ --- 1 7 Trip Generation .•-••--••--••-••-• ...............................................................•-••--••-............................. 17 Trip Distribution and Assignment ........................................................................................ 17 Traffic Volume Impacts .......................................................................................................... 1 S Traffic Operations Impacts .................................................................................................... 22 Site Access .......................................................................................••--••--•--............................... 23 Non-Motorized Impacts --••-• ................................................................................................... 24 Traffic Safety Impacts ............................................................................................................. 24 Concurrency Evaluation ............................................................................•--••--••--••---............. 24 SUMMARY AND CONCLUSIONS ........................................................... ... Z5 APPENDIX A: SLOPING MEMORANDUM AND CITY RESPONSE APPENDIX B: TRAFFIC COUNT DATA APPENDIX C: LEVEL OF SERVICE DEFINITIONS APPENDIX D: CAPACITY ANALYSIS WORKSHEETS The Transpo Group ~ Yelm Applebee's Table of Contents Continued Figures ,July Zoo? Figure 1. Project Site Vicinity ................................................................................................ 2 Figure 2. Project Site Plan .................................................................................................... .. 3 Figure 3. Existing Intersection Channelization and Control .......................................... ..6 Figure 4. Existing Weekday PM Peak Hour Traffic Volumes ........................................ 10 Figure 5. Pipeline Weekday PM Peak Hour Traffic Volumes ........................................ 13 Figure 6. Baseline Weekday PM Peak Hour Traffic Volumes ........................................ 14 Figure 7. Project Trip Distribution ..................................................................................... 19 Figure 8. Project Trip Assignment ...................................................................................... 20 Figure 9. With-Project Weekday PM Peak Hour Traffic Volumes ............................... 21 Tables Table 1 . Existing PM Peak Hour Level of Service Summary .......................................... 8 Table 2. Intersection Accident Data Summary (2004-2006) ...........................................9 Table 3. Without-Project PM Peak Hour Level of Service Summary ..........................15 Table 4. Project Trip Generation Summary .....................................................................17 Table 5. Traffic Volume Impacts ......................................................................................18 Table 6. With-Project PM Peak Hour Level of Service Summary -Signalized..........22 Table 7. With-Project PM Peak Hour Level of Service Summary - Unsignalized.....23 The Transpo Group ~ Yelm Applebee's ,July 2007 1 ntrod uction This report summarizes the transportation impact analysis (TIA) conducted for the Yelm Applebee's development in the City of Yelm, Washington. The scope for this study was developed in coordination with planning and engineering staff from the City of Yelm. The report is divided into five primary sections. • Existing Conditions documents the current conditions within the study area. Existing levels of service at study intersections are calculated based on existing intersection geometry and traffic volumes. This section also includes descriptions of transit service, non-motorized facilities, and traffic safety within the study area and on roadways adjacent to the site. • Future Without-Project Conditions documents the conditions expected to prevail in the study area in 2009 without the proposed project. The operations analyses include all roadway improvements and increases in traffic volumes resulting from other planned developments in the vicinity of the project site by 2009. • Future With-Project Conditions documents the impact of the proposed project relative to baseline conditions. • Summary and Conclusions provides an overview of the project, anticipated trip generation, and LOS impacts. Project Location and Description The proposed retail project includes the construction of a 5,452 square foot sit-down restaurant (Applebee's). The project site, shown in Figure 1, is located along the north side of Yelm Avenue E in the existing QFC shopping center west of Plaza Drive NE in the City of Yelm. Access is proposed from Yelm Avenue E via the existing QFC three- quarter movement driveway immediately west of the site and an existing full-movement access drive on Plaza Drive NE north of Yelm Avenue E. Parking will be provided in a 69-stall surface parking lot on-site. Figure 2 illustrates the proposed site plan. The Transpo Group ~ l 1 7r2.doc Page 1 Figure 1 Project Site Vicinity Yelm Applebee's The Transpo Group M:\07107117 Yelm ApplebeeslGraphics\graphic03 <Fig 1>junel 0610710713:23 -- ~ ~- '~- - ' ~ - - --~c- -~ - - -- Figure 2 Site Plan -~-~-: -~ Yelm Applebee's The Transpo Group M:\07\07117 Yelm ApplebeeslGraphics\graphic03 <Fig 2> bartp 0712310716:23 Yelm Applebee's Study Approach ,July Zoo? The approach for this analysis was developed based on City guidelines, coordination with review staff and in compliance with State Environmental Policy Act (SEPA) requirements. The specific study scope was identified through the submittal of initial traffic analyses to the City of Yelm. A copy of the submitted scoping memorandum and City response is attached in Appendix A. As directed, the analysis focuses on weekday PM peak hour traffic operations at the proposed site driveways and at the following 20 off-site SEPA and concurrency intersections which are represented in graphical form in Figure 3. 1. Yelm Ave SE/Burnett Rd SE 2. Yelm Ave W/Million St SE 3. Yelm Ave W/Cullens St 4. Yelm Ave W/Longmire St 5. Yelm Ave/First St 6. Yelm Ave E/4th St 7. Yelm Ave E/Clark Rd SE 8. Yelm Ave E/ 103rd Ave SE 9. Yelm Ave E/Vancil Rd SE 10. Yelm Ave E/QFC Access 11. Yelm Ave E/Plaza Dr NE 12. NE Creek St/Bald Hill Rd SE/SR 507 13. SR 507/Grove Rd SE 14. SR 507/SR 510 Loop 15. First St SE/SE Mosman Ave 16. First St N/Stevens Ave NE 17. First St N/Railway Rd 18. 103rd Ave SE/West Road E 19. 103rd Ave SE/Grove Rd SE 20. Plaza Dr NE/Dairy Queen Access The project is expected to be completed in 2009. As such, the full study area is evaluated to determine the impacts of this project at the anticipated year of opening (2009). The following sections within this report document the existing and future without- project (baseline) and future with-project conditions within the study area. Project impacts are identified by comparing forecast with-project conditions against forecast without-project conditions. Potential mitigation measures are identified where necessary to offset these impacts. The Transpo Group ~ l 1 7r2.doc Page 4 Yelm Applebee's ,July 2007 Existing Conditions This section of the report provides an inventory of existing transportation conditions throughout the study area. This inventory serves as the foundation from which future traffic conditions are forecast and evaluated. The following paragraphs describe the vicinity roadway network, non-motorized facilities, existing traffic volumes and operations, traffic safety and existing transit service within the study area. Roadway Network The following roadways comprise the primary roadway system in the project site vicinity. Furthermore, these roadways would accommodate a majority of the project-generated traffic and, in doing so, would experience the greatest project impacts. The following paragraphs describe the general characteristics of these roadways. The existing channelization and intersection control at each study area intersection is illustrated in Figure 3. SR 507(First Street SE) is a regional highway operated by WSDOT that is the primary roadway in the region and will carry a large portion of project traffic to the site. It is a two-lane highway entering the City of Yelm from the southwest Upon entering the city, SR 507 becomes First Street and then turns southeast onto Yelm Avenue, intersecting SR 510. SR 507 then continues east past the project site before turning northward and ending at SR 7. SR 507 is a two-lane roadway with a varying speed limit between 55 mph and 35 mph along this section. SR 510 is a regional state highway and the primary connector to Olympia/Lacey/ Tumwater for the City of Yelm. This is also atwo-lane roadway with a speed limit of 55 mph before entering the City. Traveling southeast through the City, the roadway changes name from SR 51 O to SR 507 at First Street SE. This roadway will carry project traffic to the site from the west and northwest. SR 51 O and SR 507 serve together as the primary transportation spine of the City of Yelm and have the highest concentrations of traffic within the City. The remaining roadways within the study area are minor in nature and generally serve to provide access between adjacent land uses and the wider transportation network. A few of these facilities have lane markings and some form of non-motorized accommodations, such as sidewalks or wide shoulders. However, most are unmarked roadways with little or no pedestrian or bicycle facilities. The Transpo Group ~ l 1 7r2.doc Page 5 O W YELM AVE SE O W YEOLM AVE E O W YELM AVE O W YELMI AVET O MOSMAN AVE (WEST) O MOSMAN AVE (EAST) O YELM AVE O S EVENS AVE NE ~ ~ w w z S ~ z m ~ z O 1 y~<: 2i5, 510 BERRYVALLEYR SE _ ~ ~ ~ ~ ~~ ~ CLARK RD SE 1 p 4TH ST ~ 1 1 PRAIRIE PARK 1 2 103RD AVE SE 1 3 VANCIL RD SE 1 4 WEST RD E YELM AVE E YELM AVE E YELM AVE E YELM AVE 103RD AVE SE NOT TOSCALE ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ w J z ~ o U 1 6 GROVE RD SE 1 ~ GROVE RD SE 1 8 SR 507 Y O 103RD AVE SE O SR 507 O SR 510 LOOP RD ~5~ ~~ z 3 ~~ ~~ 8 ~ PG`~~G ~ ~;~ Q ~ ~ ~ ~ FUTURE ,~ sr INTERSECTION 4 ~., 7 '~9 F ~: LF l'1'O 5~~, ` 6 ~`~ ~`° pS, ' ~ ~ w q,1, t `'°,° ~F a S a E sT „' w yF ~~ 14 16 r 1 ~ ~~9LF' ~ ~` ~~~ 21 ~ 5~ 1 1 - 103RD AVE SE ~,,.. 9~ ~ w ~~ ~\~5~ s 5 SITE ~ ~ ~ ~~ 12 Z: a W 1 7 ~~a ~, 0 1 8 P 0 o N 13 ~ °; N LL~ ,~~~ o ~ ~ ~~ 507 ' ~ ~ 1 9 v° ~ ~ .~.°`~ s~ Y m 2 p ~. 507 ~ ~ ~ U Q e9~a 15 w ~`N ti~l~ ~ ~I °~ Ra SF Figure 3 Existing Intersection Channelization and Control Yelm Applebees M:\07\07117 Yelm ApplebeeslGraphics\graphic03 <Fig 3> bartp 0712310716:23 2 p PLAZA DR NE E YELM AVE T~ ~~ O FIRST ST RAILWAY ST ~~ NE CREEK ST 1 S BALD HILL RD E YELM AVE ~_~~~ ~~ 19 DRIVEWAY O E YELM AVE ~_ 21 PLAZA DR NE DRIVEWAY F ~ ~~ LEGEND ® = TRAFFIC SIGNAL =STOP SIGN The Transpo Group Yelm Applebee's ,July 2007 Non-Motorized Facilities Sidewalks are provided along roadways at many study intersections primarily along Yelm Avenue within the city. Bike lanes are provided along Yelm Avenue from approximately Third Street to Bald Hill Road. Traffic Volumes The traffic analysis focuses on the weekday PM peak hour as required by City standards. Turning movement traffic counts for all study area intersection were conducted on June 13, 2006 and May 30, 2007. The peak hour for each individual intersection was used in the technical analysis. This produces a reasonable, yet conservative analysis of traffic conditions within the study area. Existing weekday PM peak hour traffic volumes at study intersections are summarized in Figure 4. These counts were used to establish existing traffic conditions and provide the basis for estimating forecast traffic volumes. The existing counts are also included in Appendix B of this report. Traffic Operations A level of service (LOS) analysis was conducted for the study intersections under existing conditions. Level of service is a qualitative measure of the performance of an intersection. Levels of service values range from LOS A, indicating good operation and low vehicle delays, to LOS F, which indicates congestion and longer vehicle delays. Appendix C contains a detailed explanation of LOS criteria and definitions. The LOS results tabulated in this report reflect overall intersection levels of service based on total intersection delay for signalized and unsignalized intersections as directed by the City's traffic consultant. This standard was affirmed through the land use hearings conducted for the Wal-Mart project southeast of the site. Existing lane geometries and traffic controls were used for all study intersections. .Sy~achro v 6.0 (Build 614) was used to evaluate intersection levels of service based on 2000 High2vay Capaciy Ma~auaZ (HCM~ (Transportation Research Board, 2000) methodologies which is consistent with the acceptable City methodology. Existing signal timing parameters were obtained from WSDOT for the signalized study intersections and used for the evaluation of existing conditions, as well as the future without-project and future with-project evaluations described in subsequent sections of this report. The results of the intersection LOS analysis are summarized in Table 1. The Transpo Group ~ l 1 7r2.doc Page 7 Yelm Applebee's ,July 2007 Table 1. Existing PM Peak Hour Level of Service Summary Overall Worst Movement Intersections LOS' ~elay~ V/C3 WM° LOS delay Veh~ S(gnci/izecf Intersections Yelm Avenue E/First Sts p 37.5 0.73 Yelm Avenue E/Clark Rd SE g 10.2 0.62 Yelm Avenue E/Vancil Rd SE C 22.9 0.61 NE Creek St/Bald Hill Rd SE/SR 507 p 52.6 0.95 Un sic~nalizecl Intersections Yelm Ave SE/Burnett Rd SE A 0.9 - SB D 28.7 25 Yelm Ave SE/Killion St SE A 0.4 - SB D 33.0 1 5 Yelm Ave SE/Cullens St A 3.9 - SBL F 132.9 30 Yelm Ave SE/Longmire St A 0.8 - SB E 40.4 1 5 Yelm Ave E/4`" Sts A O.5 - SB D 29.4 1 O Yelm Ave E/103rd Ave SE A 1 .3 - NB F 49.4 1 O Yelm Ave E/QFC Access A 2.2 - NBL F 69.5 5 Yelm Ave E/Plaza Dr NE A 7.7 - SBL F x200 1 O SR 507/Grove Rd SE A 2.2 - SB E 42.9 70 1 03rd Ave SE/West Rd W A 5.1 - SB B 1 2.6 1 40 1 03rd Ave SE/Grove Rd SE A 8.7 - EB A 9.2 1 55 Plaza Dr NE/Site Driveway A 3.2 - WB A 9.1 30 First St SE/SE Mosman Ave A Z3 - WB C 20.0 90 First St SE/SW Mosman Ave A 5.9 - EB C 23.4 255 First St N/Stevens Ave NE A 2.9 - WB B 1 2.5 1 00 First St N/Railway Rd A 1 .7 - WB B 1 2.3 65 1 Level of service, based on 2000 Highway Capacity Manual methodology. 2. Average delay in seconds per vehicle. 3. Volume-to-capacity ratio. 4. Worst movement reported for unsig nalized intersections . 5. Number of vehicles using worst movement . 6. LOS standard is F as documented in the Cit y of Yelm Co mprehensive P/ctn. The City of Yelm and WSDOT have established a minimum intersection level of service standard of LOS D for intersections within their respective jurisdictions. The exception is the City downtown core where the minimum standard is LOS F7 and includes the intersections of Yelm Avenue E/4th Street, and Yelm Avenue/First Street. LOS is measured as the average of all approaches to the intersection and is used to insure that maintenance and expansion of transportation infrastructure occurs concurrently with development. Intersections operating below standard are often earmarked for future improvements. Although some movements at unsignalized intersections operate poorly, the overall average LOS at each study intersection currently meets the City's and WSDOT minimum LOS D or F standard as shown in the tables above. 1 City ofYelm Comprehensive Plan, April 1998, page VI-2. The Transpo Group ~ l 1 7r2.doc Page 8 Yelm Applebee's ,July 2007 Traffic Safety Historical accident data at the 20 existing study intersections was obtained from WSDOT for the most recent three-year period available (2004-2006). The detailed accident data was evaluated to assess the current traffic safety at the study intersections. Typically, intersections with collision rates greater than 1.00 collisions per million entering vehicles are earmarked for continued evaluation and potential safety improvements. Table 2 summarizes the accident data and calculated accident rates. Table 2. Intersection Accident Data Summary (2004-2006) Study Area Intersections 2004 2005 2006 Total Ave. MEV' Yelm Ave SE/Burnett Rd SE Z Z 1 5 1.67 0.36 Yelm Ave SE/Killion St SE 2 6 3 1 1 3.67 0.68 Yelm Ave SE/Cullens St 4 1 5 10 3.33 0.55 Yelm Ave SE/Longmire St 3 1 O 4 1.33 O.Z3 Yelm Ave SE/First St 9 8 8 25 8.33 1 .06 Yelm Ave E/4`" St 4 2 3 9 3.00 0.44 Yelm Ave E/Clark Rd SE 2 Z 3 7 2.33 0.31 Yelm Ave E/103rtl Ave O Z 1 3 1 .00 O.1 5 Yelm Ave E/Vancil Rd SE 8 1 3 5 Z6 8.67 1 .1 3 Yelm Ave E/QFC Access No data available. Yelm Ave E/Plaza Dr NE l 1 Z 4 l .33 O.1 9 NE Creek St/Bald Hill Rd SE/SR 507 2 7 4 1 3 4.33 0.56 SR 507/Grove Rd SE 5 4 2 l l 3.67 0.68 1 03rd Ave SE/West Rd W No data available. 1 03rd Ave SE/Grove Rd SE No data available. Plaza C)r NE/Site Driveway No data available. First St SE/SE Mosman Ave 4 3 2 9 3.00 0.71 First St SE/SW Mosman Ave First St N/Stevens Ave NE O O 2 Z 0.67 0.30 First St N/Railway Rd O O O O 0.00 0.00 1 . Average accidents per million entering vehicles. As shown in Table 2, the greatest number of collisions in the study area occurred at the intersections of Yelm Avenue SE/First Street and Yelm Avenue E/Vancil Road SE. The most common accident type at these intersections was rear-end accidents. No fatalities were reported at these intersections, or in the study area during the time period analyzed. This, combined with accident rates less than 1 .50 per million entering vehicles, implies that there are no serious existing traffic safety deficiencies in the study area. Transit Service Transit service to the City of Yelm is provided by Intercity Transit Route 94. The route connects Yelm to the Tri-City area of Olympia/Lacey/Tumwater along SR 51 O with service every 60-70 minutes between 5:50 am and 7:25 p.m. on weekdays and 9 a.m. to 7:10 p.m. on Saturdays and Sundays. The nearest transit stop to the site is located in the Nisqually Crossroads. The Transpo Group ~ l 1 7r2.doc Page 9 O SE O O W YELM AVE W YELM AVE W YELM AVE 5 5 20 5 10 40 1 30 E ~ ~ ~ E + ~ 20, ~ 15 5 ! ~ 5 60, ~ 35 720 ~ f 475 930 ~ f 530 915 ~ f 530 15 ~ j 15 ~}~ 5 110 5 /E SE 0 0 510 z 0 93RTDiII AVE SE ~ i 1 yF`~y~ sF BERRY VALLEY Rp. Z O 2 3 ;~ C ~- i z o ~ ~~ m C 507 N NOT TO SCALE O LONGMIRE ST W YELM AVE 5 5 5 ~ ~ 5! ~10 925 ~ f 580 15 ~ j 10 ~}~ 5 110 0 1 0 4TH ST E YELM AVE 5 5 ~ ~ 10 ! ~10 925 ~ f 900 5~ j10 ~ ~ ~ 5 10 z 0 ti o a o U p 0 ~~ z e ~~ ~g ~DQPG\~\G~Q 9 8 . , T<c/F. ~L~. 7 ~F ~] FIRST ST O O O FIRST ST O FIRST ST MOSMAN AVE (WEST ) MOSMAN AVE (EAST) YELM AVE STEVENS AVE NE RAILWAY ST 350 330 80 205 145 35 I 1 30 105 1 40 1 55 1 5 E + + ~ E + ~ + ~ + ~ 80, ~ 30 145, ~ 30 ~ 60 ~ 5 600 ~ f 445 175 ~ j 60 80 ~ j 185 j 40 j 60 t 'l t 5 'l 1 ~ 1 ~ 1 ~ I 1 1 420 410 90 215 200 1 1 CLARK RD SEI PRAIRIE PARK 1 2 103RD AVE SE E YELM AVE 1 3 VANCIL RD SE E YELM AVE 1 4 WEST ROAD 103RD AVE SE 1 5 NE CREEK ST/ BALD HILL RD SE E YELM AVE E YELM AVE 5 65 15 135 25 1 30 45 5 60 1 95 30 1 90 55 1 90 E + ~ ~ ~ E + ~ ~ + ~ E + ~ 25, ~ 25 70 ! ~ 20 ~ 40 55, ~ 75 35 ! 50, ~ 55 895 ~ f 895 905 ~ f 720 680 ~ f 615 100 ~ f 50 480 ~ f 460 20~ j70 5~ j5 150 j45 5~ j5 380 j70 1 ~ 1 1 ~ 1 0 60 5 1 0 80 0 240 30 5 50 5 90 GROVE RD SE 1 F O 1 ~ GROVE RD SE O 1 8 SR 510 LOOP RD O 1 9 O SHOPPING CENTER ) 103RD AVE SE SR 507 SR 507 DRIVEWAY ov ~P o~, F 35 90 5 ~ ~ 120 ! ~ 5 20 ~ f 10 15~ j5 35 0 95 `LFS 14 _ m T '~a > 0 10 `F~~9,~sF 21 16 ~`~~ 103RD AVE SE b 5~ 6 11 SITE ~ P 12 °P ~I o 1 7 ° , ~~ 1 8 ,~- 13 N z `, ~I 19 ~ 2 0 - Q .~ ~ e9~Q E YELftI AVE ~ ~ H~~! 1 5 ~ ~ R° SF Figure 4 Existing Weekday PM Peak Hour Traffic Volumes Yelm Retail E YELM AVE 10 60 10 E ~ E 10, ~ 80 15, ~ 25 FUTURE 625 ~ f 690 INTERSECTION 770 ~ f 695 35 ~ j 65 / T 5 1 8 5 5 2 O PLAZA DR NE O 2 1 PLAZA DR NE O E YELM AVE SITE DRIVEWAY 5 50 45 10 10 ~ ~ E 45 ! ~ 30 10, 775 ~ f 670 45 ~ j 125 20 ~ ~ ~ ~ 10 155 35 ~ 10 45 The Transpo Group M:\07\07117 Yelm ApplebeeslGraphics\graphic03 <Fig 4> bartp 0712310716:13 Yelm Applebee's ,July 2007 Future Without-Project Conditions A future (2009) without-project analysis was developed to identify forecast traffic conditions without the development of the proposed project. These evaluations establish a baseline for identifying project impacts based upon a comparison ofwithout-project traffic conditions. The future roadway network, traffic volumes, and traffic operations are defined in this section. Planned Transportation Improvements Transportation improvements within the study area are planned jointly through the coordination of WSDOT and the City of Yelm. The City of Yelm maintains a Six-year Transportation Improvement Program (STIP) that lists all planned transportation improvements for City facilities. The City's 2006-2011 STIP identifies a total of 16 improvement projects. All of these projects are focused on maintenance, right-of--way acquisition or upgrades to existing roadways in order to meet the appropriate street classification standards with the exception of the Stevens Street extension from Edwards Street and First Street. Although this project is funded and would improve intersection operations, the timing of this improvement is later than the horizon year identified for this project. Thus, the analysis has been performed without it to provide an evaluation of conditions at the year of opening and provide a worst-case scenario of future conditions. The SR 510 loop (Y2/Y3) project, which is planned jointly by WSDOT and the City of Yelm, will add significant capacity to the roadway network within the City. This new loop road, which should be completed by 2010, will provide a route around downtown Yelm, with the expectation that through traffic would tend to use the loop as a by-pass road to avoid congestion in the downtown area. Since the completion of the SR 510 by- pass, and the associated shifts in travel patterns are not expected to occur prior to 2010, the by-pass was not accounted for in the 2009 evaluations described in this report. Traffic Volumes Future without-project, or "baseline", traffic volumes were established in two steps. First, existing counts were projected to 2009 using a 2-percent annual growth rate as directed by City staff. Secondly, 20 pipeline projects were added to the projected 2009 traffic volumes. Pipeline projects are development projects that have been permitted but not currently built and therefore do not currently generate traffic on the roadway. The following projects were accounted for as directed by City staff The Transpo Group ~ l 1 7r2.doc Page 1 1 Yelm Applebee's ,July 2007 1. Berry Valley Phase 1 11. Mountain Shadow 2. Berry Valley Phase 2 12. Mount Sunrise 3. Burnett Commercial Park 13. Plaza Drive Commercial 4. Cherry Meadows 14. Rainier View Estates 5. Deer Run 15. Tahoma Terra (Phases 1 and 2) 6. Development at Yelm 16. Terra Valley 7. Forrester Heights 17. Wal-Mart 8. Green Village 18. Willow Glen 3 9. Hutch Subdivision 19. Windshadow 10. Mountain Meadows 20. Wyndstone The resulting pipeline-generated traffic volumes are shown in Figure 5 while the baseline traffic volumes are illustrated in Figure 6. The Transpo Group ~ l 1 7r2.doc Page 1 2 O SE O O O I T O O O O O W YELM AVE W YELM AVE W YELM AVE W YELM AVE MOSMAN AVE (WEST) MOSMAN AVE (EAST) YELM AVE STEVENS AVE NE RAILWAY ST 1 146 146 19 162 141 22 26 31 30 14 24 1 3 1 97 46 21 , ~ 25 51 ! ~ 49 21 , ~ 37 1 ! ~ 3 ~ 1 119 , ~ 49 350 ~ f 258 296 ~ f 266 336 ~ f 369 302 ~ f 340 286 ~ f 349 45 ~ j 75 12 ~ j 16 71 ~ j 127 51 ~ 46 ~ j 68 j 21 1 1 1 1 1 1 5 43 6 5 82 4 57 56 66 1 157 157 29 197 164 1 O 4TH ST E YELM AVE 1 1 CLARK RD SEI PRAIRIE PARK 1 2 103RD AVE SE s E YELM AVE 1 3 VANCIL RD SE E YELM AVE 1 4 WEST ROAD 103RD AVE SE 1 5 NE CREEK ST/ BALD HILL RD SE N E YELM AVE E YELM AVE 21 /E sE - NOT TO SCALE 1 ~ 2 ~ 1 ~ 3 ~ 63 ~ 1! 1, 1, ~31 ° ° 350 ~ f 423 343 ~ f 408 352 ~ f 415 348 ~ f 409 276 ~ f 351 w j1 1~ j9 3~ j8 12~ j42 510 ~ z ~ ~ ~ ~ ~ ~ ~ ~ 1 1 10 5 1 1 9 35 1 1 45 o z _ ~ 10 93RD AVE SE rF ~`' ~ N ~ W a - ~ 1 F) GROVE RD SE O 1 ~ GROVE RD SE O °- - 1 8 SR 510 LOOP RD O ° 1 9 SHOPPING CENTER O t~ 1 o ~ w 103RD AVE SE SR 507 SR 507 DRIVEWAY y~ SF Y o ° 22 E YELM AVE ~,. ~ ~5e J e ~ ~ `'~ ~ z sp ~~~~ 10 ~ ~ 9 ! 9 ~- ~ 10 87 109 ~ ~- 158 ! ~ 75 2 G 0? ~ ° ~Q-r ~°- ~ ~ ~< a ~° °~F~°~ 382 ~ f 422 224 ~ f 335 353 ~ f 410 BERRY VALLEYR SE 3 9 ~' P 4 ~ rF~F °s2 9 S ELF N ~P a 19 ~ ~O ~ F sF S~'a ~q ~ Fsr 14 ~- ~ 2 O PLAZA DR NE O E YELM AVE 2 1 PLAZA DR NE O SITE DRIVEWAY ~ F ~iQ ~ 5 ~ ~ `F~~q, , s~, 21 16 ~~ _ 5~ bZ, Y 103RD AVE SE v ~ ~ F~as~ w ( k~ ~~ SITE ~, P = 1 1 w ~~ ` N,. ~, o ~ ° „ ~ ~ ~ ~, w `°~ ~~ 18 1 7 ~°~~ o -- 1 3 o z ~ ~~ ~x ~ °~.o a5E _ m 2 O 19 ~ = `; ~ BH.. E YELftI ANE ~ _I ~/ -_~ ~w 507 `~ ~, 00 15 Figure 5 Pipeline Weekday PM Peak Hour Traffic Volumes Yelm Retail M:\07\07117 Yelm ApplebeeslGraphics\graphic03 <Fig 5> bartp 0712310716:15 The Transpo Group O BURNETT RD SE O KILLION ST SE W YELM AVE W YELM AVE 5 25 45 35 140 40,E ~~ 40 55 !~ + ~~ 55 1,100 ~ f 750 1,265 ~ f 815 45 ~ j 75 ~}~ 25 145 5 /E SE 510 93RTDiII AVE SE ~s i 1 yF`~y~ BE~ RRY /ALLEYF O CULLENS ST O LONGMIRE ST SO O O O O W YELM AVE W YELM AVE MOSMAN AVE (WEST) MOSMAN AVE (EAST) YELM AVE STEVENS AVE NE RAILWAY ST 5 5 510 490 100 375 290 55 155 E + ~ 5 110 ~ + ~ 35 I E + 130 205 190 + ~ E + ~ 155 + ~ 15 + ~ ~ 75 85, ~ 15 5 ! 85, ~ 30 270, ~ 80 ~ 60 ~ 5 1,290 ~ f 920 1,265 ~ f 945 910 ~ f 810 30 ~ j 30 85 ~ j 135 235 ~ j 60 130 ~ j 260 j 40 j 85 1 1 1 1 1 f 1 0 25 5 5 95 0 205 5 0 5 5 0 595 585 125 420 370 1 0 4TH ST E YELM AVE 1 1 CLARK RD SE/ 1 2 PRAIRIE PARK 103RD AVE SE 1 3 VANCIL RD SE E YELM AVE E YELM AVE 1 4 WEST ROAD 103RD AVE SE 1 5 NE CREEK ST/ BALD HILL RD SE E YELM AVE E YELM AVE N 5 70 15 160 -- 5 5 25 30 50 5 65 100 30 95 60 155 NOT TO SCALE ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 10 ! ~ 10 25, ~ 25 75 ! ~ 20 60, ~ 40 35 ! ~ 80 55, ~ 90 ° 1,310 ~ f 1,360 1,275 ~ f 1,340 1,295 ~ f 1,165 1,055 ~ f 1,050 105 ~ f 50 775 ~ f 830 w 5~ j10 20~ j80 5~ j5 160 j55 5~ j5 405 j115 ~ ~ ~ r~ ~ ~ ~r ~ ~r ~ ~r~ z _ 5 10 30 70 5 5 180 90 0 5 285 75 ~ ~ - o z _ ~ 5 50 5 105 N W a _ GROVE RD SE 1 F 1 ~ GROVE RD SE 1 8 SR 510 LOOP RD 1 9 SHOPPING CENTER J O s O ) 103RD AVE SE SR 507 SR 507 DRIVEWAY O O ~ E YELM AVE ~ 60 5~ ~ ~ z 105 5 ~ 10 70 85 110 10 e5 e ~~ ~~' ~~ ~~~~~ sp ~ ~- 135 ! ~ 5 ~ 10, ~- ~ 95 ~ 160 ! ~- ~ 75 ~ 15, ~ 25 G s 2 0? e~ ~ a ~°, o~F~°~ 20 ~ f 10 1,030 ~ f 1,140 930 ~ f 1,135 1,155 ~ f 1,135 3 ~ 9 ~ " QP ~ 15 ~ ~ 5 35 ~ 1 ~ 70 ~ SE n. T E ~ ~ ~ ~ T / 4 8 ~ ` LF °qti q 35 0 5 90 s~ ~ ~O ~F ~F _~ ,.. ~P o~~ 120 ~ 5 S~'q ~q ~ Fsr 1 4 ~ 2 0 PLAZA O E YELM DR NE AVE 2 1 PLAZA DR NE O SITE DRIVEWAY ~ F ~a 5 10 F`~q, sF 21 1 6 ~ 5 50 S~ b~`O l~. ~ 103RD AVE SE \ S J F~as 6 ~ ~~.v.k 5 SITE ° 50! ~30 10, 1 1 1 2 `'o~ w~ 0 1,160 ~ f 1,105 w w ~Pa F 45 ~ ~ 130 20 z w o~ - ~ ~ ~ 17 ~ LL~18 ~~~EN ~} ~ ~} c, ~% ~ 1 3 o z O~-~ a5E 10 1 160 35 m o ~ ~. P~. ~ ~ ~ 10 45 _ ~, 19 2 0 ~,„ Bq~O _ E YELftI AVE 507 ~ ~ ~ o ` H~<< R ~ o Figure 6 Baseline Weekday PM Peak Hour Traffic Volumes Yelm Retail The Transpo Group M:\07\07117 Yelm ApplebeeslGraphics\graphic03 <Fig 6> bartp 0712310716:17 Yelm Applebee's ,July 2007 Traffic Operations Future traffic operations in the study area were evaluated based on the 2009 forecast traffic volumes described above, using the same methodologies discussed in the evaluation of existing levels of service. Based on discussions with City staff, existing signal timing parameters were held constant for the future conditions. Table 3 provides a summary ofwithout-project LOS for the study intersections. Table 3. Without-Project PM Peak Hour Level of Service Summary Overall Worst Movement Intersections LOS' ~elay~ V/C3 WM° LOS delay Veh~ Signci/izecf Intersections Yelm Avenue E/First St6 F 1 23.3 1 .1 9 Yelm Avenue E/Clark Rd SE C 21 .3 0.88 Yelm Avenue E/Vancil Rd SE C 31 .9 0.91 NE Creek St/Bald Hill Rd SE/SR 507 F 1 55.2 1 .47 SR 507/SR 51 O Loop Road C 32.5 0.90 Urisigna/izec/ Intersections Yelm Ave SE/Burnett Rd SE A 1 O.O - SB F >200 70 Yelm Ave SE/Killion St SE C 1 7.6 - SB F >200 75 Yelm Ave SE/Cullens St F >200 - SB F >200 1 1 5 Yelm Ave SE/Longmire St F >200 - NB F >200 240 Yelm Ave E/4`" St6 F 62.2 - NB F >200 1 5 Yelm Ave E/103rtl Ave SE F >200 - NB F >200 1 O Yelm Ave E/QFC Access E 39.6 - NBL F >200 5 Yelm Ave E/Plaza Dr NE F >200 - SBL F >200 1 O SR 507/Grove Rd SE C 1 9.5 - SB F >200 80 1 03rd Ave SE/West Rd W A 5.2 - SB B 1 2.8 1 40 1 03rd Ave SE/Grove Rd SE A 9.2 - EB A 9.7 1 70 Plaza Dr NE/Site Driveway A 3.2 - EB A 9.1 30 First St SE/SE Mosman Ave A 3.0 - WB E 36.5 90 First St SE/SW Mosman Ave ~ 30.9 - EB F l 44.5 320 First St N/Stevens Ave NE A 2.7 - WB C 1 8.8 1 00 First St N/Railway Rd A 2.1 - WB C 20.3 90 1 Level of service, based on 2000 Highway Capacity Manual methodology. 2. Average delay in seconds per vehicle. 3. Volume-to-capacity ratio. 4. Worst movement reported for unsig nalized intersections. 5. Number of vehicles using worst movement. 6. LOS standard is F as documented in the Cit y of Yelm Com p~^ehensive P/crn. As shown, all study intersections remain in compliance with the LOS standard in 2009 with the exception of the following: • NE Creep Street/Bald Hill Road/SR 507 • Yelm Avenue SE/Cullens Street • Yelm Avenue E/Longmire Street Yelm Avenue E/ 103rd Avenue SE The Transpo Group ~ l 1 7r2.doc Page 1 5 Yelm Applebee's ,July 2007 • Yelm Avenue E/QFC Access • Yelm Avenue E/Plaza Drive NE These intersections which are expected to operate at LOS E or F. Please note that although there are two other study intersections that are expected to operate at LOS F (Yelm Avenue at First Street and 4th Street), these are located in the downtown core and therefore are in compliance with the City's LOS standard adopted for that area. The Transpo Group ~ l 1 7r2.doc Page 16 Yelm Applebee's ,July 2007 Project 1 m pacts This section highlights forecast traffic conditions with the proposed project. The results were compared to without-project (baseline) traffic conditions to identify project impacts. A description of project trip generation, trip distribution, and future traffic operations with the proposed project is provided in this section. Trip Generation Weekday PM peak hour trip generation for the proposed project was estimated using rates identified in the CiL~y ofYeLm MunicipczL Code from Table 15.40.030.B.1. City weekday PM peak hour rates were used for aHigh-Turnover Sitdown Restaurant. Trip Geeaeration, 7"' Edition, 2003, published by the Institute of Transportation Engineers (ITE) was used to calculate the weekday PM peak hour in/out trips. Pass-by trips are also accounted for in the trip generation estimate. Pass-by trips represent trips that are currently passing by the site. With the addition of the proposed development, these trips would stop at the site before continuing to their final destination. As such, these trips do not represent new trips to the adjacent roadway network. A summary of the resulting weekday PM peak hour trip generation estimates are provided in Table 4. Pass-by rates were also approved by the City. Table 4. Project Trip Generation Summary New PM Peak Hour Trips3 Size Trip Total Pass- (gsF) Rate' Trips bye Total In Out High Turnover Sit-down 5,452 1 0.92 59 2590 44 27 1 7 Restaurant (#932) 1 Trip rates per 1 ,000 gsf from City of Ye/m Municipcr/ Code. 2. Pass-by rate approved by the City of Yelm. 3. In/out splits based on Trip Generation, 7`^ Edition, 2003, published by ITE. Based on the trip generation and pass-by rates approved by the City of Yelm, this project is expected to generate 44 new trips (27 inbound and 17 outbound) and 15 pass-by trips during the weekday PM peak hour. Trip Distribution and Assignment New project trips were distributed to the surrounding roadway network according to the approved trip distribution for the nearby Wal-Mart project with some minor adjustments based on the specific access plan for the proposed site. This distribution was approved by City staff prior to the analysis. In 2009, approximately 23-percent of project related traffic is expected to orient to the west along SR 507 while 55-percent would orient to the east along SR 507. The remaining 22-percent would orient to the north and south along the First Street and Plaza Drive NE. The trip distribution is summarized in Figure 7. Pass-by trips were assigned based on the east/west directional split of traffic along Yelm Avenue E. The Transpo Group ~ l 1 7r2.doc Page 1 7 Yelm Applebee's ,July 2007 Trips were then assigned to the study area roadways based on these trip distribution patterns. Figure 8 shows the resulting weekday PM peak hour primary and pass-by trip assignments at the study area intersections. Traffic Volume Impacts The project generated traffic was added to the baseline traffic volumes to obtain the with-project volumes for the study intersections as illustrated in Figure 9. To gauge the relative traffic impacts of the proposed project, future weekday PM peak hour traffic volume comparisons are summarized in Table 5. Table 5. Traffic Volume Impacts 2009 Traffic Volumes Baseline Project With-Project percent Increase Intersections Traffic' Traffic' Traffic' due to Project Yelm Ave SE/Burnett Rd SE 2,000 5 2,005 0.2% Yelm Ave SE/Killion St SE 2,465 5 2,470 0.2% Yelm Ave SE/Cullens St 2,585 6 2,591 0.2% Yelm Ave SE/Longmire St 2,71 O 6 2,716 0.2% Yelm Ave SE/First St 3,460 16 3,476 0.596 Yelm Ave E/4`" St 2,730 17 2,747 0.6% Yelm Ave E/Clark Rd SE 2,930 17 2,947 0.6% Yelm Ave E/103rtl Ave 2,630 1 9 2,649 0.7% Yelm Ave E/Vancil Rd SE 2,975 20 2,995 0.7% Yelm Ave E/QFC Access 2,545 28 2,573 l .196 Yelm Ave E/Plaza Dr NE 2,765 ZS 2,794 l .O% NE Creek St/Bald Hill Rd SE/SR 507 3, 1 1 O Z4 3, 1 34 O.8% SR 507/Grove Rd SE 2,355 17 2,372 0.7% SR 507/SR 51 O Loop Road 2,495 17 2,51 2 0.7% 1 03rd Ave SE/West Rd W 430 2 432 O.5% 1 03rd Ave SE/Grove Rd SE 51 5 O 51 5 O.O% Plaza Dr NE/Site Driveway 1 70 27 1 97 1 5.9% First St SE/SE Mosman Ave 1 ,295 5 1 ,300 0.4% First St SE/SW Mosman Ave 1 , 555 5 1 , 560 0.396 First St N/Stevens Ave NE 980 5 985 O.5% First St N/Railway Rd 880 5 885 0.6% 1 . Total traffic entering intersection. As shown in Table 5, the largest percent increase in traffic volumes is anticipated at the two access point intersections along Yelm Avenue E and Plaza Drive NE. At all other study area intersections, the project is expected to represent one percent or less of future traffic volumes which is well within the daily fluctuations typically observed in background traffic volumes. The Transpo Group ~ l 1 7r2.doc Page 1 8 N NOT TO SCALE Figure 7 Project Trip Distribution Yelm Retail 3~9~ The Transpo Group M:\07107117 Yelm ApplebeeslGraphics\graphic03 <Fig 7>junel 0610710713:27 O SE O O O I T O O O O O W YELM AVE W YELM AVE W YELM AVE W YELM AVE MOSMAN AVE (WEST) MOSMAN AVE (EAST) YELM AVE STEVENS AVE NE RAILWAY ST 2 2 3 3 1 I ~- I 1 ~ 2 3~ f2 3~ f2 3~ f2 4~ f2 4~ f2 j 2 ~ t t ~ t t I I I I 3 3 2 2 1 0 4TH ST E YELM AVE 1 1 CLARK RD SEI 1 2 PRAIRIE PARK 103RD AVE SE s 1 3 E YELM AVE VANCIL RD SE E YELM AVE 1 4 WEST ROAD 103RD AVE SE 1 5 NE CREEK ST/ BALD HILL RD SE N E YELM AVE E YELM AVE /E SE NOT TO SCALE 1 ~ 1 ~ ~ 1 1 , ° ° 11~ f6 11~ f6 11 ~ f6 12~ f7 1~ f1 7~ f10 w 2~ 510 r- -~ ° z ~ 1 3 93RD AVE SE ~ ° - °- - ° rF ~`' N ~ W a 1 F) O GROVE RD SE 1 ~ O GROVE RD SE 1 8 SR 510 LOOP RD O 1 9 SHOPPING CENTER O t~ 1 o ~ w 103RD AVE SE SR 507 SR 507 DRIVEWAY y~ sF o o E YELM AVE ~ 55 ~~ ~ (6) 7 o? e~ ~° c~F~G~ 7 ~ f 10 7 ~ f 10 (_4) 4 ~ f (-4) ., 9 eP BERRY VALLEYR SE 8 'FiF, 4 ,;'°~ ~F s ''9m `LFS 14 ° H~ T - F ~iQ > 5 10 ~F`~9 ` ,,-sue 21 16 5~ S~S~S~ 5~`'b~ w F~a ~ `i 11 =nSITE ~ ~`~ P 12 w ~ ~~ ~ 17 ~1 3 ~ z a o m = ~ 19 ~ 2 0 e~ 9Q 507 0 o H/~~ Ro 15 ~~ Figure 8 Project Trip Assignment Yelm Retail M:\07\07117 Yelm ApplebeeslGraphics\graphic03 <Fig 8> bartp 0712310716:23 ov ~P 2\ o~, F 103RD AVE SE 0 1 $ ~~~N o~o~ a E YELft{ AVE 2 O PLAZA DR NE O 2 1 PLAZA DR NE O E YELM AVE SITE DRIVEWAY 10 (4) 4~ ~7(2) (-4) ~ f 7 (-2) (4)10 (2) 11 The Transpo Group O BURNETT RD SE O KILLION ST SE W YELM AVE W YELM AVE 5 25 45 35 140 40,E ~~ 40 55 !~ + ~~ 55 1,103 ~ f 752 1,268 ~ f 817 45 ~ j 75 ~}~ 25 145 5 /E SE ° ° 510 z 0 93RTDiII AVE SE ~ i 1 yF`~y~ sF BERRY VALLEY Rp. ti z 0 2 3 ;~ C ~,. L i z o~ m C 507 O CULLENS ST O LONGMIRE ST SO O O O O W YELM AVE W YELM AVE MOSMAN AVE (WEST) MOSMAN AVE (EAST) YELM AVE STEVENS AVE NE RAILWAY ST 5 5 512 492 100 378 293 55 155 5 110 35 I 130 205 193 155 15 E + ~ ~ + ~ E + + ~ E + ~ + ~ + ~ ~ 75 85, ~ 15 5 ! 85, ~ 30 270, ~ 82 ~ 60 ~ 5 1,293 ~ f 922 1,269 ~ f 947 914 ~ f 812 30 ~ j 30 85 ~ j 135 235 ~ j 60 130 ~ j 262 j 40 j 85 1 1 1 1 1 f 1 0 26 5 5 95 0 205 278 0 5 5 598 588 125 422 372 ~ O 4TH ST E YELM AVE 1 ~ CLARK RD SE/ PRAIRIE PARK ~ 2 103RD AVE SE E YELM AVE ~ 3 VANCIL RD SE E YELM AVE ,, ~ 4 WEST ROAD 103RD AVE SE w 1 5 NE CREEK ST E YELM AVE N E YELM AVE 5 70 15 160 5 5 25 30 50 6 65 100 30 95 61 155 NOT TO SCALE ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 10 ! ~ 10 25, ~ 25 75 ! ~ 21 60, ~ 40 35 ! ~ 80 56, ~ 90 1,321 ~ f 1,366 1,286 ~ f 1,346 1,306 ~ f 1,171 1,067 ~ f 1,057 106 ~ f 51 782 ~ f 840 5~ j10 20~ j80 5~ j5 160 j55 5~ j5 407 j115 ~ ~ ~r ~ ~ ~ ~r ~ ~r ~ ~r ~ ~ 5 10 30 70 5 5 180 91 5 288 75 0 z _ 5 50 5 105 ~ N ~ 6 GROVE RD SE O < ~ ~ GROVE RD SE O ~ 8 SR 510 LOOP RD O ~ 9 SHOPPING CENTER O J s ° ~ 103RD AVE SE SR 507 SR 507 DRIVEWAY U ~ E YELM AVE 60 ~~ ~ ~ 105 ~ 5 10 70 85 110 21 ~ `~ ~~'~ ~~~~~~~as~ ,~' ~~- ~~ P°\~\c 9 ~" Q 135 !~ ~~ 5 20 ~ f 10 15~ ~5 10,E 1,037 ~ ~~ 95 f 1,150 160 !~ ~~ 75 937 ~ f 1,145 28,E ~ 33 1,155 ~ f 1,131 35~ ~70 " p E LF 8 ` ~ ~s2 35 9 5 90 of , 7 ~ tiF ~ ~,p 120 ~sF 5 IFS ~ 4 ' T I ~ ~ PLAZA DR NE 2~ E YELM AVE PLAZA DR NE 2 ~ SITE DRIVEWAY LF ~'O > ~ `F~~'a~ sF' 2 ~ 1 6 `~' 5 50 Z`O 103RD AVE SE \ b 5~ ~ 54 ! ~ 39 10, 6 1 1 1 2 SITE PoG I o 1,156 ~ f 1,110 3 ,: ~ w ~ ~ o w P ~ 45 ~ j 130 34 ~ 1 8 3 ° ono a5~ 10 160 48 ~ ~ "`°° °° 1 0 4 5 ~. ~ ~ ~" ~ O Bq. E YELftI ANE J15~I~ Figure 9 With Project weekday PM Peak Hour Volumes Yelm Retail The Transpo Group M:\07\07117 Yelm ApplebeeslGraphics\graphic03 <Fig 9> bartp 0712310716:23 Yelm Applebee's Traffic Operations Impacts ,July 2007 An LOS analysis was conducted for with-project conditions in order to quantify traffic operations in the study area with the proposed retail development. The same HCM 2000 methodologies were applied and all intersection parameters such as channelization, intersection control, and signal timings were held consistent with those used in the evaluation of existing and baseline conditions. Tables 6 and 7 provide a summary of 2009 intersection LOS at the study intersections during the weekday PM peak hour. Without-project LOS results are provided for comparison purposes. Detailed LOS worksheets are provided in Appendix D. Table 6. With-Project PM Peak Hour Level of Service Summary -Signalized 2009 Baseline 2009 With-Project Conditions Conditions # Signalized Intersections LOS' ~elay~ V/C3 LOS delay V/C Yelm Avenue E/First St° F 1 23.3 1 .1 9 F 1 25.2 1 .20 Yelm Avenue E/Clark Rd SE C Z1 .3 0.88 C 2Z.0 0.88 Yelm Avenue E/Vancil Rd SE C 31 .9 0.91 C 3Z.8 0.91 NE Creek St/Bald Hill Rd SE/NE Creek Rd/SR 507 F 1 55.2 1 .47 F 1 59.1 1 .48 SR Sl O Loop Road/SR 507 C 32.5 0.90 C 33.6 0.90 1 . Level of service, based on 2000 Highway Capacity Manual methodology. 2. Average delay in seconds per vehicle. 3. Volume-to-capacity ratio. 4. LOS standard is F as documented in the City of Yelm Comp~^ehensive P/ctn. As shown above, the project is expected to increase delays by varying degrees throughout the study area; however, most signalized intersections are anticipated to maintain compliance with the City's LOS standard. The only signalized intersection expected to operate below their LOS standard is NE Creek Street/Bald Hill Road/SR 507, Yelm Avenue SE/Longmire Street. The Transpo Group ~ l 1 7r2.doc Page 22 Yelm Applebee's ,July 2007 Table 7. WitF~-Project PM Peak Hour Level of Service Summary - Unsianalized 2009 Baseline Condition 2009 With-Project Condition Overall Worst Movement Overall Worst Movement Unsignalized Intersections LOS' ~elay~ WM' LOS delay LOS delay WM LOS delay Yelm Ave SE/Burnett Rd SE A 1 O.O SB F >200 B 1 O.l SB F >200 Yelm Ave SE/Killion St SE C 1 7.6 SB F >200 C 1 7.8 SB F >200 Yelm Ave SE/Cullens St F >200 SB F >200 F >200 SB F >200 Yelm Ave SE/Longmire St F >200 NB F >200 F >200 NB F >200 Yelm Ave E/4th Sty F 62.2 NB F >200 F 62.2 NB F >200 Yelm Ave E/103rd Ave SE F >200 NB F >200 F >200 NB F >200 Yelm Ave E/QFC Access E 39.6 NBL F >200 E 42.5 NBL F >200 Yelm Ave E/Plaza Dr NE F >200 SBL F >200 F >200 SBL F >200 SR 507/Grove Rd SE C 1 9.5 SB F >200 C 20.1 SB F >200 1 03rd Ave SE/West Rd W A 5.2 SB B 1 2.8 A 5.2 SB B 1 2.9 1 03rd Ave SE/Grove Rd SE A 9.2 EB A 9.7 A 9.2 EB A 9.7 Plaza Dr NE/Site Driveway A 3.2 EB A 9.1 A 3.9 EB A 9.1 First St SE/SE Mosman Ave A 3.0 WB E 36.5 A 3.0 WB E 36.9 First St SE/SW Mosman Ave ~ 30.9 EB F 144.5 ~ 31 .4 EB F 147.2 First St N/Stevens Ave NE A 2.7 WB C 1 8.8 A 2.7 WB C 1 8.9 First St N/Railway Rd A 2.1 WB C 20.3 A 2.2 WB C 20.4 ~eve~ or se rv ice, oases on ca~~a~ rngnway ~,a pac~ty rv~anua~ mecnoao~ogy. 2. Average delay in seconds per vehicle. 3. Worst movement reported for unsig nalized intersections. 4. LOS standard is F as documented in the City of Yelm Comprehensive P/crn. As shown in Table 7, several unsignalized intersections are expected to operate below the LOS standard, including the following: • Yelm Avenue SE/Cullens Street -overall LOS F • Yelm Avenue E/Longmire Street -overall LOS F • Yelm Ave/First St -overall LOS F • Yelm Avenue E/103rd Avenue SE -overall LOS F • Yelm Avenue E/QFC Access -overall LOS E • Yelm Avenue E/Plaza Drive NE overall LOS F However, all are expected to operate below their LOS standard in the baseline (or without-project) scenario and no intersection is expected to drop below its LOS standard due to the proposed project. Slte ACCe55 As described in the Project Description section of this report, access to the proposed project is proposed from Yelm Avenue E via the existing QFC three-quarter movement driveway immediately west of the site and a new full-movement access drive on Plaza Drive NE north of Yelm Avenue E. The Transpo Group ~ l 1 7r2.doc Page 23 Yelm Applebee's ,July 2007 Site Access Operations and Configuration The site access driveways were evaluated using the same methodologies described in the previous Traffic Operations sections of this report. Based on the results shown in Table 7, all movements at the existing Plaza Dr NE driveway are expected to operate at LOS A or better in 2009. At the existing QFC three-quarter movement along Yelm Avenue E, the worst movement (northbound approach) is expected to operate at LOS F. However, the movements serving the proposed project (southbound approach, westbound right- turn, and eastbound left-turn) are expected to operate at LOS E or better in 2009 with 95th percentile queue lengths of less than three vehicles. As a result, the proposed access plan will be able to adequately serve the proposed development. Non-Motorized Impacts The proposed project would construct new sidewalks along the east property frontage on Plaza Drive NE. These facilities would connect to existing sidewalks along Yelm Avenue E in order to provide non-motorized connectivity between the proposed development and adjacent facilities. Traffic Safety 1 m pacts As indicated by the existing traffic accident history, none of the study intersections currently exhibit an unusually high rate of traffic accidents. This suggests that the facilities are currently operating within average safety parameters. The project would increase traffic through these intersections by less than one percent. As such, it is unlikely that these increases would create a safety concern or significantly increase the number of reported accidents at the study intersections. Concurrency Evaluation The City of Yelm concurrency program requires an overall LOS D or better on all arterial intersections within the City. Based on the results of the operational analysis, the following 5 intersections are not expected to meet this criteria: • Yelm Avenue SE/Cullens Street • Yelm Avenue E/Longmire Street • Yelm Avenue E/ 103rd Avenue SE • Yelm Avenue E/Plaza Drive NE • NE Creek St/Bald Hill Rd SE/SR 507 However, these intersections also do not meet the concurrency standard in the without- project condition and the proposed project is not expected to change the level of service at any of the study area intersections. All other study area intersections meet the LOS D requirement for concurrency. The Transpo Group ~ l 1 7r2.doc Page 24 Yelm Applebee's ,July 2007 Summary and Conclusions The following summarizes the findings of this traffic impact analysis with regard to the proposed Yelm Applebee's project. • The proposed project is expected to generate approximately 44 new weekday PM peak hour trips on the surrounding roadway system. • The proposed project would increase traffic volumes at the study intersections by about 1 to 16 percent. The greatest impact would be at the two access points. Project traffic impacts at the other study area intersections would be one percent or less of the existing volume and would likely not be noticeable to the average motorist. • The addition of project-generated traffic would not change the LOS at any of the study area intersections. • A total of five intersections within the study area are not expected to meet the City's concurrency requirement of LOS D or better. The Transpo Group ~ l 1 7r2.doc Page 25 Appendix A: Scoping Memorandum and City Response The Transpo Group MEMORANDUM Date. May 16, 2007 TG. 071 1 7.00 To: dim Gibson -City of Yelm Tami Merriman -City of Yelm From: Bart Przybyl, P. E. Mike Swenson, P.E., P. T.O.E CC. Mark Mc~onald -Concept Solutions Brenda Cole -Concept Solutions Subject: Yelm Apple bee's -Traffic Impact Analysis Scoping Information The purpose of this memorandum is to present the preliminary traffic information for the proposed project to be used in the Scoping of the Traffic Impact l~rtalysis (TIA). Specifically, this memorandum includes a brief discussion of the project description, trip generation, and study approach. Project Description The project site is located within the existing QFC shopping center along Yelm Avenue E in the City of Yelm. Specifically, the site is located in the northwest corner of the Yelm Avenue E/Plaza Drive NE. The site is expected to be developed with a 4,797 square foot sit-down restaurant (Applebee's). Access is proposed from Yelm Avenue E via the existing QFC driveway immediately west of the site and a new full-movement access drive on Plaza Drive NE north of Yelm Avenue E. Attachment A illustrates the proposed site plan and proposed access locations. Trip Gene~c~tion Weekday PM peak hour trip generation for the proposed project was estimated using rates approved by the City and taken from Table I5.40A30.B.I in the City ofYedm Municij~aZ Code. City weekday PM peak hour rates were used for aHigh-Turnover Sitdown Restaurant TYZp Genercztion, 7"' Edition, 2003, published by the Institute of Transportation Engineers (ITE) was used to calculate the weekday PM peak hour in/out trips. Pass-by trips are also accounted for in the trip generation estimate. Pass-by trips represent trips that are currently passing by the site. With the addition of the proposed development, these trips would stop at the site before continuing to their final destination. As such, these trips do not represent new trips to the adjacent roadway network. A summary of the resulting weekday PM peak hour trip generation estimates are provided in Table 1. Pass-by rates were also approved by the City. The Transpo Group Inc. 11730 11 E3th Avenue N.E., Suite 600 Kirkland, WA 9£3034-7120 425.II21.3665 Fax: 425.£325.II434 Table 1. Project Trip Generation Summary New PM PeaK Hour Trips3 Size Trip Total Pass- (gsF) Rate' Trips bye Total In Out High Turnover Sit-down 4 797 1 0.92 52 2596 39 24 1 5 Restaurant (#932) 1 . Trip rates per 1 ,000 gsf from City of Yeim Municipcr! Code. 2. Pass-by rate approved by the City of Yelm. 3. In/out splits based on Trip Generation, 7`^ Edition, 2003, published by ITE. Based on the trip generation and pass-by rates approved by the City of Yelm, this project is expected to generate 39 new trips and 13 pass-by trips during the weekday PM peak hour. Study Scope According to City guidelines, all primary intersections impacted by 10 or more project trips in the weekday PM peak hour in the peak direction will be evaluated for level of service. Trip Dists-iL~c~tion ~ Study A~ec~ The project trip distribution is shown in Attachment B. The distribution shown in Attachment B is consistent with the distribution utilized in the TIA for the Wal-Mart project located east of the proposed site and has been approved by the City. Based upon this distribution, project trip generation, and study criteria, the following intersections are identified as study intersections: 1. Yelm Avenue/First Street 2. Yelm Avenue E/2nd Street 3. Yelm Avenue E/3rd Street 4. Yelm Avenue E/4"' Street 5. Yelm Avenue E/Clark Road SE 6. Yelm Avenue E/ 103rd Avenue SE 7. Yelm Avenue E/Vancil Road SE 8. Yelm Avenue E/Plaza Drive NE 9. Yelm Avenue E/NE Creek Street/Bald Hill Road SE These intersections as well as the existing QFC access drive on Yelm Avenue E and the proposed full-movement access drive on Plaza Drive NE will be evaluated in the TIA. Analysis Period The TIA will evaluate intersection operations at all study intersections during the 2009 weekday PM peak hour. Analysis Tools and Methodology All intersection capacity analyses will be conducted using the Synchro G.O software package, which is based on methodologies provided in the 2000 Highaa~ay Capaczty Maaaual Existing traffic signal timing will be obtained from WSDOT and be maintained The Transpo Group Page 2 throughout the analysis. If timing or phasing changes are necessary, they will be evaluated and classified as a mitigation measure. We trust that this memorandum provides adequate information for the City to review and confirm the scope and approach as acceptable. Please feel free to contact us if you have any questions, comments or if you require additional information. The Transpo Group Page 2 ~~fl~B~B ExisT'~ BANK ~o ~~~ r ~~~~~ - -~- - - - - r~° ~ I~LI~~ Il ~~. ~~. \ , , Y ~ Y~ ~ , ,,` NELU ~ ~, ~1 ,, NOT TO SCALE X983 5F. ~ `, 1 ` 1 1 1 _~I ~ ~\ 1 hH 1'l.00~ l _~;~ ~ R .~ y ~~ I , ,1 ` 1 l`\l`} ~ , i ~ ~9 ~ ~~~ ~~ ~,R ~lyJ - J l ~ o ~~. 1, `. n ~ toy o .r 1 „i ; i ~ '~a ,. t'i. i ~ ~ L 'C. ___~ _____ ___ __________________ __ d ~__~_l_a__~_I_a__~_1.1_l_~__~_l_~__ _____`~ ~ ~ I .~~ P - -~- - - ~ - Attachment A Site Plan Yelm Applebee's M:\07\07117 Yelm Applebees\Grapicslgraphic02 <Att A> JUNEL 0511 6107 1 1:23 _ ~~ - -~- -~ The Transpo Group N NOT TO SCALE Attachment B Project Trip Distribution Yelm Applebee's The Transpo Group M:\07\07117 Yelm Applebees\Grapicslgraphic02 <Att B> JUNEL 0511 6107 1 1:21 City of Yelm Community Development Department I05 Yelm Avenue West P_ O_ Box 479 Yelm~ WA 98597 May 22, 2007 Bart Przybyl, P_E_ The Transpo Group Inc_ 1'1730 1'18th Avenue N_E_, Suite 600 Kirkland, WA 98034-7'120 Subject= Traffic Scoping - Yelm Applebee's Dear Bart= We have reviewed the scoping information dated May 16, 2007 for the proposed Yelm Applebee's Restaurant to be located at the northwest corner of the Yelm Avenue East (SR 507) and Plaza Drive NE intersection- The project consists of a 4,797 square foot Applebee's restaurant within the QFC shopping center- Access is provided from Yelm Avenue by way of the existing QFC driveway and a proposed new access to Plaza Drive NE_ In accordance with City of Yelm TIA Guidelines, a Transportation Impact Analysis will be required for the project- Trip Generation/Distribution Trip generation and distribution dated May 16, 2007 is acceptable- Use of the High-Turnover Sit-down Restaurant land use (LU 932) and a 25% pass-by rate was previously approved by the City_ Project Access The TIA is required to analyze the proposed driveways and identify appropriate ingress/egress design elements that may be necessary- A full size site plan should be submitted with the TIA in order to review sight distance, access, street right-of-way limits, dimensioning to adjacent intersections, etc_ Affected Intersections The affected intersections are those affected by development traffic exceeding 10 PM peak hour trips in the peak direction or 25 trips through an intersection- The following intersections should be included in the Traffic Impact Analysis for the project= • Site Accesses • Fourth Street/Yelm Avenue • Clark Road SE/SR 507 (360) 458-3835 (360) 458-3244 FAX www_ ci_yelm_ wa_ us • '103rd Avenue/SR 507 • Vancil Road/SR 507 • Plaza Drive NE/SR 507 All turning movement counts must be less than two years old- We have attached counts that we have on file- In addition, the City requires that the following intersections be analyzed as a part of the concurrency review for the project= 1. Burnett Road/SR 510 2. Killion Road/SR 5'10 3. Cullens Road/SR 5'10 4. Longmire Street/SR 5'10 5. Mosman Street/SR 507 6. First Street/SR 510 7. First Street/Stevens Avenue 8. Clark Road/SR 507 9. '103rd Street/SR 507 1 O_ First Street/Rhoton Road/Railway 11 . 103rd Street/West Road 12. NE Creek Street/SR 507/Bald Hill Road 1 3. Grove Road/1 03rd Street SE 14. Grove Road/SR 507 1 5. Yelm Loop/SR 507 The above intersections shall be analyzed in the TIA if any project trip entering the intersection- If no project trip enters the intersection, please acknowledge that in the TIA_ Horizon Year Based on City TIA guidelines, the anticipated build-out/full occupancy year for the development should be used as the analysis horizon year- A horizon analysis year of 2009 is acceptable- Pipeline Traffic and BacKground Growth The pipeline projects incorporated in the analysis shall include= 1 . Berry Valley I 2. Berry Valley Phase 2 3. Burnett Commercial Park 4. Cherry Meadows 5. Deer Run 6. development at Yelm (Yelm/Creek Retail) 7. Forrester Heights Page 2 of 3 8. Green Village 9. Hutch Subdivision 1 O_ Mountain Meadows (23-lot single family plat on NE Burnett Road - distribution not enclosed) 1 1 . Mountain Shadow 12. Mountain Sunrise 1 3. Plaza Drive Commercial 14. Rainier View Estates 1 5. Tahoma Terra (Phases 1 and 2) 16. Terra Valley 1 7. Walmart 1 8. Willow Glen Phase 3 1 9. Windshadow 20. Wyndstone Project traffic distribution for the above pipeline projects is enclosed- In addition to pipeline development traffic, a background growth rate of 2% should be applied to the base year traffic volumes- Please include a separate Figure in the TIA illustrating the total pipeline development traffic at the study intersections- Mitigation The TIA shall clearly identify potential impacts to streets, intersections, etc_ that will require mitigation and may recommend improvements needed to maintain the City's adopted level of service standard- The City will identify the appropriate mitigation. Please submit one hard copy and a pdf of the TIA and all documentation, as well as an electronic copy of Synchro output and data files, to me_ If you have any questions, please direct them to me, in writing- Sincerely, Tami Merriman Associate Planner Enclosures= Turning Movement Counts Pipeline Project Distribution cc= Perry Shea, P_E_, Shea 8~ Carr, Inc Page 3 of 3 Appendix B: Traffic Count Data PeaK Hour Summary Mark Skaggs (206) 251-0300 Burnett Rd SE ~ Yelm Ave 4:45 PM to 5:45 PM Tuesday, June 13, 2006 W m 23 37 m 79 ~ y Ye/m Ave III ~ s 468 F 464 480 ,.'~. Yr 21 ~ 728 707 ~ 726 Ye/m Ave Approach PHF HV% Volume EB 0.90 2.6% 728 WB 0.90 4.0% 480 N B 0.00 O.O% O SB 0.64 4.3% 23 Intersection 0.90 3.2% 1 ,231 Count Period: 4:00 PM to 6:00 PM Total Vehicle Summary i Mark Skaggs (206) 251 -0300 Burnett Rd SE ~ Yelm Ave Tuesday, June 73, 2006 4=00 PM to 6=00 PM 75-Minute /nterva/ Summary 4.00 PM to 6.00 PM M In _ c~ 23 out 37 ~ ~ 4 x a 19 PHF 0.90 w - 21 ~~ .. \vn-a ~ '16 Out 468 ~~ 480 In ~ 707 ~ In 728 ..- L j" ~ ~ 464 726 Out z 5 r PHF 0.90 _~ ~ Out t ~ u o S In i o s 0 0 ~ PeaK Hour Summary 4.45 PM to 5.45 PM Interval Start Northbound Burnett Rd SE Southbound Burnett Rd SE Eastbound Yelm Ave Westbound Yelm Ave Interval Time L R HV L T HV T R HV Total 4:00 PM 2 3 O 4 '158 4 '132 7 7 306 4:15 PM 4 2 1 6 164 6 112 3 9 291 4:30 PM 6 3 1 6 '176 6 '109 5 4 305 4:45 PM 2 1 O 2 171 4 '106 6 8 288 5:00 P M 6 1 1 5 1 98 5 1 31 2 1 343 5:15 P M 2 2 O 9 158 5 117 3 6 291 5:30 P M 9 O O 5 1 80 5 1 1 0 5 4 309 5:45 PM 5 O O 5 '176 2 99 3 4 288 Total Survey 36 12 3 42 '1,38'1 37 9'16 34 43 2,42'1 PeaK Hour Summary 4.45 PM to 5.45 PM B y A roach Northbound Burnett Rd SE Southbound Burnett Rd SE Eastbound Yelm Ave Westbound Yelm Ave Total pp In Out Total In Out Total HV In Out Total HV In Out Total HV Volume O O O 23 37 60 1 728 468 1,'196 19 480 726 '1,206 19 '1,23'1 HV O.O % 4.3 % 2.6 % 4.0 % 3.2 PHF 0.00 0.64 0.90 0.90 0.90 Northbound Southbound Eastbound Westbound B y M t Burnett Rd SE Burnett Rd SE Yelm Ave Yelm Ave Total ovemen Total L R Total L T Total T R Total Volume O ~9 4 23 21 707 728 464 16 480 '1,23'1 PHF 0.00 0.53 0.50 0.64 0.58 0.89 0.90 0.89 0.67 0.90 0.90 Ro//ing Hour Summary 4.00 PM to 6.00 PM Interval Start Northbound Burnett Rd SE Southbound Burnett Rd SE Eastbound Yelm Ave Westbound Yelm Ave Interval Time L R HV L T HV T R HV Total 4:00 PM 14 9 2 18 669 20 459 21 28 1,'190 4:'15 PM 18 7 3 19 709 21 458 16 22 '1,227 4:30 PM 16 7 2 22 703 20 463 16 19 '1,227 4:45 PM 19 4 1 21 707 19 464 16 19 '1,23'1 5:00 PM 22 3 1 24 7'12 17 457 13 15 '1,23'1 PeaK Hour Summary Mark Skaggs (206) 251-0300 NE Creek St ~ Yelm Ave 4:45 PM to 5:45 PM Tuesday, May 23, 2006 in i U Z 274 1 91 54 '132 88 ~ y y Ye/m Ave ~ 53 743 F 453 574 '~'~ ~ 68 Yr 51 ~ 895 472 ~ 587 372 y Ye/m Ave F T a 236 I 87 27 W 572 350 ~ 2 iv m Approach PHF HV% Volume EB 0.94 4.6% 895 WB 0.88 4.2% 574 N B 0.86 4.0% 350 SB 0.85 4.0% 274 Intersection 0.97 4.3% 2,093 Count Period: 4:00 PM to 6:00 PM Total Vehicle Summary i Mark Skaggs (206) 251 -0300 NE Creek St ~ Yelm Ave Tuesday, May 23, 2006 4=00 PM to 6=00 PM 75-Minute /nterva/ Summary 4.00 PM to 6.00 PM In ~_ ~ 274 ~ out 191 ~ 54 x a '132 88 PHF 0 88 . w - 51 ~~ .. \vn-a ~ 53 Out 743 ~~ 574 In 472 ~ In 895 ..- L j" ~ I ~ 453 587 Out 372 Z .ax s ~ 68 Fes`„ ~~~ HV 4.6% PHF 0.94 "~ 236 Out t 87 II ~u ~ ~ 27 IJ o In i s 572 350 ~ PeaK Hour Summary 4.45 PM to 5.45 PM Interval Start Northbound Bald Hill Rd SE Southbound NE Creek St Eastbound Yelm Ave Westbound Yelm Ave Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 PM 52 24 9 5 21 20 23 5 17 '126 74 8 12 131 9 6 5'18 4:15 PM 65 20 7 12 19 30 18 2 23 '106 85 9 11 '120 5 13 509 4:30 PM 63 17 9 4 15 32 21 2 13 '109 75 14 7 '129 13 2 503 4:45 PM 57 15 7 2 26 35 11 3 16 116 92 12 14 134 16 6 539 5:00 PM 52 26 8 3 20 31 14 2 10 117 95 7 17 '102 13 5 505 5:15 PM 67 29 6 4 20 24 12 2 16 '120 103 11 17 '10'I 17 6 532 5:30 PM 60 17 6 5 22 42 17 4 9 119 82 11 20 116 7 7 517 5:45 PM 56 20 5 5 21 36 15 3 12 '134 98 13 12 '107 14 5 530 Total Survey 472 '168 57 40 '164 250 131 23 116 947 704 85 110 940 94 50 4,'153 PeaK Hour Summary 4.45 PM to 5.45 PM B y A roach Northbound Bald Hill Rd SE Southbound NE Creek St Eastbound Yelm Ave Westbound Yelm Ave Total pp In Out Total HV In Out Total HV In Out Total HV In Out Total HV Volume 350 572 922 14 274 191 465 11 895 743 '1,638 41 574 587 1,161 24 2,093 HV 4.0 % 4.0 % 4.6 % 4.2 % 4.3 PHF 0.86 0.85 0.94 0.88 0.97 Northbound Southbound Eastbound Westbound B y M t Bald Hill Rd SE NE Creek St Yelm Ave Yelm Ave Total ovemen L T R Total L T R Total L T R Total L T R Total Volume 236 87 27 350 gg '132 54 274 51 472 372 895 68 453 53 574 2,093 PHF 0.88 0.75 0.84 0.86 0.85 0.79 0.79 0.85 0.80 0.98 0.90 0.94 0.85 0.85 0.78 0.88 0.97 Ro//ing Hour Summary 4.00 PM to 6.00 PM Interval Start Northbound Bald Hill Rd SE Southbound NE Creek St Eastbound Yelm Ave Westbound Yelm Ave Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 PM 237 76 32 23 81 117 73 12 69 457 326 43 44 5'14 43 27 2,069 4:15 PM 237 78 31 21 80 '128 64 9 62 448 347 42 49 485 47 26 2,056 4:30 PM 239 87 30 13 81 '122 58 9 55 462 365 44 55 466 59 19 2,079 4:45 PM 236 87 27 14 88 '132 54 11 51 472 372 41 68 453 53 24 2,093 5:00 PM 235 92 25 17 83 '133 58 11 47 490 378 42 66 426 51 23 2,084 PeaK Hour Summary Mark Skaggs (206) 251-0300 Plaza Dr NE ~ Yelm Ave 4:45 PM to 5:45 PM Tuesday, May 23, 2006 Z D N 61 83 44 5 12 ~ y y Ye/m Ave F 28 71S F 659 808 ,.'~. ~ 121 Yr 45 ~ 848 759 ~ 924 44 y Ye/m Ave F T a 12 I 10 '153 '170 '175 Z D N Approach PHF HV% Volume EB 0.98 4.7% 848 WB 0.9'I 4.0% 808 N B 0.86 2.9% ~ 75 SB 0.85 O.O% 61 Intersection 0.97 4.1% '1,892 Count Period: 4:00 PM to 6:00 PM Total Vehicle Summary i Mark Skaggs (206) 251 -0300 Plaza Dr NE ~ Yelm Ave Tuesday, May 23, 2006 4=00 PM to 6=00 PM 75-Minute /nterva/ Summary 4.00 PM to 6.00 PM In ~_ ~ 61 ~ out 83 ~ 44 x a 5 12 ' PHF 0.9 1 45 ~ ~~ ~ 28 Out 715 ~~ 808 In 759 ~ In 848 ..- L j" ~ I ~ 659 924 Out 44 Z a s ~ 121 Fes`„ H V 4.7 % ~''§ PHF 0.98 "~ 12 Out t 10 II ~u ~ ~ '153 IJ o In i s X70 ~7s ~ PeaK Hour Summary 4.45 PM to 5.45 PM Interval Start Northbound Plaza Dr NE Southbound Plaza Dr NE Eastbound Yelm Ave Westbound Yelm Ave Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 PM 2 1 27 1 5 3 11 O 12 195 10 8 17 186 8 12 477 4:15 PM 3 1 32 O 4 1 15 O 8 '174 12 9 32 181 9 25 472 4:30 PM O 3 32 O 3 O 10 O 15 '164 7 13 39 '164 10 7 447 4:45 P M 4 3 35 O 3 2 1 1 O 1 6 1 82 1 O 1 O 32 1 81 9 7 488 5:00 PM 2 5 26 1 4 3 11 O 11 '190 15 6 24 '152 6 6 449 5:15 PM 2 1 46 1 3 O 14 O 7 '194 15 12 25 '157 9 6 473 5:30 P M 4 1 46 3 2 O 8 O 11 193 4 12 40 169 4 13 482 5:45 PM O 1 38 O 3 O 7 O 10 2'16 7 14 34 '166 3 8 485 Total Survey 17 16 282 6 27 9 87 O 90 '1,508 80 84 243 '1,356 58 84 3,773 PeaK Hour Summary 4.45 PM to 5.45 PM B y A roach Northbound Plaza Dr NE Southbound Plaza Dr NE Eastbound Yelm Ave Westbound Yelm Ave Total pp In Out Total HV In Out Total HV In Out Total HV In Out Total HV Volume '175 '170 345 5 61 83 '144 O 848 715 '1,563 40 808 924 '1,732 32 '1,892 %HV 2.9% O.O% 4.7% 4.0% 4.1 PHF 0.86 0.85 0.98 0.9'1 0.97 Northbound Southbound Eastbound Westbound B y M t Plaza Dr NE Plaza Dr NE Yelm Ave Yelm Ave Total ovemen L T R Total L T R Total L T R Total L T R Total Volume 12 10 '153 '175 12 5 44 61 45 759 44 848 121 659 28 808 '1,892 PHF 0.75 0.50 0.83 0.86 0.75 0.42 0.79 0.85 0.70 0.98 0.73 0.98 0.76 0.9'1 0.78 0.9'1 0.97 Ro//ing Hour Summary 4.00 PM to 6.00 PM Interval Start Northbound Plaza Dr NE Southbound Plaza Dr NE Eastbound Yelm Ave Westbound Yelm Ave Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 PM 9 8 '126 1 15 6 47 O 51 7'15 39 40 120 7'12 36 51 '1,884 4:'15 PM 9 12 '125 1 14 6 47 O 50 7'10 44 38 '127 678 34 45 '1,856 4:30 PM 8 12 '139 2 13 5 46 O 49 730 47 41 '120 654 34 26 '1,857 4:45 PM 12 10 '153 5 12 5 44 O 45 759 44 40 '12'1 659 28 32 '1,892 5:00 PM 8 8 '156 5 12 3 40 O 39 793 41 44 '123 644 22 33 '1,889 PeaK Hour Summary Mark Skaggs (206) 251-0300 103rd Ave SE ~ Yelm Ave 5:00 PM to 6:00 PM Tuesday, May 23, 2006 W Q a 0 52 90 45 O 7 IIL y y Ye/m Ave III ~ 9 755 F 707 728 '~'~ ~ 2 Yr 71 ~ 963 888 ~ 898 4 ~1 Ye/m Ave F T a 3 I O 3 W Q i M O Approach PHF HV% Volume EB 0.97 3.8% 963 WB 0.94 3.0% 728 N B 0.50 O.O% 6 SB 0.62 ~ .9% 52 Intersection 0.97 3.4% 1 ,749 Count Period: 4:00 PM to 6:00 PM Total Vehicle Summary i Mark Skaggs (206) 251 -0300 103rd Ave SE ~ Yelm Ave Tuesday, May 23, 2006 4=00 PM to 6=00 PM 75-Minute /nterva/ Summary 4.00 PM to 6.00 PM In ~_ ~ sz 0 out 90 ~ ~ 45 x a O 1 7 y~ HV 3.0% PHF 0.94 71 ~ ~ ~ ~ "1 9 Out 755 ~~ 728 In 888 ~ In 963 ..- L j" ~ I ~ 707 898 Out 4 Z 5. ~ 2 F~~„ HV 3.8% PHF 0.97 ~~~ ~ 3 Out t O ~ o ~' 3 0 In i s s s ~ PeaK Hour Summary 5.00 PM to 6.00 PM Interval Start Northbound '103rd Ave SE Southbound '103rd Ave SE Eastbound Yelm Ave Westbound Yelm Ave Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 P M 1 O 4 O 2 O 6 O 1 6 1 99 1 8 1 1 99 3 1 3 432 4:15 PM 1 O 1 O 2 O 9 1 13 2'12 1 13 O '194 7 24 440 4:30 P M O O 1 O O O 1 4 1 21 1 86 2 1 1 O 1 71 3 7 398 4:45 PM 2 O 2 O 1 O 10 O 22 200 O 8 2 '174 6 6 4'19 5:00 PM O O 3 O 4 O 17 1 15 224 1 12 2 '175 4 5 445 5:15 PM O O O O O O 10 O 22 225 O 5 O 191 3 6 451 5:30 PM 1 O O O 2 O 6 O 14 226 3 12 O '167 10 8 429 5:45 PM 2 O O O 1 O 12 O 20 2'13 O 8 O '174 2 3 424 Total Survey 7 O 11 O 12 O 84 3 '143 '1,685 8 77 5 '1,445 38 72 3,438 PeaK Hour Summary 5.00 PM to 6.00 PM B y A roach Northbound '103rd Ave SE Southbound '103rd Ave SE Eastbound Yelm Ave Westbound Yelm Ave Total pp In Out Total HV In Out Total HV In Out Total HV In Out Total HV Volume 6 6 12 O 52 90 '142 1 963 755 '1,7'18 37 728 898 '1,626 22 '1,749 HV O.O % 1.9 % 3.8 % 3.0 % 3.4 PHF 0.50 0.62 0.97 0.94 0.97 Northbound Southbound Eastbound Westbound B y M t '103rd Ave SE '103rd Ave SE Yelm Ave Yelm Ave Total ovemen L T R Total L T R Total L T R Total L T R Total Volume 3 O 3 6 7 O 45 52 7~ ggg 4 963 2 707 19 728 x,749 PHF 0.38 0.00 0.25 0.50 0.44 0.00 0.66 0.62 0.8'I 0.98 0.33 0.97 0.25 0.93 0.48 0.94 0.97 Ro//ing Hour Summary 4.00 PM to 6.00 PM Interval Start Northbound '103rd Ave SE Southbound '103rd Ave SE Eastbound Yelm Ave Westbound Yelm Ave Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 P M 4 O 8 O 5 O 39 2 72 797 4 40 3 738 1 9 50 1 ,689 4:15 PM 3 O 7 O 7 O 50 3 71 822 4 44 4 7'14 20 42 '1,702 4:30 PM 2 O 6 O 5 O 51 2 80 835 3 36 4 711 16 24 '1,7'13 4:45 PM 3 O 5 O 7 O 43 1 73 875 4 37 4 707 23 25 '1,744 5:00 PM 3 O 3 O 7 O 45 1 71 888 4 37 2 707 19 22 '1,749 PeaK Hour Summary Mark Skaggs (206) 251-0300 1st St N ~ Railway Rd NE 5:00 PM to 6:00 PM Tuesday, May 23, 2006 Z h 149 202 '142 7 y y ss `'~ rc s~ Y,-~r s 94 Rai/way Rd NE T T '197 87 203 284 Z cif y Approach PHF HV% Volume EB 0.00 O.O% O WB 0.6'I 3.0% 66 N B 0.83 ~ .4% 284 SB 0.87 0.7% ~ 49 Intersection 0.86 1.4% 499 Count Period: 4:00 PM to 6:00 PM Total Vehicle Summary i Mark Skaggs (206) 251 -0300 1st St N ~ Ra i Iway Rd N E Tuesday, May 23, 2006 4=00 PM to 6=00 PM 75-Minute /nterva/ Summary 4.00 PM to 6.00 PM In ~_ otio '149 o out 202 ~ ~ x a ~~ ~ '142 1 7 y ~ H V 3.0 PHF 0.61 ~ 5 ~ Out O ~~ 66 In ~ In O ~ i' j" ~ 94 Out ~ F~~„ 7 HV O.O% PHF 0.00 ~ Out 1 197 ~ -~p:~'~ ^ ~ v ~ 87 IIJJ o In i s 203 284 ~ PeaK Hour Summary 5.00 PM to 6.00 PM Interval Start Northbound 1st St N Southbound 1st St N Eastbound Railway Rd NE Westbound Railway Rd NE Interval Time T R HV L T HV L R HV Total 4:00 PM 45 20 2 5 29 1 15 3 O 117 4:15 PM 40 21 4 1 31 3 21 2 3 116 4:30 P M 50 8 1 1 35 1 1 9 2 1 1 1 5 4:45 P M 42 1 6 3 1 31 1 1 1 O O 1 01 5:00 PM 64 22 1 O 32 O 24 3 1 145 5:15 PM 54 18 2 4 39 O 13 1 1 129 5:30 PM 44 25 O 1 31 1 9 O O 110 5:45 PM 35 22 1 2 40 O 15 1 O 115 Total Survey 374 152 14 15 268 7 127 12 6 948 PeaK Hour Summary 5.00 PM to 6.00 PM B y A roach Northbound 1st St N Southbound 1st St N Eastbound Railway Rd NE Westbound Railway Rd NE Total pp In Out Total HV In Out Total HV In Out Total In Out Total HV Volume 284 203 487 4 149 202 351 1 O O O 66 94 160 2 499 HV 1.4 % 0.7 % O.O % 3.0 % 1.4 PHF 0.83 0.87 0.00 0.61 0.86 Northbound Southbound Eastbound Westbound B y M t 1st St N 1st St N Railway Rd NE Railway Rd NE Total ovemen T R Total L T Total Total L R Total Volume 197 87 284 7 142 149 O 61 5 66 499 PHF 0.77 0.87 0.83 0.44 0.89 0.87 0.00 0.64 0.42 0.61 0.86 Ro//ing Hour Summary 4.00 PM to 6.00 PM Interval Start Northbound 1st St N Southbound 1st St N Eastbound Railway Rd NE Westbound Railway Rd NE Interval Time T R HV L T HV L R HV Total 4:00 PM 177 65 10 8 126 6 66 7 4 449 4:15 PM 196 67 9 3 129 5 75 7 5 477 4:30 PM 210 64 7 6 137 2 67 6 3 490 4:45 PM 204 81 6 6 133 2 57 4 2 485 5:00 PM 197 87 4 7 142 1 61 5 2 499 PeaK Hour Summary Mark Skaggs (206) 251-0300 Longmire St ~ Yelm Ave W 4:45 PM to 5:45 PM Tuesday, May 23, 2006 cif ,% ~a 0 J 12 19 5 1 6 IIL y y Ye/m Ave W 11C ~ 2 578 F 568 588 '~'~ ~ 8 Yr 7 ~ 928 908 ~ 922 ~ 3 ~1 Ye/m Ave W F T a s l 0 8 22 13 H .i 0 J Approach PHF HV% Volume EB 0.93 3.4% 928 WB 0.9'1 2.7% 588 N B 0.8'1 O.O% 1 3 SB 0.75 O.O% ~ 2 Intersection 0.94 3.1% '1,54'1 Count Period: 4:00 PM to 6:00 PM Total Vehicle Summary i Mark Skaggs (206) 251 -0300 Longmire St ~ Yelm Ave W Tuesday, May 23, 2006 4=00 PM to 6=00 PM 75-Minute /nterva/ Summary 4.00 PM to 6.00 PM In ~z ° out ~9 ~ 5 1 1 6 y~ HV 2.7% ' PHF 0.9 1 7 ~ ~~ ~ "12 Out 578 ~~ 588 In 908 ~ In 928 ..- L j" ~ ~ 568 922 Out 13 Z .a . s ~ 8 F~~„ . HV 3.4% . ~ PHF 0.93 5 Out t O ~ ao 8 IIJJ o In i s 22 13 ~ PeaK Hour Summary 4.45 PM to 5.45 PM Interval Start Northbound Longmire St Southbound Longmire St Eastbound Yelm Ave W Westbound Yelm Ave W Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 P M O O 6 O 1 O 1 1 O 196 2 7 O 1 40 2 6 348 4:15 PM 1 O 2 O O O 2 O 2 205 3 12 1 '147 O 9 363 4:30 PM O O 2 O O O 1 O 2 203 1 6 O '146 2 1 O 357 4:45 PM 1 O 3 O 2 O 1 O 3 207 O 14 3 '132 2 4 354 5:00 PM 2 O 2 O 2 O O O 1 246 2 4 1 '153 2 2 411 5:15 PM 1 O 1 O 1 O 2 O 2 226 7 7 4 '154 4 5 402 5:30 PM 1 O 2 O 1 1 2 O 1 229 4 7 O '129 4 5 374 5:45 P M O O 4 O 3 O O O 1 2'17 2 1 2 1 O5 4 2 338 Total Survey 6 O 22 O 10 1 9 1 12 '1,729 21 58 11 1,'106 20 43 2,947 PeaK Hour Summary 4.45 PM to 5.45 PM B y A roach Northbound Longmire St Southbound Longmire St Eastbound Yelm Ave W Westbound Yelm Ave W Total pp In Out Total HV In Out Total HV In Out Total HV In Out Total HV Volume 13 22 35 O 12 19 31 O 928 578 '1,506 32 588 922 '1,5'10 16 '1,54'1 %HV O.O% O.O% 3.4% 2.7% 3.1 PHF 0.8'1 0.75 0.93 0.9'1 0.94 Northbound Southbound Eastbound Westbound B y M t Longmire St Longmire St Yelm Ave W Yelm Ave W Total ovemen L T R Total L T R Total L T R Total L T R Total Volume 5 O 8 13 6 1 5 12 7 908 13 928 8 568 12 588 '1,54'1 PHF 0.63 0.00 0.67 0.8'1 0.75 0.25 0.63 0.75 0.58 0.92 0.46 0.93 0.50 0.92 0.75 0.9'1 0.94 Ro//ing Hour Summary 4.00 PM to 6.00 PM Interval Start Northbound Longmire St Southbound Longmire St Eastbound Yelm Ave W Westbound Yelm Ave W Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 PM 2 O 13 O 3 O 5 1 7 811 6 39 4 565 6 29 '1,422 4:'15 PM 4 O 9 O 4 O 4 O 8 86'1 6 36 5 578 6 25 '1,485 4:30 PM 4 O 8 O 5 O 4 O 8 882 10 31 8 585 10 21 '1,524 4:45 P M 5 O 8 O 6 1 5 O 7 908 1 3 32 8 568 1 2 1 6 1 ,54'1 5:00 PM 4 O 9 O 7 1 4 O 5 9'18 15 19 7 54'1 14 14 '1,525 PeaK Hour Summary Mark Skaggs (206) 251-0300 Cullens Rd NW ~ Yelm Ave W 4:45 PM to 5:45 PM Tuesday, May 23, 2006 Z 67 94 V 39 1 27 IIL y y Ye/m Ave W IIC 33 566 F 520 567 '~~ ~ 14 Yr 60 ~ 971 896 ~ 931 ~ s ~1 Ye/m Ave W F T a 7 I 1 8 Z 30 16 ~ h U Approach PHF HV% Volume EB 0.9'I 3.5% 971 WB 0.95 2.8% 567 N B 0.57 O.O% ~ 6 SB 0.88 4.5% 67 Intersection 0.93 3.3% 1 ,621 Count Period: 4:00 PM to 6:00 PM Total Vehicle Summary i Mark Skaggs (206) 251 -0300 Cullens Rd NW ~ Yelm Ave W Tuesday, May 23, 2006 4=00 PM to 6=00 PM 75-Minute /nterva/ Summary 4.00 PM to 6.00 PM N ~ In out _ 67 94 ~ ~ 39 1 27 x a PHF 0.95 - w\vn-a 60 ~~ .. ~ 33 Out 566 ~~ 567 In 896 ~ ..- L ~ I ~ 520 In 971 j" 931 Out 15 Z s ~14 F~~„ HV 3.5% PHF 0.9'1 ~~~ ~ t ~ o ti 7 ~ 8 IIJJ o Out In i s 30 16 ~ PeaK Hour Summary 4.45 PM to 5.45 PM Interval Start Northbound Culle ns Rd NW Southbound Culle ns Rd NW Eastbound Yelm Ave W Westbound Yelm Ave W Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 P M O O 4 O 9 O 8 1 1 3 186 1 8 3 1 20 1 1 6 355 4:15 PM 1 O O O 8 O 11 O 15 203 1 12 3 137 6 8 385 4:30 PM 1 O 6 O 3 O 8 O 14 203 3 6 2 '140 4 1 O 384 4:45 PM 2 O 2 O 9 O 10 1 12 203 O 13 4 '129 6 4 377 5:00 PM 2 1 4 O 6 O 6 O 21 239 6 4 7 '132 11 2 435 5:15 PM O O 2 O 7 1 10 2 13 224 4 10 1 '134 10 4 406 5:30 PM 3 O O O 5 O 13 O 14 230 5 7 2 '125 6 6 403 5:45 PM 2 O 1 O 6 O 6 1 8 204 2 1 1 97 5 2 332 Total Survey 11 1 19 O 53 1 72 5 110 '1,692 22 61 23 '1,0'14 59 42 3,077 PeaK Hour Summary 4.45 PM to 5.45 PM B y A roach Northbound Culle ns Rd NW Southbound Culle ns Rd NW Eastbound Yelm Ave W Westbound Yelm Ave W Total pp In Out Total HV In Out Total HV In Out Total HV In Out Total HV Volume 16 30 46 O 67 94 '16'1 3 97'1 566 '1,537 34 567 93'1 '1,498 16 '1,62'1 HV O.O % 4.5 % 3.5 % 2.8 % 3.3 PHF 0.57 0.88 0.9'1 0.95 0.93 Northbound Southbound Eastbound Westbound B y M t Culle ns Rd NW Culle ns Rd NW Yelm Ave W Yelm Ave W Total ovemen L T R Total L T R Total L T R Total L T R Total Volume 7 1 8 16 27 1 39 67 60 896 15 97'1 14 520 33 567 '1,62'1 PHF 0.58 0.25 0.50 0.57 0.75 0.25 0.75 0.88 0.7'1 0.94 0.63 0.9'1 0.50 0.97 0.75 0.95 0.93 Ro//ing Hour Summary 4.00 PM to 6.00 PM Interval Start Northbound Culle ns Rd NW Southbound Culle ns Rd NW Eastbound Yelm Ave W Westbound Yelm Ave W Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 PM 4 O 12 O 29 O 37 2 54 795 5 39 12 526 27 28 '1,50'1 4:'15 PM 6 1 12 O 26 O 35 1 62 848 10 35 16 538 27 24 '1,58'1 4:30 PM 5 1 14 O 25 1 34 3 60 869 13 33 14 535 31 20 '1,602 4:45 PM 7 1 8 O 27 1 39 3 60 896 15 34 14 520 33 16 '1,62'1 5:00 PM 7 1 7 O 24 1 35 3 56 897 17 22 11 488 32 14 '1,576 PeaK Hour Summary Mark Skaggs (206) 251-0300 Killion Rd SE ~ Yelm Ave 4:45 PM to 5:45 PM Tuesday, May 23, 2006 Ye/m Ave W vi 14 4 O 10 I ~ y y R s F 5'18 541 ~ 18 524 3 ~ 925 9'12 ~ ~ o ~1 ,.'~. Yr S 946 F T a 2 I O 24 W 28 26 ~ O Approach PHF HV% Volume EB 0.90 3.6% 925 WB 0.92 3.3% 541 N B 0.72 O.O% 26 SB 0.58 21.4% 14 Intersection 0.93 3.6% 1 ,506 Count Period: 4:00 PM to 6:00 PM Ye/m Ave Total Vehicle Summary Mark Skaggs (206) 251 -0300 Killion Rd SE ~ Yelm Ave Tuesday, May 23, 2006 4=00 PM to 6=00 PM 75-Minute /nterva/ Summary 4.00 PM to 6.00 PM a° In _ 14 0 out 8 ~ ~ 4 _ ~ .J O j 10 `- H V 3.3 PHF 0 92 . °' - - 3 ~~ ~ ~,-, ~ 5 Out 524 ~~ 541 In 9'12 ~ In 925 ..- L j" ~ ~ 5'18 946 Out ,0 ~ ~~ r ,8 F~~, HV 3.6% PHF 0.90 ~~~ ~ 2 Out t O ~ o 24 0 In i s z8 z6 ~ PeaK Hour Summary 4.45 PM to 5.45 PM Interval Start Northbound Killion Rd SE Southbound Killion Rd SE Eastbound Yelm Ave Westbound Yelm Ave Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 P M O O 1 O 1 O O O O 198 4 9 2 1 23 1 7 330 4:1 5 P M O O 6 O 2 O 1 O 2 192 2 1 2 2 1 32 5 9 344 4:30 P M O O 2 1 1 O 2 O 1 207 4 6 5 139 3 11 364 4:45 P M O O 3 O 2 O 2 1 O 198 2 1 4 6 1 24 3 6 340 5:00 PM O O 6 O 4 O 2 O 1 253 3 5 4 131 O 2 404 5:15 PM 2 O 6 O 2 O O 1 1 225 1 8 7 '138 2 6 384 5:30 PM O O 9 O 2 O O 1 1 236 4 6 1 '125 O 4 378 5:45 PM O O 6 O 2 O O O 1 '197 2 1 4 99 O 3 311 Total Survey 2 O 39 1 16 O 7 3 7 '1,706 22 61 31 1,011 14 48 2,855 PeaK Hour Summary 4.45 PM to 5.45 PM B y A roach Northbound Killion Rd SE Southbound Killion Rd SE Eastbound Yelm Ave Westbound Yelm Ave Total pp In Out Total HV In Out Total HV In Out Total HV In Out Total HV Volume 26 28 54 O 14 8 22 3 925 524 '1,449 33 541 946 '1,487 18 '1,506 HV O.O % 2'1.4 % 3.6 % 3.3 % 3.6 PHF 0.72 0.58 0.90 0.92 0.93 Northbound Southbound Eastbound Westbound B y M t Killion Rd SE Killion Rd SE Yelm Ave Yelm Ave Total ovemen L T R Total L T R Total L T R Total L T R Total Volume 2 O 24 26 10 O 4 14 3 9'12 10 925 ~g 5'18 5 541 '1,506 PHF 0.25 0.00 0.67 0.72 0.63 0.00 0.50 0.58 0.75 0.90 0.63 0.90 0.64 0.94 0.42 0.92 0.93 Ro//ing Hour Summary 4.00 PM to 6.00 PM Interval Start Northbound Killion Rd SE Southbound Killion Rd SE Eastbound Yelm Ave Westbound Yelm Ave Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 PM O O 12 1 6 O 5 1 3 795 12 41 15 5'18 12 33 '1,378 4:'15 PM O O 17 1 9 O 7 1 4 850 11 37 17 526 11 28 '1,452 4:30 PM 2 O 17 1 9 O 6 2 3 883 10 33 22 532 8 25 '1,492 4:45 PM 2 O 24 O 10 O 4 3 3 9'12 10 33 18 5'18 5 18 '1,506 5:00 PM 2 O 27 O 10 O 2 2 4 911 10 20 16 493 2 15 '1,477 PeaK Hour Summary Mark Skaggs (206) 251-0300 1 st St ~ SE Mosman Ave West 4:15 PM to 5:15 PM Wednesday, June 14, 2006 cif h 383 496 35 344 4 ~ y y SE Mosman Ave West 72 80 ~ 254 4 ~ '170 y ,.'~. Yr S F 2 F 4 ~ 3 10 SE Mosman Ave West F T a 33 I 4'14 2 517 449 y Approach PHF HV% Volume EB 0.9'I 5. 1 % 254 WB 0.75 O.O% 9 N B 0.8'I 6.9% 449 SB 0.89 3.9% 383 Intersection 0.93 5.4% 1 ,095 Count Period: 4:00 PM to 6:00 PM Total Vehicle Summary i Mark Skaggs (206) 251 -0300 1st St ~ SE Mosman Ave West Wednesday, June 74, 2006 4=00 PM to 6=00 PM 75-Minute /nterva/ Summary 4.00 PM to 6.00 PM In ~i o°'0 383 0 out 496 ~ ~ 35 x a 344 1 4 y~ HV O.O% PHF 0 75 . 80 ~ ~ ~ ~ 2 Out 72 ~~ 9 In 4 ~ In 254 ..- L j" ~ I ~ 4 10 Out '170 Z .a . s ~ 3 ~~„ F . H V 5.1 % ~'`~. PHF 0.9'1 " ~ 33 Out t 4~4 ~ ~ ~ 2 IIJJ o In i s 5'17 449 ~ PeaK Hour Summary 4.75 PM to 5.75 PM Interval Start Northbound 1st St Southbound 1st St Eastbound SE Mosman Ave West Westbound SE Mosman Ave West Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 P M 4 85 3 11 O 61 3 4 1O O 23 1 1 O O O 190 4:15 PM 5 92 O 1 1 97 10 2 18 1 51 2 1 1 O O 277 4:30 PM 8 '105 O 6 1 88 8 4 15 O 50 4 O O 1 O 276 4:45 PM 12 '126 O 12 O 82 7 5 21 1 42 3 1 2 O O 294 5:00 PM 8 91 2 12 2 77 10 4 26 2 27 4 1 1 1 O 248 5:15 PM 2 88 1 10 O 85 3 9 26 O 45 1 2 O O O 252 5:30 PM 5 87 1 2 O 78 4 9 16 O 26 3 O 1 1 O 2'19 5:45 PM 2 118 1 7 1 62 4 1 15 1 19 O 1 O O O 224 Total Survey 46 792 8 61 5 630 49 38 '147 5 283 18 7 5 3 O '1,980 PeaK Hour Summary 4.75 PM to 5.75 PM B y A roach Northbound 1st St Southbound 1st St Eastbound SE Mosman Ave West Westbound SE Mosman Ave West Total pp In Out Total HV In Out Total HV In Out Total HV In Out Total HV Volume 449 5'17 966 31 383 496 879 15 254 72 326 13 9 10 19 O '1,095 %HV 6.9% 3.9% 5.1 % O.O% 5.4% PHF 0.8'1 0.89 0.9'1 0.75 0.93 Northbound Southbound Eastbound Westbound B y M t 1st St 1st St SE Mosman Ave West SE Mosman Ave West Total ovemen L T R Total L T R Total L T R Total L T R Total Volume 33 4'14 2 449 4 344 35 383 80 4 '170 254 3 4 2 9 '1,095 PHF 0.69 0.82 0.25 0.8'1 0.50 0.89 0.88 0.89 0.77 0.50 0.83 0.9'1 0.75 0.50 0.50 0.75 0.93 Ro//ing Hour Summary 4.00 PM to 6.00 PM Interval Start Northbound 1st St Southbound 1st St Eastbound SE Mosman Ave West Westbound SE Mosman Ave West Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 PM 29 408 3 30 2 328 28 15 64 2 '166 10 3 3 1 O '1,037 4:1 5 P M 33 41 4 2 31 4 344 35 1 5 80 4 1 70 1 3 3 4 2 O 1 ,095 4:30 PM 30 4'10 3 40 3 332 28 22 88 3 '164 12 4 3 2 O '1,070 4:45 PM 27 392 4 36 2 322 24 27 89 3 '140 11 4 4 2 O '1,0'13 5:00 PM 17 384 5 31 3 302 21 23 83 3 117 8 4 2 2 O 943 PeaK Hour Summary Mark Skaggs (206) 251-0300 1 st S t ~ SE Mosman Ave East 4:15 PM to 5:15 PM Wednesday, June 14, 2006 cif h 354 430 323 31 y y III 27 88 `'~ rc s~ Y,-~~ s 122 SE Mosman Ave East T T 403 91 384 494 y Approach PHF HV% Volume EB 0.00 O.O% O WB 0.67 5.7% 88 N B 0.83 6.7% 494 SB 0.92 4.2% 354 Intersection 0.9'I 5.7% 936 Count Period: 4:00 PM to 6:00 PM Total Vehicle Summary i Mark Skaggs (206) 251 -0300 1st St ~ SE Mosman Ave East Wednesday, June 74, 2006 4=00 PM to 6=00 PM 75-Minute /nterva/ Summary 4.00 PM to 6.00 PM In ~i ~i 354 0 out 430 ~ ~ x a 323 31 PHF 0.67 1 ~~ ~ 27 Out O ~~ 88 In ~ In O ~ i' j" ~ '122 Out ~ F~~„ 7 HV O.O% PHF 0.00 ~ Out 1 403 ~ -~p:~'~ ^ ~ ~ ~ 91 IIJJ o In i s 384 494 ~ PeaK Hour Summary 4.75 PM to 5.75 PM Interval Start Northbound 1st St Southbound 1st St Eastbound SE Mosman Ave East Westbound SE Mosman Ave East Interval Time T R HV L T HV L R HV Total 4:00 P M 72 1 8 9 9 59 3 1 1 5 3 1 74 4:15 PM 91 12 4 7 89 4 20 13 1 232 4:30 PM '105 15 6 1 84 2 13 6 3 224 4:45 PM 116 32 11 16 79 4 9 5 O 257 5:00 PM 91 32 12 7 71 5 19 3 1 223 5:1 5 P M 1 00 1 8 1 1 9 72 8 1 6 2 O 21 7 5:30 P M 89 1 5 4 5 79 8 3 5 O 1 96 5:45 P M 1 1 5 1 7 3 5 54 2 1 1 8 1 21 O Total Survey 779 '159 60 59 587 36 '102 47 9 '1,733 PeaK Hour Summary 4.75 PM to 5.75 PM B y A roach Northbound 1st St Southbound 1st St Eastbound SE Mosman Ave East Westbound SE Mosman Ave East Total pp In Out Total HV In Out Total HV In Out Total In Out Total HV Volume 494 384 878 33 354 430 784 15 O O O 88 '122 2'10 5 936 HV 6.7 % 4.2 % O.O % 5.7 % 5.7 PHF 0.83 0.92 0.00 0.67 0.9'I Northbound Southbound Eastbound Westbound B y M t 1st St 1st St SE Mosman Ave East SE Mosman Ave East Total ovemen T R Total L T Total Total L R Total Volume 403 91 494 31 323 354 O 61 27 88 936 PHF 0.87 0.7'I 0.83 0.48 0.9'I 0.92 0.00 0.76 0.52 0.67 0.9'I Ro//ing Hour Summary 4.00 PM to 6.00 PM Interval Start Northbound 1st St Southbound 1st St Eastbound SE Mosman Ave East Westbound SE Mosman Ave East Interval Time T R HV L T HV L R HV Total 4:00 PM 384 77 30 33 311 13 53 29 7 887 4:15 PM 403 91 33 31 323 15 61 27 5 936 4:30 PM 412 97 40 33 306 19 57 16 4 921 4:45 PM 396 97 38 37 30'I 25 47 15 1 893 5:00 PM 395 82 30 26 276 23 49 18 2 846 PeaK Hour Summary Mark Skaggs (206) 251-0300 1st St ~ Steve ns Ave N E 4:15 PM to 5:15 PM Thursday, June 15, 2006 cif h 252 269 '199 53 y y ~ 59 99 '~ ~ 40 Y}' ~ T S 81 Stevens Ave NE T T 2'10 28 239 238 y Approach PHF HV% Volume EB 0.00 O.O% O WB 0.88 2.0% 99 N B 0.83 2.9% 238 SB 0.90 ~ .2% 252 Intersection 0.89 2.0% 589 Count Period: 4:00 PM to 6:00 PM Total Vehicle Summary i Mark Skaggs (206) 251 -0300 1st St ~ Stevens Ave NE Thursday, June 75, 2006 4=00 PM to 6=00 PM 75-Minute /nterva/ Summary 4.00 PM to 6.00 PM In ~_ 53 zsz ~ out z59 ~ x a '199 53 PHF 0 88 . 1 ~ ~ ~ 59 Out O ~~ 99 In ~ In O ~ ' i' j" ~ 81 Out ~ S. ~ 40 F~~„ 7 HV O.O% PHF 0.00 ~ Out 1 2'10 ~ -~p:~'~ ^ ~ ~ ~ 28 IIJJ o In i s 239 238 ~ PeaK Hour Summary 4.75 PM to 5.75 PM Interval Start Northbound 1st St Southbound 1st St Eastbound Stevens Ave NE Westbound Stevens Ave NE Interval Time T R HV L T HV L R HV Total 4:00 P M 49 3 1 8 49 3 8 1 5 1 1 32 4:1 5 P M 40 4 2 1 O 59 O 7 1 8 O 1 38 4:30 PM 42 10 2 9 37 O 11 17 O 126 4:45 P M 65 7 2 1 8 49 3 1 O 1 O O 1 59 5:00 P M 63 7 1 1 6 54 O 1 2 1 4 2 1 66 5:15 PM 49 11 4 7 40 1 7 13 1 127 5:30 P M 45 6 2 7 37 2 7 11 1 113 5:45 PM 44 3 2 7 24 1 10 7 O 95 Total Survey 397 51 16 82 349 10 72 '105 5 '1,056 PeaK Hour Summary 4.75 PM to 5.75 PM B y A roach Northbound 1st St Southbound 1st St Eastbound Stevens Ave NE Westbound Stevens Ave NE Total pp In Out Total HV In Out Total HV In Out Total In Out Total HV Volume 238 239 477 7 252 269 521 3 O O O 99 81 '180 2 589 HV 2.9 % 1.2 % O.O % 2.0 % 2.0 PHF 0.83 0.90 0.00 0.88 0.89 Northbound Southbound Eastbound Westbound B y M t 1st St 1st St Stevens Ave NE Stevens Ave NE Total ovemen T R Total L T Total Total L R Total Volume 2'10 28 238 53 '199 252 O 40 59 99 589 PHF 0.8'I 0.70 0.83 0.74 0.84 0.90 0.00 0.83 0.82 0.88 0.89 Ro//ing Hour Summary 4.00 PM to 6.00 PM Interval Start Northbound 1st St Southbound 1st St Eastbound Stevens Ave NE Westbound Stevens Ave NE Interval Time T R HV L T HV L R HV Total 4:00 PM '196 24 7 45 '194 6 36 60 1 555 4:15 PM 2'10 28 7 53 '199 3 40 59 2 589 4:30 PM 219 35 9 50 '180 4 40 54 3 578 4:45 PM 222 31 9 48 '180 6 36 48 4 565 5:00 PM 20'I 27 9 37 155 4 36 45 4 50'I PeaK Hour Summary Mark Skaggs (206) 251-0300 Grove Rd ~ Ye I m Ave E 4:30 PM to 5:30 PM Thursday, June 15, 2006 0 C7 69 87 11 58 ~ y Ye/m Ave E III 7s 688 F 677 753 ,.'~. Yr ~~ ~ 622 611 ~ 669 Ye/m Ave E Approach PHF HV% Volume EB 0.97 5.3% 622 WB 0.92 3.6% 753 N B 0.00 O.O% O SB 0.82 ~ .4% 69 Intersection 0.97 4.2% 1 ,444 Count Period: 4:00 PM to 6:00 PM Total Vehicle Summary i Mark Skaggs (206) 251 -0300 Grove Rd ~ Ye I m Ave E Thursday, June 75, 2006 4=00 PM to 6=00 PM 75-Minute /nterva/ Summary 4.00 PM to 6.00 PM N In 69 ° out 87 ~ 11 1 58 y~ HV 3.6% PHF 0 92 . 11 ~ ~ 76 Out 688 ~~ 753 In 611 ~ In 622 ..- L j" ~ ~ 677 669 Out z 5 r HV 5.3% PHF 0.97 ~~~ ~ Out t ~ u o g In i o s 0 0 ~ PeaK Hour Summary 4.30 PM to 5.30 PM Interval Start Northbound Grove Rd Southbound Grove Rd Eastbound Yelm Ave E Westbound Yelm Ave E Interval Time L R HV L T HV T R HV Total 4:00 PM 9 4 1 2 '140 8 '154 16 9 325 4:1 5 P M 1 4 2 1 6 1 51 9 1 41 21 7 335 4:30 PM 16 5 O 2 '146 4 181 24 6 374 4:45 PM 12 2 O 4 '154 10 '150 18 5 340 5:00 PM 17 2 1 2 154 6 177 17 6 369 5:15 PM 13 2 O 3 '157 13 '169 17 1 O 361 5:30 PM 6 4 1 3 '148 6 '143 24 5 328 5:45 PM 9 3 1 1 '134 9 '146 15 8 308 Total Survey 96 24 5 23 1,'184 65 '1,26'1 '152 56 2,740 PeaK Hour Summary 4.30 PM to 5.30 PM B y A roach Northbound Grove Rd Southbound Grove Rd Eastbound Yelm Ave E Westbound Yelm Ave E Total pp In Out Total In Out Total HV In Out Total HV In Out Total HV Volume O O O 69 87 '156 1 622 688 '1,3'10 33 753 669 '1,422 27 '1,444 HV O.O % 1.4 % 5.3 % 3.6 % 4.2 PHF 0.00 0.82 0.97 0.92 0.97 Northbound Southbound Eastbound Westbound B y M t Grove Rd Grove Rd Yelm Ave E Yelm Ave E Total ovemen Total L R Total L T Total T R Total Volume O 58 11 69 11 611 622 677 76 753 '1,444 PHF 0.00 0.85 0.55 0.82 0.69 0.97 0.97 0.94 0.79 0.92 0.97 Ro//ing Hour Summary 4.00 PM to 6.00 PM Interval Start Northbound Grove Rd Southbound Grove Rd Eastbound Yelm Ave E Westbound Yelm Ave E Interval Time L R HV L T HV T R HV Total 4:00 PM 51 13 2 14 59'1 31 626 79 27 '1,374 4:'15 PM 59 11 2 14 605 29 649 80 24 '1,4'18 4:30 PM 58 11 1 11 611 33 677 76 27 1,444 4:45 PM 48 10 2 12 6'13 35 639 76 26 '1,398 5:00 PM 45 11 3 9 593 34 635 73 29 '1,366 PeaK Hour Summary Mark Skaggs (206) 251-0300 Vancil Rd SE ~ Yelm Ave 4:15 PM to 5:15 PM Thursday, June 15, 2006 Ye/m Ave W v j 2'17 60 63 94 I ~ y y 140 832 53 ~ 869 669 ~ '147 y -'~' Yr S F 38 F 603 687 ~ 46 839 F T a 169 I 49 76 256 294 W ~ .~ Approach PHF HV% Volume EB 0.99 3.6% 869 WB 0.96 5.5% 687 N B 0.85 0.3% 294 SB 0.95 O.O% 217 Intersection 0.98 3.4% 2,067 Count Period: 4:00 PM to 6:00 PM Ye/m Ave Total Vehicle Summary i Mark Skaggs (206) 251 -0300 Vancil Rd SE ~ Yelm Ave Thursday, June 75, 2006 4=00 PM to 6=00 PM 75-Minute /nterva/ Summary 4.00 PM to 6.00 PM In ~_ rn 2'17 0 out '140 ~ ~ 60 x a 63 94 PHF 0.96 w - 53 ~~ .. \vn-a ~ 38 Out 832 ~~ 687 In 669 ~ In 869 ..- L j" ~ I ~ 603 839 Out '147 Z 4 s ~ 46 F~~„ H V 3.6 % PHF 0.99 '169 Out 49 m 76 0 In i s z56 z9a ~ PeaK Hour Summary 4.75 PM to 5.75 PM Interval Start Northbound Vancil Rd SE Southbound Vancil Rd SE Eastbound Yelm Ave Westbound Yelm Ave Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 PM 34 9 16 O 21 14 16 O 13 154 32 5 12 134 11 19 466 4:15 PM 39 8 21 O 19 14 18 O 14 '166 38 7 13 '138 10 17 498 4:30 PM 33 14 15 O 24 18 15 O 13 161 42 3 11 151 16 11 513 4:45 PM 47 17 22 1 23 17 13 O 14 '176 30 11 13 '152 4 8 528 5:00 PM 50 10 18 O 28 14 14 O 12 '166 37 10 9 '162 8 2 528 5:15 PM 41 7 15 O 20 10 9 O 14 172 32 4 7 141 11 1 O 479 5:30 PM 36 12 20 1 25 15 11 O 14 '166 47 4 10 '157 9 5 522 5:45 PM 32 11 12 O 21 1O 1O O 11 164 37 5 9 165 11 5 493 Total Survey 3'12 88 '139 2 181 112 '106 O '105 '1,325 295 49 84 '1,200 80 77 4,027 PeaK Hour Summary 4.75 PM to 5.75 PM B y A roach Northbound Vancil Rd SE Southbound Vancil Rd SE Eastbound Yelm Ave Westbound Yelm Ave Total pp In Out Total HV In Out Total HV In Out Total HV In Out Total HV Volume 294 256 550 1 2'17 '140 357 O 869 832 '1,70'1 31 687 839 '1,526 38 2,067 HV 0.3 % O.O % 3.6 % 5.5 % 3.4 PHF 0.85 0.95 0.99 0.96 0.98 Northbound Southbound Eastbound Westbound B y M t Vancil Rd SE Vancil Rd SE Yelm Ave Yelm Ave Total ovemen L T R Total L T R Total L T R Total L T R Total Volume '169 49 76 294 94 63 60 2'17 53 669 '147 869 46 603 38 687 2,067 PHF 0.85 0.72 0.86 0.85 0.84 0.88 0.83 0.95 0.95 0.95 0.88 0.99 0.88 0.93 0.59 0.96 0.98 Ro//ing Hour Summary 4.00 PM to 6.00 PM Interval Start Northbound Vancil Rd SE Southbound Vancil Rd SE Eastbound Yelm Ave Westbound Yelm Ave Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 PM '153 48 74 1 87 63 62 O 54 657 '142 26 49 575 41 55 2,005 4:'15 PM '169 49 76 1 94 63 60 O 53 669 '147 31 46 603 38 38 2,067 4:30 PM '17'1 48 70 1 95 59 51 O 53 675 '14'1 28 40 606 39 31 2,048 4:45 PM '174 46 75 2 96 56 47 O 54 680 '146 29 39 6'12 32 25 2,057 5:00 PM '159 40 65 1 94 49 44 O 51 668 '153 23 35 625 39 22 2,022 PeaK Hour Summary Mark Skaggs (206) 251-0300 Prarie Park Ln SE ~ Yelm Ave 5:00 PM to 6:00 PM Tuesday, June 13, 2006 W J i 58 53 .~ i ~ 24 7 27 IIL y y Ye/m Ave III 25 929 F 878 972 '~ ~ 69 Yr 25 ~ 923 879 ~ 966 ~ 9 ~1 Ye/m Ave F T a 27 I 3 60 95 90 ~ i U Approach PHF HV% Volume EB 0.96 3.8% 923 WB 0.97 2.8% 972 NB 0.68 ~.~% 90 SB 0.73 O.O% 58 Intersection 0.97 3.1% 2,043 Count Period: 4:00 PM to 6:00 PM Total Vehicle Summary i Mark Skaggs (206) 251 -0300 Prarie Park Ln SE ~ Yelm Ave Tuesday, June 73, 2006 4=00 PM to 6=00 PM 75-Minute /nterva/ Summary 4.00 PM to 6.00 PM In ~_ r 58 0 out 53 ~ ~ 24 x a 7 27 PHF 0.97 w - 25 ~~ .. \vn-a ~ 25 Out 929 ~~ 972 In 879 ~ In 923 ..- L j" ~ ~ 878 966 Out I 19 Z s ~ 69 Fes`„ HV 3.8% PHF 0.96 ~ 27 Out t 3 ~ Yi ~ ~ 60 IJ o In i s 95 90 ~ PeaK Hour Summary 5.00 PM to 6.00 PM Interval Start Northbound Clark Rd SE Southbound Pra rie Park Ln SE Eastbound Yelm Ave Westbound Yelm Ave Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 PM O O 15 O 4 4 6 O 8 20'1 5 10 13 '178 3 1 O 437 4:15 PM 7 1 16 5 10 1 6 O 4 2'19 4 8 16 202 5 18 491 4:30 PM 2 O 11 O 6 1 6 O 6 223 2 9 13 '185 7 9 462 4:45 PM 9 2 12 1 6 2 5 O 5 229 2 13 19 '164 11 8 466 5:00 PM 8 1 13 1 10 3 7 O 10 224 3 11 12 225 11 8 527 5:15 PM 11 1 21 O 7 1 9 O 7 227 7 6 21 202 3 8 5'17 5:30 PM 3 1 12 O 4 3 7 O 3 222 2 12 19 226 6 8 508 5:45 PM 5 O 14 O 6 O 1 O 5 206 7 6 17 225 5 3 491 Total Survey 45 6 114 7 53 15 47 O 48 '1,75'1 32 75 '130 '1,607 51 72 3,899 PeaK Hour Summary 5.00 PM to 6.00 PM B Y A roach Northbound Clark Rd SE Southbound Pra rie Park Ln SE Eastbound Yelm Ave Westbound Yelm Ave Total pp In Out Total HV In Out Total HV In Out Total HV In Out Total HV Volume 90 95 '185 1 58 53 'I'I'I O 923 929 '1,852 35 972 966 '1,938 27 2,043 HV 1.1 % O.O % 3.8 % 2.8 % 3.1 PHF 0.68 0.73 0.96 0.97 0.97 Northbound Southbound Eastbound Westbound B Y M t Clark Rd SE Pra rie Park Ln SE Yelm Ave Yelm Ave Total ovemen L T R Total L T R Total L T R Total L T R Total Volume 27 3 60 90 27 7 24 58 25 879 19 923 69 878 25 972 2,043 PHF 0.6'1 0.75 0.7'1 0.68 0.68 0.58 0.67 0.73 0.63 0.97 0.68 0.96 0.82 0.97 0.57 0.97 0.97 Ro//ing Hour Summary 4.00 PM to 6.00 PM Interval Start Northbound Clark Rd SE Southbound Pra rie Park Ln SE Eastbound Yelm Ave Westbound Yelm Ave Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 PM 18 3 54 6 26 8 23 O 23 872 13 40 61 729 26 45 '1,856 4:'15 PM 26 4 52 7 32 7 24 O 25 895 11 41 60 776 34 43 '1,946 4:30 PM 30 4 57 2 29 7 27 O 28 903 14 39 65 776 32 33 '1,972 4:45 PM 31 5 58 2 27 9 28 O 25 902 14 42 71 8'17 31 32 2,0'18 5:00 PM 27 3 60 1 27 7 24 O 25 879 19 35 69 878 25 27 2,043 PeaK Hour Summary Mark Skaggs (206) 251-0300 4th St ~ Ye I m Ave 4:15 PM to 5:15 PM Tuesday, June 13, 2006 v 20 5 O 4 ~ y y Ye/m Ave F ~~ 890 F 884 904 '~'~ ~ 9 Yr 9 ~ 9'19 909 ~ 924 ~ y Ye/m Ave F T a 1 I O 11 1O 12 Approach PHF HV% Volume EB 0.95 5.3% 919 WB 0.95 6.2% 904 N B 0.50 O.O% ~ 2 SB 0.45 ~~.~% 9 Intersection 0.98 5.7% 1 ,844 Count Period: 4:00 PM to 6:00 PM Total Vehicle Summary i Mark Skaggs (206) 251 -0300 4th St ~ Yelm Ave Tuesday, June 73, 2006 4=00 PM to 6=00 PM 75-Minute /nterva/ Summary 4.00 PM to 6.00 PM a° In 9 0 out 20 ~ ~ 5 _ ~ ` ~ O j 4 `- H V 6.2 % PHF 0 95 BA . 9 ~~~ ~~ S ~ 'I 'I Out 890 i 904 In ~ 909 ~ In 9'19 ..- s L j" ~ ~ 884 924 Out 1 Z ~ ~. ~ 9 F~~, HV 5.3% ~'`~ PHF 0.95 _~ ~ Out t o ~ o ~' , , IJ o In i s ~o ~z ~ PeaK Hour Summary 4.75 PM to 5.75 PM Interval Start Northbound 4th St Southbound 4th St Eastbound Yelm Ave Westbound Yelm Ave Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 PM O O 3 O 4 O 2 O 3 2'17 O 15 1 208 2 10 440 4:15 PM O O O O 1 O 1 O 1 242 O 13 2 220 2 20 469 4:30 PM O O 2 O 3 O 2 1 2 2'10 1 8 2 233 4 16 459 4:45 PM 1 O 5 O O O O O 2 223 O 14 2 2'13 2 7 448 5:00 PM O O 4 O O O 2 O 4 234 O 14 3 2'18 3 13 468 5:15 PM O O 1 O 1 O 1 O 7 237 O 8 2 202 1 12 452 5:30 PM O O O O 2 O O O 1 236 O 6 1 '189 4 12 433 5:45 PM O O 2 O O O 1 O O 204 O 7 3 '179 1 9 390 Total Survey 1 O 17 O 11 O 9 1 20 '1,803 1 85 16 '1,662 19 99 3,559 PeaK Hour Summary 4.75 PM to 5.75 PM B y A roach Northbound 4th St Southbound 4th St Eastbound Yelm Ave Westbound Yelm Ave Total pp In Out Total HV In Out Total HV In Out Total HV In Out Total HV Volume 12 10 22 O 9 20 29 1 9'19 890 '1,809 49 904 924 '1,828 56 '1,844 %HV O.O% 11.1 % 5.3% 6.2% 5.7% PHF 0.50 0.45 0.95 0.95 0.98 Northbound Southbound Eastbound Westbound B y M t 4th St 4th St Yelm Ave Yelm Ave Total ovemen L T R Total L T R Total L T R Total L T R Total Volume 1 O 11 12 4 O 5 9 9 909 1 9'19 9 884 11 904 '1,844 PHF 0.25 0.00 0.55 0.50 0.33 0.00 0.63 0.45 0.56 0.94 0.25 0.95 0.75 0.95 0.69 0.95 0.98 Ro//ing Hour Summary 4.00 PM to 6.00 PM Interval Start Northbound 4th St Southbound 4th St Eastbound Yelm Ave Westbound Yelm Ave Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 PM 1 O 10 O 8 O 5 1 8 892 1 50 7 874 10 53 '1,8'16 4:15 PM 1 O 11 O 4 O 5 1 9 909 1 49 9 884 11 56 1,844 4:30 PM 1 O 12 O 4 O 5 1 15 904 1 44 9 866 10 48 '1,827 4:45 PM 1 O 10 O 3 O 3 O 14 930 O 42 8 822 10 44 '1,80'1 5:00 P M O O 7 O 3 O 4 O 1 2 91 1 O 35 9 788 9 46 '1 , 743 PeaK Hour Summary Mark Skaggs (206) 251-0300 1st St N ~ Yelm Ave 4:30 PM to 5:30 PM Tuesday, May 23, 2006 Z h 224 258 '105 78 41 ~ y y Ye/m Ave F 28 682 F 434 641 ,.'~. ~ '179 Yr '140 ~ 8'10 590 ~ 829 80 ~I Ye/m Ave F T a '143 I 90 '198 337 431 Z cif y Approach PHF HV% Volume EB 0.96 3.6% 8'10 WB 0.97 4.5% 641 N B 0.88 5.8% 43 ~ SB 0.79 2.7% 224 Intersection 0.93 4.2% 2,'106 Count Period: 4:00 PM to 6:00 PM Total Vehicle Summary i Mark Skaggs (206) 251 -0300 1st St N ~ Ye I m Ave Tuesday, May 23, 2006 4=00 PM to 6=00 PM 75-Minute /nterva/ Summary 4.00 PM to 6.00 PM In ~_ r 224 ~ out 258 ~ '105 x a 78 1 41 y~ HV 4.5% PHF 0 97 . °• - '140 ~~ .. ~,-, ~ 28 Out 682 ~~ 641 In 590 ~ In 8'10 ..- L j" ~ ~ 434 829 Out I 80 Z ~ _s ~ 179 F~~„ HV 3.6% ~ ~ PHF 0.96 143 Out t 90 ~ m 198 IIJJ o In i s 337 431 ~ PeaK Hour Summary 4.30 PM to 5.30 PM Interval Start Northbound 1st St N Southbound 1st St N Eastbound Yelm Ave Westbound Yelm Ave Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 PM 38 21 39 8 9 24 23 1 33 145 11 6 48 97 8 11 496 4:15 PM 39 25 51 10 9 26 37 5 23 147 18 15 37 120 4 19 536 4:30 PM 36 17 51 9 11 17 27 4 41 134 21 6 38 107 5 14 505 4:45 PM 27 19 41 4 9 15 23 1 33 139 25 6 52 109 2 4 494 5:00 PM 37 37 49 7 9 34 28 1 33 157 21 13 44 106 12 5 567 5:15 PM 43 17 57 5 12 12 27 O 33 160 13 4 45 112 9 6 540 5:30 PM 31 19 53 5 13 11 23 1 28 158 15 1 49 93 4 8 497 5:45 PM 30 29 54 3 5 16 28 6 30 149 17 2 49 77 3 1 487 Total Survey 281 184 395 51 77 155 216 19 254 1,189 141 53 362 821 47 68 4,122 PeaK Hour Summary 4.30 PM to 5.30 PM B y A roach Northbound 1st St N Southbound 1st St N Eastbound Yelm Ave Westbound Yelm Ave Total pp In Out Total HV In Out Total HV In Out Total HV In Out Total HV Volume 431 337 768 25 224 258 482 6 810 682 1,492 29 641 829 1,470 29 2,106 HV 5.8 % 2.7 % 3.6 % 4.5 % 4.2 PHF 0.88 0.79 0.96 0.97 0.93 Northbound Southbound Eastbound Westbound B y M t 1st St N 1st St N Yelm Ave Yelm Ave Total ovemen L T R Total L T R Total L T R Total L T R Total Volume 143 90 198 431 41 78 105 224 140 590 80 810 179 434 28 641 2,106 PHF 0.83 0.61 0.87 0.88 0.85 0.57 0.94 0.79 0.85 0.92 0.80 0.96 0.86 0.97 0.58 0.97 0.93 Ro//ing Hour Summary 4.00 PM to 6.00 PM Interval Start Northbound 1st St N Southbound 1st St N Eastbound Yelm Ave Westbound Yelm Ave Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 PM 140 82 182 31 38 82 110 11 130 565 75 33 175 433 19 48 2,031 4:15 PM 139 98 192 30 38 92 115 11 130 577 85 40 171 442 23 42 2,102 4:30 PM 143 90 198 25 41 78 105 6 140 590 80 29 179 434 28 29 2,106 4:45 PM 138 92 200 21 43 72 101 3 127 614 74 24 190 420 27 23 2,098 5:00 PM 141 102 213 20 39 73 106 8 124 624 66 20 187 388 28 20 2,091 PeaK Hour Summary Mark Skaggs (206) 251-0300 703rd Ave SE 133 119 ~ '155 20 ~ ~ s ~1 Grove Rd SE ~ '103rd Ave SE 4:45 PM to 5:45 PM Thursday, August 03, 2006 W m ~ '125 89 35 1 I ~ y y 214 ,.'~. Yr S F T a 35 I 93 O 53 '128 W ~ m 0 i Approach PHF HV% Volume EB 0.86 ~ .3% ~ 55 WB 0.54 O.O% ~ 3 N B 0.74 5.5% ~ 28 SB 0.82 ~ .6% ~ 25 Intersection 0.87 2.6% 42'1 Count Period: 4:00 PM to 6:00 PM F 2 F 9 13 ~ 2 21 703rd Ave SE Total Vehicle Summary i Mark Skaggs (206) 251 -0300 Grove Rd SE ~ '103rd Ave SE Thursday, August 03, 2006 4=00 PM to 6=00 PM 75-Minute /nterva/ Summary 4.00 PM to 6.00 PM In out ~o ono '125 2'14 s i 89 35 1 a ~ 1 y I~ H V O.O PHF 0.54 119 ~~~~ :'` ~ 2 Out 133 ~~ 13 In 20 ~ ., - - I ~ 9 In 155 16 ~ °" 5 --` ~ 2 21 Out H V 1 .3 % # PHF 0.86 ~ t ~ N 35 93 O o Out In i i 53 128 PeaK Hour Summary 4.45 PM to 5.45 PM Interval Start Northbound Grove Rd SE Southbound Grove Rd SE Eastbound 103rd Ave SE Westbound 103rd Ave SE Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 PM 4 20 O O O 18 20 O 21 3 1 O O O O O 87 4:15 PM 4 18 1 1 O 4 18 1 25 1 2 1 O 3 O O 76 4:30 P M 4 21 O O O 1 5 1 9 O 1 7 4 3 2 O O O O 83 4:45 PM 14 29 O 3 O 7 23 1 36 6 3 O 1 2 O O 121 5:00 P M 6 1 7 O O 1 9 1 7 O 35 3 5 2 O 1 1 O 95 5:15 PM 7 20 O 3 O 9 29 1 24 6 4 O 1 1 O O 101 5:30 PM 8 27 O 1 O 10 20 O 24 5 4 O O 5 1 O 104 5:45 P M 4 1 8 O O 3 1 2 21 3 1 4 2 1 1 O 3 1 O 79 Total Survey 51 170 1 8 4 84 167 6 196 30 23 6 2 15 3 O 746 PeaK Hour Summary 4.45 PM to 5.45 PM B y A roach Northbound Grove Rd SE Southbound Grove Rd SE Eastbound 103rd Ave SE Westbound 103rd Ave SE Total pp In Out Total HV In Out Total HV In Out Total HV In Out Total HV Volume 128 53 181 7 125 214 339 2 155 133 288 2 13 21 34 O 421 HV 5.5 % 1.6 % 1.3 % O.O % 2.6 PHF 0.74 0.82 0.86 0.54 0.87 Northbound Southbound Eastbound Westbound B y M t Grove Rd SE Grove Rd SE 103rd Ave SE 103rd Ave SE Total ovemen L T R Total L T R Total L T R Total L T R Total Volume 35 93 O 128 1 35 89 125 119 20 16 155 2 9 2 13 421 PHF 0.63 0.80 0.00 0.74 0.25 0.88 0.77 0.82 0.83 0.83 0.80 0.86 0.50 0.45 0.50 0.54 0.87 Ro//ing Hour Summary 4.00 PM to 6.00 PM Interval Start Northbound Grove Rd SE Southbound Grove Rd SE Eastbound 103rd Ave SE Westbound 103rd Ave SE Interval Time L T R HV L T R HV L T R HV L T R HV Total 4:00 PM 26 88 1 4 O 44 80 2 99 14 9 3 1 5 O O 367 4:15 PM 28 85 1 4 1 35 77 2 113 14 13 5 1 6 1 O 375 4:30 PM 31 87 O 6 1 40 88 2 112 19 15 4 2 4 1 O 400 4:45 PM 35 93 O 7 1 35 89 2 119 20 16 2 2 9 2 O 421 5:00 PM 25 82 O 4 4 40 87 4 97 16 14 3 1 10 3 O 379 YELM, WASHINGTON WEST RD E SE 1 03RD AVE LOC# 01 P TPG07'143M TRAFFICOUNT, P.O. BOX 2508 OLYMPIA, WASHINGTON (360) 491-81 1 6 Groups Printed- PRIMARY INC_ 98507 File Name site code Start Date Page No TPG'I 500'1 P 0000000 5/30/2 007 1 WEST RD E SE 103RD AVE SHOPPING CENTER BACK DRIVEWAY SE 103RD AVE From North From East From Sou th From West StartTime Right Thm Left Truck App. Total Right Thm Left Truck App. Total Right Thm Left Truck App. Total Right Thm Left Truck App. 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 S 1 16 O 27 21 14 O 1 35 1 3 O O 4 2 17 9 1 26 2 94 96 04:15 PM 7 4 16 O 27 16 19 O O 35 O 2 O O 2 1 15 9 O 25 O S9 S9 04:30 PM 11 4 16 O 33 15 13 O O 26 O O O O O 1 20 6 O 27 O SS SS 04:45 PM 5 1 16 O 22 12 11 O O 23 O 1 O O 1 O 21 10 1 31 1 77 76 Total 31 10 66 O 109 64 57 O 1 121 1 6 O O 7 4 73 34 2 111 3 346 351 05:00 PM 12 4 26 O 44 22 15 O O 37 O O O O O 1 29 13 1 43 1 124 125 05:15 PM S 4 15 1 27 16 12 O O 30 1 3 O O 4 1 22 12 1 35 2 96 96 05:30 PM S 4 16 O 30 17 16 O O 33 O 1 O O 1 1 26 6 3 33 3 97 100 05:45 PM 3 3 26 O 34 16 7 2 O 25 3 1 O 1 4 O 21 6 O 27 1 90 91 Total 31 15 S9 1 135 73 50 2 O 125 4 5 O 1 9 3 96 37 5 136 7 407 414 Grantl Total 62 25 157 1 244 137 107 2 1 246 5 11 O 1 16 7 171 71 7 249 10 755 765 Apprch % 25.4 10.2 64.3 55.7 43.5 O.B 31.2 66.6 O 2.6 65.7 25.5 Total % 6.2 3.3 20.5 32.3 15.1 14.2 0.3 32.6 0.7 1.5 O 2.1 0.9 22.6 9.4 33 1.3 95.7 From North SEFrom Ea tVE SHOPPING FromESO thK DRIVEWAY S From West E StartTime Right Thm Left App. Total Right Thm Left App. Total Right Thm Left App. Total Right Thm Left App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM -Peak 1 of 1 Pea k Hour for Entiro Intersection Begins at 05:00 PM 05:00 PM 12 4 28 44 22 15 O 37 O O O O 1 29 13 43 124 05:15 PM S 4 15 27 16 12 O 30 1 3 O 4 1 22 12 35 96 05:30 PM S 4 16 30 17 16 O 33 O 1 O 1 1 26 6 33 97 05:45 PM 3 3 26 34 16 7 2 25 3 1 O 4 O 21 6 27 90 Total Volume 31 15 S9 135 73 50 2 125 4 5 O 9 3 96 37 136 407 App. Total 23 11.1 65.9 55.4 40 1.6 44.4 55.6 O 2.2 71 26.5 PHF .646 .935 .795 .767 .530 .751 .250 .545 .333 .417 .000 .563 .750 .545 .712 .502 .521 Peak Hour Analysis From 04:00 PM to 05:45 PM -Peak 1 of 1 Pea k Hour for Each Approach Begins at: 05:00 PM 05:00 PM 05:00 PM 04:45 PM +O mins. 12 4 28 44 22 15 O 37 O O O O O 21 10 31 +15 mins. S 4 15 27 16 12 O 30 1 3 O 4 1 29 13 43 +30 mins. S 4 16 30 17 16 O 33 O 1 O 1 1 22 12 35 +45 mins. 3 3 26 34 16 7 2 25 3 1 O 4 1 26 6 33 Total Volume 31 15 S9 135 73 50 2 125 4 5 O 9 3 96 41 142 App. Total 23 11.1 65.9 55.4 40 1.6 44.4 55.6 O 2.1 69 25.9 PHF .646 .935 .795 .767 .530 .751 .250 .545 .333 .417 .000 .563 .750 .545 .766 .526 YELM, WASHINGTON WEST RD E SE 1 03RD AVE LOC# 01 P TPG07'143M TRAFFICOUNT, P.O. BOX 2508 OLYMPIA, WASHINGTON (360) 491-81 1 6 Groups Printed- PRIMARY INC_ 98507 File Name site code Start Date Page No TPG'I 500'1 P 0000000 5/30/2 007 1 WEST RD E SE 103RD AVE SHOPPING CENTER BACK DRIVEWAY SE 103RD AVE From North From East From South From West StartTime Right Thm Left Truck Right Thm Left Truck Right Thm Left Truck Right Thm Left Truck 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 S 1 1S O 21 14 O 1 1 3 O O 2 17 9 1 2 94 96 04:15 PM 7 4 16 O 16 19 O O O 2 O O 1 15 9 O O S9 S9 04:30 PM 11 4 1S O 15 13 O O O O O O 1 20 6 O O SS SS 04:45 PM 5 1 16 O 12 11 O O O 1 O O O 21 10 1 1 77 7S Total 31 10 6S O 64 57 O 1 1 6 O O 4 73 34 2 3 34S 351 05:00 PM 12 4 2S O 22 15 O O O O O O 1 29 13 1 1 124 125 05:15 PM S 4 15 1 1S 12 O O 1 3 O O 1 22 12 1 2 96 9S 05:30 PM S 4 1S O 17 16 O O O 1 O O 1 26 6 3 3 97 100 05:45 PM 3 3 2S O 16 7 2 O 3 1 O 1 O 21 6 O 1 90 91 Total 31 15 S9 1 73 50 2 O 4 5 O 1 3 9S 37 5 7 407 414 Grantl TOtal 62 25 157 1 137 107 2 1 5 11 O 1 7 171 71 7 10 755 765 Apprch % 25.4 10.2 64.3 55.7 43.5 O.S 31.2 6S.S O 2.S 65.7 25.5 Total % S.2 3.3 20.5 15.1 14.2 0.3 0.7 1.5 O 0.9 22.6 9.4 1.3 95.7 WEST RO E Out I n Total 2'19 244 463 62 25 '157 Right Thru Le~ ~0 ~~ T ~ 0° w J North ~ w m D ~~ ~ 3 0 ~ `~ 5/30/2007 04:00 PM ~~ o ~ ~ ~ o ~ b ~ 5/30/2007 05:45 PM ~ ~ ~~ ~ ~~-1 PRIMARY ~~ ~o m O ~ I Left Thru Ri ht O 11 5 34 16 50 Out I n Total YELM, WASHINGTON WEST RD E SE 1 03RD AVE LOC# 01 P TPG07'143M TRAFFICOUNT, P.O. BOX 2508 OLYMPIA, WASHINGTON (360) 491-81 1 6 INC_ 98507 File Name site code Start Date Page No TPG'I 500'1 P 0000000 5/30/2 007 2 WEST RD E SE 103RD AVE SHOPPING CENTER BACK DRIVEWAY SE 103RD AVE From North From East From South From West Sta rtTime 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 1 Peak Hourfor Entire Intersection Begins at 05:00 PM 05:00 PM 12 4 28 44 22 15 O 37 O O O O 1 29 13 43 124 05:15 PM S 4 15 27 1S 12 O 30 1 3 O 4 1 22 12 35 96 05:30 PM S 4 1S 30 17 16 O 33 O 1 O 1 1 26 6 33 97 05:45 PM 3 3 2S 34 16 7 2 25 3 1 O 4 O 21 6 27 90 Total Volume 31 15 S9 135 73 50 2 125 4 5 O 9 3 9S 37 13S 407 App. ToW l 23 11.1 65.9 55.4 40 1.6 44.4 55.6 O 2.2 71 26.5 PHF .646 .935 .795 .767 .530 .751 .250 .545 .333 .417 .000 .563 .750 .545 .712 .502 .521 01 1 S 11 35 T 250 ~~ 31 1S S9 Right Thru Le~ 1 ~~ ---~ ~~ rn ~~ O ~ c-~ Peak HoTI ur Data North Peak Hour Begins at 05:00 PM PRI MARY I Left Thru Ri ht O 5 4 20 9 29 Out I n Total ~o ~~ ~~ ~o 6i TRAFFICOUNT P.O. BOX 2508 OLYMPIA, WASHINGTON YELM, WASHINGTON (360) 491-8116 SAFEWAY SHOPPING CENTER DRIVEWAY YELM AVE (SR-507) LOC# 02P TPG07'143M Groups Printed- PRIMARY INC_ 98507 File Name site code Start Date Page No TPG'I 5002P 00000002 5/30/2 007 1 QFC SHOPPING CENTER DRIVEWAY YELM AVE (SR-507) SAFEWAY DRIVEWAY YELM AVE (SR-507) From North From East From Sou th From West StartTime Right Thm Left Truck App. Total Right Thm Left Truck App. Total Right Thm Left Truck App. Total Right Thm Left Truck App. 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 O O O O O 9 164 19 S 192 15 O O 1 15 11 176 1 6 155 15 395 410 04:15 PM 3 O O O 3 11 177 16 17 204 19 4 O O 23 13 165 1 S 179 25 409 434 04:30 PM 1 O O O 1 10 153 21 11 154 22 1 3 1 26 4 196 2 4 202 16 413 429 04:45 PM 3 O O O 3 9 172 20 5 201 17 O O O 17 10 205 3 10 215 15 439 454 Total 7 O O O 7 39 666 76 41 751 73 5 3 2 S1 35 742 7 25 757 71 1656 1727 05:00 PM 3 O O O 3 S 172 16 6 196 20 1 3 O 24 13 171 4 5 155 11 411 422 05:15 PM O O O O O 3 165 13 5 154 27 1 1 O 29 6 204 2 4 212 9 425 434 05:30 PM 3 O O O 3 6 155 16 6 207 19 1 O O 20 S 192 4 3 204 9 434 443 05:45 PM 1 O O O 1 4 150 10 2 164 20 1 O O 21 16 156 7 3 209 5 395 400 Total 7 O O O 7 21 675 55 19 751 S6 4 4 O 94 43 753 17 15 513 34 1665 1699 Grantl Total 14 O O O 14 60 1341 131 60 1532 159 9 7 2 175 S1 1495 24 43 1600 105 3321 3426 Apprch % 100 O O 3.9 57.5 5.6 90.9 5.1 4 5.1 93.4 1.5 Total % 0.4 O O 0.4 1.5 40.4 3.9 46.1 4.5 0.3 0.2 5.3 2.4 45 0.7 45.2 3.1 96.9 QFC SHOPPIFrom North DRIVEWAY YELM roVm East 07) SAF FroAm So hEWAY YELM roVAE~R~507) StartTime Right Thm Left App. Total Right Thm Left App. Total Right Thm Left App. Total Right Thm Left App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM -Peak 1 of 1 Pea k Hour for Entiro Intersection Begins at 04:45 PM 04:45 PM 3 O O 3 9 172 20 201 17 O O 17 10 205 3 218 439 05:00 PM 3 O O 3 5 172 16 196 20 1 3 24 13 171 4 155 411 05:15 PM O O O O 3 165 13 154 27 1 1 29 6 204 2 212 425 05:30 PM 3 O O 3 6 185 16 207 19 1 O 20 5 192 4 204 434 Total Volume 9 O O 9 26 697 65 755 53 3 4 90 37 772 13 522 1709 App. Total 100 O O 3.3 55.5 5.2 92.2 3.3 4.4 4.5 93.9 1.6 PHF .750 .000 .000 .750 .722 .942 .513 .952 .769 .750 .333 .776 .712 .941 .513 .943 .973 Peak Hour Analysis From 04:00 PM to 05:45 PM -Peak 1 of 1 Pea k Hour for Each Approach Begins at: 04:15 PM 04:45 PM 04:30 PM 04:45 PM +O mins. 3 O O 3 9 172 20 201 22 1 3 26 10 205 3 218 +15 mins. 1 O O 1 5 172 16 196 17 O O 17 13 171 4 155 +30 mins. 3 O O 3 3 165 13 154 20 1 3 24 6 204 2 212 +45 mins. 3 O O 3 6 185 16 207 27 1 1 29 5 192 4 204 Total Volume 10 O O 10 26 697 65 755 56 3 7 96 37 772 13 522 App. Total 100 O O 3.3 55.5 5.2 59.6 3.1 7.3 4.5 93.9 1.6 PHF .533 .000 .000 .533 .722 .942 .513 .952 .796 .750 .553 .525 .712 .941 .513 .943 TRAFFICOUNT P.O. BOX 2508 OLYMPIA, WASHINGTON YELM, WASHINGTON (360) 491-8116 SAFEWAY SHOPPING CENTER DRIVEWAY YELM AVE (SR-507) LOC# 02P TPG07'143M INC_ 98507 File Name site code Start Date Page No TPG'I 5002P 00000002 5/30/2 007 1 QFC SHOPPING CENTER DRIVEWAY YELM AVE (SR-507) SAFEWAY DRIVEWAY YELM AVE (SR-507) From North From East From South From West StartTime Right Thm LeR Truck Right Thm LeR Truck Right Thm LeR Truck Right Thm LeR Truck 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 O O O O 9 164 19 S 15 O O 1 11 176 1 6 15 395 410 04:15 PM 3 O O O 11 177 16 17 19 4 O O 13 165 1 S 25 409 434 04:30 PM 1 O O O 10 153 21 11 22 1 3 1 4 196 2 4 16 413 429 04:45 PM 3 O O O 9 172 20 5 17 O O O 10 205 3 10 15 439 454 Total 7 O O O 39 666 76 41 73 5 3 2 3S 742 7 2S 71 1656 1727 05:00 PM 3 O O O S 172 16 6 20 1 3 O 13 171 4 5 11 411 422 05:15 PM O O O O 3 16S 13 5 27 1 1 O 6 204 2 4 9 425 434 05:30 PM 3 O O O 6 1S5 16 6 19 1 O O S 192 4 3 9 434 443 05:45 PM 1 O O O 4 150 10 2 20 1 O O 16 1S6 7 3 5 395 400 Total 7 O O O 21 675 55 19 S6 4 4 O 43 753 17 15 34 1665 1699 Grantl TOtal 14 O O O 60 1341 131 60 159 9 7 2 S1 1495 24 43 105 3321 3426 Apprch % 100 O O 3.9 57.5 S.6 90.9 5.1 4 5.1 93.4 1.5 Total % 0.4 O O 1.S 40.4 3.9 4.S 0.3 0.2 2.4 45 0.7 3.1 96.9 Out I n 93 14 Total '107 14 O O Right Thru Le~ ~~ ~~ ~~ ~ ~ aH~ O~ ~ ~ + N~h 5/30/2007 04:00 PM 5/30/2007 05:45 PM PRIMARY I Left Thru Ri ht 7 9 '159 2'12 '175 3S7 Out I n Total ~O 3 ~~ ~ N ~ ~~ w o ~~ YELM, WASHINGTON SAFEWAY SHOPPING YELM AVE (SR-507) LOC# 02P TPG07'143M TRAFFICOUNT P.O. BOX 2508 OLYMPIA, WASHINGTON (360) 491-81 1 6 INC_ 98507 File Name site code Start Date Page No TPG'I 5002P 00000002 5/30/2 007 2 QFC SHOPPING CENTER DRIVEWAY YELM AVE (SR-507) SAFEWAY DRIVEWAY YELM AVE (SR-507) From North From East From South From West Sta rtTime 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 1 Peak Hourfor Entire Intersection Begins at 04:45 PM 04:45 PM 3 O O 3 9 172 20 201 17 O O 17 10 205 3 218 439 05:00 PM 3 O O 3 S 172 16 196 20 1 3 24 13 171 4 1SS 411 05:15 PM O O O O 3 16S 13 1S4 27 1 1 29 6 204 2 212 425 05:30 PM 3 O O 3 6 185 16 207 19 1 O 20 S 192 4 204 434 Total Volume 9 O O 9 26 697 65 7SS S3 3 4 90 37 772 13 S22 1709 App. ToW l 100 O O 3.3 SS.5 S.2 92.2 3.3 4.4 4.5 93.9 1.6 PHF .750 .000 .000 .750 .722 .942 .513 .952 .769 .750 .333 .776 .712 .941 .513 .943 .973 Out I n 42 0 Total 51 ~~ 9 O O Right Thru Le 1 ~ H ~~ ~~ ~ P~ ti ~ O~ M Peak HoTI ur Data North Peak Hour Begins at 04:45 PM PRI MARY I Left Thru Ri ht 4 3 S3 '102 90 '192 Out I n Total ~o ~~ ~ m ~ ~~ can o ~~ CENTER DRIVEWAY YELM, WASHINGTON PLAZA ~ R N E DAIRY QUEEN DRIVEWAY LOC# 03P TPG07'143M TRAFFICOUNT, P.O. BOX 2508 OLYMPIA, WASHINGTON (360) 491-81 1 6 Groups Printed- PRIMARY INC_ 98507 File Name site code Start Date Page No TPG'I 5003P 00000003 5/30/2 007 1 PLAZA DR NE DAIRY QUEEN DRIVEWAY PLAZA DR NE From North From East From South From West StartTime Right Thm Left Truck App. Total Right Thm Left Truck App. Total Right Thm Left Truck App. Total Right Thm Left Truck App. 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 O 5 7 O 12 10 O S O 1S 10 16 O O 26 O O O O O O 56 56 04:15 PM O S 12 O 20 5 O 9 O 14 11 S O O 19 O O O O O O 53 53 04:30 PM O 11 10 1 21 12 O 2 1 14 7 13 O O 20 O O O O O 2 55 57 04:45 PM O 5 11 O 16 S O 9 O 17 1S 1S O O 36 O O O O O O 69 69 Total O 29 40 1 69 35 O 2S 1 63 46 55 O O 101 O O O O O 2 233 235 05:00 PM O 11 9 1 20 S O 11 O 19 11 16 O O 27 O O O O O 1 66 67 05:15 PM O 4 S O 12 13 O 13 O 26 15 7 O 1 22 O O O O O 1 60 61 05:30 PM O 7 14 O 21 4 O 9 O 13 15 S O O 23 O O O O O O 57 57 05:45 PM O 4 16 O 20 5 O S O 13 17 10 O O 27 O O O O O O 60 60 Total O 26 47 1 73 30 O 41 O 71 5S 41 O 1 99 O O O O O 2 243 245 Grantl Total O 55 S7 2 142 65 O 69 1 134 104 96 O 1 200 O O O O O 4 476 4S0 Apprch % O 35.7 61.3 45.5 O 51.5 52 4S O O O O Total % O 11.6 15.3 29.5 13.7 O 14.5 25.2 21.5 20.2 O 42 O O O O O.S 99.2 From NorthE DAIRY QFrom EastIVEWAY From Soo uthE From West StartTime Right Thm Left App. Total Right Thm Left App. Total Right Thm Left App. Total Right Thm Left App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM -Peak 1 of 1 Pea k Hour for Entiro Intersection Begins at 04:45 PM 04:45 PM O 5 11 16 S O 9 17 18 18 O 36 O O O O 69 05:00 PM O 11 9 20 S O 11 19 11 16 O 27 O O O O 66 05:15 PM O 4 S 12 13 O 13 26 15 7 O 22 O O O O 60 05:30 PM O 7 14 21 4 O 9 13 15 S O 23 O O O O 57 Total Volume O 27 42 69 33 O 42 75 59 49 O 10S O O O O 252 App. Total O 39.1 60.9 44 O 56 54.6 45.4 O O O O PHF .000 .614 .750 .521 .635 .000 .SOS .721 .519 .651 .000 .750 .000 .000 .000 .000 .913 Peak Hour Analysis From 04:00 PM to 05:45 PM -Peak 1 of 1 Pea k Hour for Each Approach Begins at: 04:15 PM 04:30 PM 04:45 PM 04:00 PM +O mins. O S 12 20 12 O 2 14 18 18 O 36 O O O O +15 mins. O 11 10 21 S O 9 17 11 16 O 27 O O O O +30 mins. O 5 11 16 S O 11 19 15 7 O 22 O O O O +45 mins. O 11 9 20 13 O 13 26 15 S O 23 O O O O Total Volume O 35 42 77 41 O 35 76 59 49 O 10S O O O O App. Total O 45.5 54.5 53.9 O 46.1 54.6 45.4 O O O O PHF .000 .795 .575 .917 .7SS .000 .673 .731 .519 .651 .000 .750 .000 .000 .000 .000 YELM, WASHINGTON PLAZA ~ R N E DAIRY QUEEN DRIVEWAY LOC# 03P TPG07'143M TRAFFICOUNT, P.O. BOX 2508 OLYMPIA, WASHINGTON (360) 491-81 1 6 Groups Printed- PRIMARY INC_ 98507 File Name site code Start Date Page No TPG'I 5003P 00000003 5/30/2 007 1 PLAZA DR NE DAIRY QUEEN DRIVEWAY PLAZA DR NE From North From East From South From West StartTime Right Thm Left Truck Right Thm Left Truck Right Thm Left Truck Right Thm Left Truck 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 O 5 7 O 10 O S O 10 16 O O O O O O O 56 56 04:15 PM O S 12 O 5 O 9 O 11 S O O O O O O O 53 53 04:30 PM O 11 10 1 12 O 2 1 7 13 O O O O O O 2 55 57 04:45 PM O 5 11 O S O 9 O 1S 1S O O O O O O O 69 69 Total O 29 40 1 35 O 2S 1 46 55 O O O O O O 2 233 235 05:00 PM O 11 9 1 S O 11 O 11 16 O O O O O O 1 66 67 05:15 PM O 4 S O 13 O 13 O 15 7 O 1 O O O O 1 60 61 05:30 PM O 7 14 O 4 O 9 O 15 S O O O O O O O 57 57 05:45 PM O 4 16 O 5 O S O 17 10 O O O O O O O 60 60 Total O 26 47 1 30 O 41 O 5S 41 O 1 O O O O 2 243 245 Grantl TOtal O 55 S7 2 65 O 69 1 104 96 O 1 O O O O 4 476 4S0 Apprch % O 35.7 61.3 45.5 O 51.5 52 4S O O O O Total % O 11.6 15.3 13.7 O 14.5 21.5 20.2 O O O O O.S 99.2 PLAZA OR NE Out I n Total 161 '142 303 O 55 S7 Right Thru Le~ D ~ North T k7 3 U m ~~ 5/30/2007 04:00 PM ~~ ~ z ~~ o ~ C 5/30/2007 05:45 PM a O o ~ 0~ o ~~-1 PRIMARY ~~ ~ ~o ~ ~ ~ I Left Thru Ri ht O 96 '104 '124 200 324 Out I n Total YELM, WASHINGTON PLAZA ~ R N E DAIRY QUEEN DRIVEWAY LOC# 03P TPG07'143M TRAFFICOUNT, P.O. BOX 2508 OLYMPIA, WASHINGTON (360) 491-81 1 6 INC_ 98507 File Name site code Start Date Page No TPG'I 5003P 00000003 5/30/2 007 2 PLAZA DR NE DAIRY QUEEN DRIVEWAY PLAZA DR NE From North From East From South From West Sta rtTime 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 1 Peak Hourfor Entire Intersection Begins at 04:45 PM 04:45 PM O 5 11 16 8 O 9 17 18 18 O 36 O O O O 69 05:00 PM O 11 9 20 S O 11 19 11 16 O 27 O O O O 66 05:15 PM O 4 S 12 13 O 13 26 15 7 O 22 O O O O 60 05:30 PM O 7 14 21 4 O 9 13 15 S O 23 O O O O 57 Total Volume O 27 42 69 33 O 42 75 59 49 O 10S O O O O 252 App. ToW l O 39.1 60.9 44 O 56 54.6 45.4 O O O O PHF .000 .614 .750 .521 .635 .000 .SOS .721 .519 .651 .000 .750 .000 .000 .000 .000 .913 O S2 I n69 T 1511 ~~ O 27 42 Right Thru Le 1 ~ ~~ ° --~ ~~ o ~~ O~ o Peak HoTI ur Data North Peak Hour Begins at 04:45 PM PRI MARY I Left Thru Ri ht O 49 59 69 '106 '177 Out I n Total ~o ~~ ~~ N ~o 6i Appendix C: Level of Service 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 ir<tersectior<_ Vehicle delay is a method of quantifying several intangible factors, including driver discomfort, frustration, and lost travel tiixie_ Specifically, LOS criteria are stated in terms of average delay per vehicle during a specified time period (for example, the PM pear 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 Highavcsy CcspcsciLy Mcsnucsl (Transportation Research Board, Special Report 209, 2000_ Table 7 _ Level of Service Criteria for Signalized Intersections Level of Service Average Control delay (sec/veh) General ~escripiion (Signalized Intersections) A <1 O Free Flow B >1 O - 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) Uxisigxialized intersection LOS criteria cart be further reduced into two intersection types= all-way stop-controlled and two-way stop-cor<trolled_ All-way, stop-controlled intersection LOS is expressed in terms of the average vehicle delay of all of the movements, much life that of a signalized intersection. Two-way, stop-controlled intersection LOS is defined in terms of the average vehicle delay of art 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 atwo-way, stop-controlled intersection is defined in terms of its individual movemer<ts_ With this in mind, total average vehicle delay (i. e., average delay of all movements for atwo-way, stop-controlled intersection should be viewed with discretior<_ 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 O - 1 O B X10 - 15 C >1 5 - 25 D X25 - 35 E >35 - 50 F X50 Appendix ~: Capacity Analysis Worksheets HCM Unsignalized Intersection Capacity Analysis 4: Yelm Ave & Burnett Rd SE ~ ~ t ne Volume Left 22 0 22 Volume Right 0 17 6 cSH 1020 1700 180 Lane LUS H U Approach Delay (s) 0.6 0.0 28.7 Approach LOS D Existing PM Peak Hour 7/24/2007 HCM Unsignalized Intersection Capacity Analysis 7: Yelm Ave & Killion St SE Existing PM Peak Hour 7/24/2007 ~ ~ ~ ~ a r ne Volume Left 5 0 11 Volume Right 0 5 5 cSH 988 1700 145 ~,tueue ~engm yotn \n/ u u y Control Delay (s) 0.2 0.0 33.0 Lane LOS A D Approach Delay (s) 0.2 0.0 33.0 Approach LOS D 62.9% ICU Level of Service B 15 M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 22 800 528 17 22 6 Pedestrians HCM Unsignalized Intersection Capacity Analysis Existing PM Peak Hour 8: Yelm Ave & Cullens St 7/24/2007 ne Median storage veh) Upstream signal (ft) pX, platoon unblocked HCM Unsignalized Intersection Capacity Analysis Existing PM Peak Hour 9: Yelm Ave & Longmire St 7/24/2007 ne Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 5 984 16 11 617 11 5 0 11 5 5 5 Pedestrians Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) pX, platoon unblocked vC, conflicting volume 628 1000 1649 1652 992 1649 1654 622 vC1, stage 1 confvol Volume Left 5 0 11 0 5 5 Volume Right 0 16 0 11 11 5 cSH 949 1700 688 1700 149 118 ~,tueue ~engm yotn \n/ u u i u y i.i Control Delay (s) 8.8 0.0 10.3 0.0 31.9 40.4 Lane LOS A B D E Approach Delay (s) 0.0 0.2 31.9 40.4 Approach LOS D E 59.6% ICU Level of Service B 15 M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group Volume (veh/h) 60 915 15 15 530 35 5 5 10 30 5 40 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 65 984 16 16 570 38 5 5 11 32 5 43 Pedestrians Queues Existing PM Peak Hour 14: Yelm Ave & First St 7/24/2007 ~ ~ ~ r ~ -~ T '- l Turn Type Protected Phases Permitted Phases Detector Phases Minimum Initial (s; Minimum Split (s) Total Split (%) 15.5 Yellow Time (s) 3.5 All-Red Time (s) 1.0 Lead/Lag Lead Lead-Lag Optimize? Yes Recall Mode None v/c Ratio 0.80 5.0 23.0 15.0 23.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Length 50th (ft) 108 381 16 125 328 83 152 21 96 Queue Length 95th (ft) #213 539 45 #265 450 140 #303 49 175 ~ Internal Link Dist (ft) 2006 1139 858 888 Turn Bay Length (ft) 120 120 120 120 80 Base Capacity (vph) 205 881 773 239 908 288 405 230 335 Reduced v/c Ratio Actuated Cycle Length: 110 Offset: 65 (59 % ), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Snlits and Phases 14' Yalm Ave R First St ~ m, ~ mz ~ m3 T m4 19s 53s 15s 23s f m5 F m6 ~ m7 m8 17s 55s 15s 23s HCM Signalized Intersection Capacity Analysis Existing PM Peak Hour 14: Yelm Ave & First St 7/24/2007 Peak-hour facto r, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 156 645 86 199 478 32 156 97 215 43 86 113 RTOR Reduction (vph) 0 0 25 0 2 0 0 70 0 0 44 0 Lane Group Flow (vph) 156 645 61 199 508 0 156 242 0 43 155 0 Lane Grp Cap (vph) 194 / R i P 0 09 850 0 35 723 231 875 266 0 12 0 28 0 06 336 0 15 163 0 01 269 0 09 v s at o rot . v/s Ratio Perm / R i 0 80 c . 0 76 0.04 0 08 c . . c . 0.11 0 86 0 58 0 59 c . 0 72 . 0.04 0 26 . 0 58 v c at o . Uniform Delay, d1 47.7 . 24.3 . 16.4 . . . 46.6 20.1 31.1 . 40.5 . 36.0 . 42.8 Progression Factor 1.00 1.00 1.00 0.95 0.96 1.00 1.00 1.00 1.00 Incremental Delay, d2 19.9 D l 67 6 6.3 30 6 0.2 16 6 21.6 2.3 2.1 65 9 21 5 33 3 7.3 47 8 0.3 36 4 2.8 45 6 e ay (s) . Level of Service E A h D l . C 35 7 . B . . . E C C 34 0 . D 42 9 . D . D 44 0 pproac e ay (s) Approach LOS . D . C . D . D Intersection Summary HCM Average Control Delay 37.5 HCM Level of Service D HCM Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 12.0 M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group 2 4 8 5 2 2 1 6 7 4 3 8 Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.90 1.00 0.91 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1736 1827 1553 1719 1792 1703 1607 1752 1688 0 0 0 0 0 0 0 0 0 0.76 0.73 0.11 0.83 0.56 0.54 0.77 0.19 0.59 Turn Type Prot Perm Prot pm+pt pm+pt Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 4 8 HCM Unsignalized Intersection Capacity Analysis Existing PM Peak Hour 17: Yelm Ave & Fourth St 7/24/2007 Lane Configurations ~ '~ ~ '~ ~ ~ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 10 925 5 10 900 10 5 0 10 5 0 5 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 10 944 5 10 918 10 5 0 10 5 0 5 Pedestrians Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.74 0.69 0.82 0.82 0.69 0.82 0.82 0.74 vC, conflicting volume 929 949 1911 1916 946 1918 1913 923 vC1, stage 1 confvol 967 967 944 944 vC2, stage 2 conf vol 944 949 974 969 vCu, unblocked vol 903 926 1633 1639 922 1642 1636 896 tC, single (s) 4.1 4.2 7.1 6.5 6.2 7.2 6.6 6.3 tC, 2 stage (s) 6.1 5.5 6.2 5.6 tF (s) 2.2 2.3 3.5 4.0 3.3 3.6 4.1 3.4 p0 queue free % 98 98 96 100 95 96 100 98 cM capacity (veh/h) 546 495 127 144 226 117 137 241 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 SB 1 Volume Total 10 949 10 929 15 10 Volume Left 10 0 10 0 5 5 Volume Right 0 5 0 10 10 5 cSH 546 1700 495 1700 180 157 Volume to Capacity 0.02 0.56 0.02 0.55 0.09 0.06 Queue Length 95th (ft) 1 0 2 0 7 5 Control Delay (s) 11.7 0.0 12.4 0.0 26.9 29.4 Lane LOS B B D D Approach Delay (s) 0.1 0.1 26.9 29.4 Approach LOS D D Queues 18: Yelm Ave & Prairie Park Existing PM Peak Hour 7/24/2007 Turn Type Protected Phases Permitted Phases Detector Phases Total Split (s) 15.0 70.0 15.0 70.0 25.0 25.0 25.0 25.0 Total Split (%) 13.6% 63.6% 13.6% 63.6% 22.7% 22.7% 22.7% 22.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 - All-Red Time (s) L d/L 1.0 1.0 0.5 1.0 1.0 L d L L d L 1.0 1.0 1.0 ea ag Lead-Lag Optimize? R ll M d ea ag ea ag Yes Yes Yes Yes N C M N C M N N - N N eca o e v/c Ratio C t l D l one - ax one - ax one 0.11 0.64 0.29 0.63 0.30 1 5 4 7 4 8 11 1 55 2 one 0.38 20 0 one one 0.31 0.21 55 6 23 7 on ro e ay Queue Delay Total Dela . . . . . 0.0 0.0 0.0 0.0 0.0 1 5 4 7 4 8 11 1 55 2 . 0.0 20 0 . . 0.0 0.0 55 6 23 7 y Queue Length 50th (ft) Q L th 95th ft . . . . . 1 30 6 419 21 2 82 5 605 51 . 3 46 . . 21 3 51 33 ueue eng ( ) Internal Link Dist (ft) m m 615 380 822 257 Reduced v/c Ratio 0 0 0 0 0 0 0 0 0.08 0.64 0.22 0.63 0.12 0.19 0.12 0.09 Actuated Cycle Length: 110 Offset: 6 (5% ), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 90 Control Type: Actuated-Coordinated m Volume for 95th percentile queue is metered by upstream signal. Snlits and Phases 1ft~ Yalm Ave R Prairie Park ml F m2 m4 15s 70s 2 5s m5 ~ m6 I + m8 15s 70s 25s M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group 6 2 4 8 1 6 5 2 4 4 8 8 HCM Signalized Intersection Capacity Analysis Existing PM Peak Hour 18: Yelm Ave & Prairie Park 7/24/2007 HCM Unsignalized Intersection Capacity Analysis Existing PM Peak Hour 19: Yelm Ave & 103rd Ave SE 7/24/2007 ne Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 72 933 5 5 742 21 5 0 5 5 0 46 Pedestrians Volume (vph) 25 895 20 70 895 25 30 5 60 30 5 25 Peak-hour facto r, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 26 923 21 72 923 26 31 5 62 31 5 26 RTOR Reduction (vph) 0 0 0 0 0 0 0 58 0 0 24 0 Lane Group Flow (vph) 26 944 0 72 949 0 31 9 0 31 7 0 Protected Phases Permitted Phases Actuated Green. G 1 6 6 89.3 85.7 ~~ 5 2 2 91.2 86.4 .,,,, 4 4 6.5 6.5 ,,,,, 8 8 6.5 6.5 Delay (s) 2.2 4.4 5.8 9.8 51.1 48.8 51.2 48.6 Level of Service A A A A D D D D Approach Delay (s) 4.3 9.5 49.5 49.9 Approach LOS A A D D HCM Volume to Actuated Cycle Intersection CaK Analysis Period c Critical Lane icity ratio h (s) Utilization P 0.62 110.0 71.9% 15 ICU Level of Service Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) pX, platoon unblocked 0.78 0.75 0.86 0.86 0.75 0.86 0.86 0.78 vC, conflicting volume 763 938 1879 1853 936 1845 1845 753 vC1, stage 1 confvol 763 763 Volume Left V l Ri ht 72 0 5 0 0 5 0 21 5 5 5 0 0 46 o ume g cSH V l t C it 692 1700 552 1700 0 10 0 55 0 01 0 45 91 0 11 124 349 0 04 0 13 o ume o apac y Queue Length 95th (ft) C t l D l . . . . 9 0 1 0 10 8 0 0 11 6 0 0 . 9 49 4 . . 3 11 35 2 16 9 on ro e ay (s) Lane LOS A h D l . . . . B B 0 8 0 1 . E 49 4 . . E C 18 7 pproac e ay (s) Approach LOS . . . E . C 66.4% ICU Level of Service C 15 M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group Frt 1.00 1.00 1.00 1.00 1.00 0.86 1.00 0.87 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1736 1821 1752 1837 1787 1620 1805 1661 Lane Grp Cap (vph) 406 1427 417 1451 88 103 86 106 v/s Ratio Prot 0.00 c0.52 c0.01 0.52 0.01 0.00 v/s Ratio Perm 0.05 0.14 0.02 c0.02 v/c Ratio 0.06 0.66 0.17 0.65 0.35 0.09 0.36 0.06 Uniform Delay, d1 3.9 5.3 4.3 5.0 49.3 48.5 49.4 48.4 Progression Factor 0.55 0.48 1.32 1.53 1.00 1.00 1.00 1.00 Queues Existing PM Peak Hour HCM Signalized Intersection Capacity Analysis Existing PM Peak Hour 20: Yelm Ave &Vancil Rd SE 7/24/2007 20: Yelm Ave &Vancil Rd SE 7/24/2007 ~ ~ ~ r ~ ~ -~ T ~ '- l ~ ~ ~ r ~ -~ T ~ '- l -' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ } ~ -~ } ~+ -~ } ~ -~ '~ Lane Configurations ~ } ~+ -~ } ~+ -~ } ~ -~ '~ Volume (vph) 55 680 150 45 615 40 170 50 80 95 65 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Group Flow (vph) 56 694 153 46 628 41 173 51 82 97 127 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Turn Type Prot c ustom Prot c ustom Perm Perm Perm Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Protected Phases 1 6 5 2 4 8 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 Permitted Phases 2 6 4 4 8 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 '~ Detector Phases 1 6 2 5 2 6 4 4 4 8 8 Satd. Flow (prot) 1736 1827 1553 1703 1792 1524 1752 1845 1568 1805 1763 Minimum Initial (s) 4.0 10.0 10.0 4.0 10.0 10.0 4.0 4.0 4.0 4.0 4.0 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.59 1.00 1.00 0.72 1.00 Minimum Split (s) 8.5 21.6 21.6 8.5 21.6 21.6 9.3 9.3 9.3 23.8 23.8 Satd. Flow (perm) 1736 1827 1553 1703 1792 1524 1085 1845 1568 1375 1763 Total Split (s) 17.0 63.0 63.0 17.0 63.0 63.0 30.0 30.0 30.0 30.0 30.0 Volume (vph) 55 680 150 45 615 40 170 50 80 95 65 60 Total Split (%) 15.5% 57.3% 57.3% 15.5% 57.3% 57.3% 27.3% 2 7.3% 27.3% 27.3% 27.3% Peak-hour facto r,PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Yellow Time (s) 3.5 3.6 3.6 3.5 3.6 3.6 3.8 3.8 3.8 3.6 3.6 Adj. Flow (vph) 56 694 153 46 628 41 173 51 82 97 66 61 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.5 1.5 1.5 1.0 1.0 RTOR Reduction (vph) 0 0 24 0 0 11 0 0 66 0 32 0 Lead/Lag Lead Lag Lag Lead Lag Lag Lane Group Flow (vph) 56 694 129 46 628 30 173 51 16 97 95 0 Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Heavy Vehicles (%) 4 % 4 % 4 % 6 % 6 % 6 % 3 % 3 % 3 % 0 % 0 % 0 Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Turn Type Prot custom Prot c ustom Perm Perm Perm v/c Ratio 0.40 0.57 Control Dela 56 3 13 8 0.15 5 2 0.36 57 2 0.55 17 0 0.04 4 1 0.79 66 7 0.14 35 6 0.22 9 0 0.37 41 2 0.34 27 2 Protected Phases 1 6 5 2 4 8 y . . Queue Delay 0.0 0.0 Total Dela 56 3 13 8 . 0.0 5 2 . 0.0 57 2 . 0.0 17 0 . 0.0 4 1 . 0.0 66 7 . 0.0 35 6 . 0.0 9 0 . 0.0 41 2 . 0.0 27 2 Permitted Phases Actuated Green, G (s) 7.3 70.3 2 68.4 5.4 68.4 6 70.3 4 19.9 19.9 4 19.9 8 20.6 20.6 '~ y . . Queue Length 50th (ft) 34 373 . 31 . 29 . 338 . 3 . 116 . 30 . 0 . 59 . 52 Effective Green, g (s) Actuated g/C Ratio 7.8 0.07 70.9 0.64 69.0 0.63 5.9 0.05 69.0 0.63 70.9 0.64 21.2 0.19 21.2 0.19 21.2 0.19 21.2 0.19 21.2 0.19 Queue Length 95th (ft) m56 527 m57 m42 m452 m8 189 61 39 106 103 Clearance Time (s) 4.5 4.6 4.6 4.5 4.6 4.6 5.3 5.3 5.3 4.6 4.6 Internal Link Dist (ft) 1052 Turn Ba Len th (ft) 200 80 200 329 150 100 716 120 100 283 Vehicle Extension (s) 2.5 2.8 2.8 2.5 2.8 2.8 2.5 2.5 2.5 2.8 2.8 y g Base Capacity (vph) 205 1208 1011 201 1139 1018 268 436 433 325 447 Lane Grp Cap (vph) v/s Ratio Prot 123 c0.03 1178 c0.38 974 91 0.03 1124 0.35 982 209 356 0.03 302 265 340 0.05 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 v/s Ratio Perm 0 08 0 02 c0 16 0 01 0 07 Spillback Cap Reductn 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v/c Ratio 0.46 0.59 . 0.13 0.51 0.56 . 0.03 . 0.83 0.14 . 0.05 . 0.37 0.28 Reduced v/c Ratio 0.27 0.57 0.15 0.23 0.55 0.04 0.65 0.12 0.19 0.30 0.28 Uniform Delay, d1 Progression Factor I l D l d2 49.1 1.05 1 5 11.2 0.92 1 7 8.3 0.78 0 2 50.6 1.06 2 6 11.8 1.11 1 6 7.1 0.85 0 0 42.6 1.00 22 4 36.9 1.00 0 1 36.2 1.00 0 1 38.6 1.00 0 8 37.9 1.00 0 4 Intersection Summary ncrementa e ay, . . . . . . . . . . . Cycle Length: 110 Delay (s) 52.9 12.0 6.7 56.4 14.7 6.0 65.0 37.0 36.3 39.3 38.3 ~~ Actuated Cycle Length: 110 Level of Service D B A E B A E D D D D Offset: 53 (48 % ), Referenced to phase 2:WBT and 6:E BT, Start of Green Approach Delay (s) 13.7 16.9 52.6 38.7 Natural Cycle: 65 Approach LOS B B D D Control Type: Actuated-Coordinated Intersection Summary m Volume for 95th percentile queue is metere d by upstream signal. HCM Average Control D elay 22.9 HCM Lev el of Se rvice C HCM Volume to Capacity ratio 0.61 Splits and Phases: 20: Yelm Ave &Vancil Rd SE Actuated Cycle Length ( s) 110 0 Sum of lo st time (s) 8 0 m1 F m2 * I m4 Intersection Capacity Utilization . 69.0% I CU Level of Service . C 17 s 63 s 30 s Analysis Period (min) 15 I c Critical Lane Group m5 ~ m6 + m8 17s 63s 30s M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group HCM Unsignalized Intersection Capacity Analysis Existing PM Peak Hour 21: Yelm Ave & Plaza Dr NE 7/24/2007 ne Median storage veh) Upstream signal (ft) Queues 22: SR 507 & Creek St Existing PM Peak Hour 7/24/2007 ~ ~ ~ r ~ -~ T '- l Turn Type Protected Phases Permitted Phases Detector Phases 40.0 40.0 15.0 40.0 40.0 29.0 29.0 26.0 26.0 Total Split (%) 13.6% 36.4% 36.4% 13.6% 36.4% 36.4% 26.4% 26.4% 23.6% 23.6% Yellow Time (s) 3.5 3.6 3.6 3.5 3.6 3.6 3.9 3.9 3.5 3.5 All-Red Time (s) L d/L 1.0 L d 1.0 1.0 L L 1.0 1.0 1.0 L d L L 1.0 1.0 1.0 L L L d 1.0 L d ea ag Lead-Lag Optimize? Recall Mode ea Yes None ag ag Yes Yes C-Max C-Max ea ag ag Yes Yes Yes None C-Max C-Max ag ag ea Yes Yes Yes Max Max None ea Yes None v/c Ratio C t l D l 0.39 55 0 0.76 0.58 39 0 16 3 0.49 0.71 0.10 58 9 38 1 16 6 0.94 0.30 1.41 84 9 33 6 287 9 0.54 42 3 on ro e ay Queue Delay T t l D l . 0.0 55 0 . . 0.0 0.0 39 0 16 3 . . . 0.0 0.0 0.0 58 9 38 1 16 6 . . . 0.0 0.0 0.0 84 9 33 6 287 9 . 0.0 42 3 ~ o a e ay Queue Length 50th (ft) Queue Len th 95th (ft) . 32 m63 . . 336 138 #500 215 . . . 49 292 15 96 #461 45 . . . 172 64 -88 #331 119 #196 . 114 190 g Internal Link Dist (ft) 889 1869 300 913 Reduced v/c Ratio 0 0 0 0 0 0 0 0 0 0 0.30 0.76 0.58 0.41 0.71 0.10 0.94 0.30 1.41 0.54 Actuated Cycle Length: 110 Offset: 0 (0% ), Referenced to phase 2:WBT and 6:EBT, Start of Green, Master Intersection Natural Cycle: 80 Control Type: Actuated-Coordinated Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metf Rnlitc anri Phacac 99~ RR 5f17 R (lraak Rt m1 F m2 m3 m4 15s 40s 26s 29s m5 ~ m6 15s 40s M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group V 6 v _ 2 4 3 V 1 6 6 5 2 2 4 4 3 3 Volume (veh/h) 45 775 45 125 670 30 10 10 155 10 5 45 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 46 799 46 129 691 31 10 10 160 10 5 46 Pedestrians HCM Signalized Intersection Capacity Analysis Existing PM Peak Hour 22: SR 507 & Creek St 7/24/2007 Volume (vph) 50 480 380 70 460 55 240 90 30 90 135 55 Peak-hour facto r, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 52 495 392 72 474 57 247 93 31 93 139 57 RTOR Reduction (vph) 0 0 125 0 0 16 0 11 0 0 14 0 Lane Group Flow (vph) 52 495 267 72 474 41 247 113 0 93 182 0 Heavy Vehicles (%) 5% 5% 5% 4% 4% 4% 4% 4% 4% 4% 4% 4% Bus Blockages (#/hr) 0 0 0 0 1 1 0 0 0 0 1 1 Turn Type Prot Perm Prot Perm Perm Perm Protected Phases 1 6 5 2 4 3 Permitted Phases 6 2 4 3 HCM Average Control Delay 52.6 HCM Level of Service D HCM Volume to Capacity ratio 0.95 Actuated Cvcle Length (s) 110.0 Sum of lost time (s) 16.0 c HCM Unsignalized Intersection Capacity Analysis 24: SR 507 & Grove Rd Existing PM Peak Hour 7/24/2007 ~ ~ ~ ~ a r ne Volume Left 10 0 62 Volume Right 0 82 10 cSH 814 1700 165 ~,tueue ~engm yotn \n/ i u ou Control Delay (s) 0.3 0.0 42.9 Lane LOS A E Approach Delay (s) 0.3 0.0 42.9 Approach LOS E 51.8% ICU Level of Service A 15 M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.96 1.00 0.96 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow Corot) 1719 1810 1538 1736 1820 1547 1736 1758 1736 1740 Lane Grp Cap (vph) 117 640 544 128 654 556 263 400 66 348 v/s Ratio Prot 0.03 c0.27 c0.04 0.26 0.06 0.10 v/s Ratio Perm 0.17 0.03 c0.21 c0.28 Level of Service D D C D D C F D F D Approach Delay (s) 34.2 38.0 68.0 122.8 Approach LOS C D E F HCM Unsignalized Intersection Capacity Analysis Existing PM Peak Hour 35: Railway Rd SE & First St 7/24/2007 ~ t ~ P y j ne Volume Left 70 0 6 cSH 568 1700 1228 ne Approach LOS B HCM Unsignalized Intersection Capacity Analysis 36: Stevens Ave N E & First St Existing PM Peak Hour 7/24/2007 ~ t ~ P 4 ~ ne Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Volume Left V l Ri ht 45 67 0 62 34 0 o ume g cSH V l t C it 592 0 19 1700 1294 0 16 0 05 o ume o apac y Queue Length 95th (ft) C t l D l . 17 12 5 . . 0 4 0 0 2 0 on ro e ay (s) Lane LOS A h D l . B 12 5 . . A 0 0 2 0 pproac e ay (s) Approach LOS . B . . 42.9% ICU Level of Service A 15 M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 70 6 233 105 6 169 Pedestrians HCM Unsignalized Intersection Capacity Analysis 40: SE Mosman Ave & First St ~ t T P y l ne Volume Left 66 0 33 Volume Right 33 104 0 cSH 338 1700 1005 Lane LUS G Approach Delay (s) 20.0 Approach LOS C Existing PM Peak Hour 7/24/2007 HCM Unsignalized Intersection Capacity Analysis 41: SW Mosman Ave & First St Existing PM Peak Hour 7/24/2007 ~ ~ -~ T l -' ne Volume Left 86 38 0 Volume Right 188 0 38 cSH 464 1119 1700 ~,tueue ~engm yotn \n/ yµ Control Delay (s) 23.4 Lane LOS C Approach Delay (s) 23.4 Approach LOS C 69.8% ICU Level of Service C 15 M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 66 33 451 104 33 363 Pedestrians HCM Unsignalized Intersection Capacity Analysis Existing PM Peak Hour 42: 103rd Ave SE & West Road E 7/24/2007 ne Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 152 ~ 128 ~ 375 375 125 338 332 107 vC1, stage 1 confvol vC2, stage 2 conf vol vCu, unblocked vol 152 128 375 375 125 338 332 107 tC, single (s) 4.1 4.1 ~ 7.2 6.6 6.3 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 ~ 3.6 4.1 3.4 3.5 4.0 3.3 p0 queue free % 97 100 100 99 99 81 97 96 cM capacity (veh/h) Direction, Lane # 1441 EB 1 WB 1 1470 NB 1 SB 1 525 531 915 589 566 945 Volume Total Volume Left V l Ri ht 171 159 43 6 6 91 12 165 0 110 6 37 o ume g cSH V l t C it 1441 1470 0 03 0 00 672 639 0 02 0 26 o ume o apac y Queue Length 95th (ft) Control Dela (s) . . 2 0 2 1 0 3 . . 1 26 10 5 12 6 y Lane LOS A h D l . . A A 2 1 0 3 . . B B 10 5 12 6 pproac e ay (s) Approach LOS . . . . B B HCM Unsignalized Intersection Capacity Analysis Existing PM Peak Hour 51: 103rd Ave SE & Grove Rd 7/24/2007 138 6 40 6 M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group Hourly flow rate (vph) 138 23 17 6 11 6 40 109 0 6 40 103 Departure Headway (s) 4.7 4.7 4.7 4.2 Degree Utilization, x 0.23 0.03 0.20 0.17 Capacity (veh/h) 712 694 724 802 Volume (veh/h) 35 100 5 5 50 75 0 5 5 90 15 30 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Hourly flow rate (vph) 43 122 6 6 61 91 0 6 6 110 18 37 Pedestrians HCM Unsignalized Intersection Capacity Analysis Existing PM Peak Hour 52: Yelm Ave & Safeway Access 7/24/2007 ne Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.86 0.74 0.81 0.81 0.74 0.81 0.81 0.86 vC, conflicting volume 742 830 1704 1719 812 1778 1724 729 vC1, stage 1 confvol vC2, stage 2 conf vol vCu, unblocked vol 700 771 1607 1626 747 1698 1632 685 tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3 p0 queue free % 98 89 92 93 72 100 100 97 cM capacity (veh/h) 767 621 61 73 308 37 73 388 Direction, Lane # EB 1 EB 2 WB 1 WB 2 NB 1 NB 2 SB 1 Volume Total 15 830 67 742 5 93 10 Volume Left 15 0 67 0 5 0 0 cSH 767 1700 621 1700 61 262 388 ne Approach LOS D B HCM Unsignalized Intersection Capacity Analysis Existing PM Peak Hour 53: Site Driveway & Plaza Dr NE 7/24/2007 ~ ~ -~ T l -' ne Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 21.0% 15 A M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\Existing PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group Volume (veh/h) 15 770 35 65 695 25 5 5 85 0 0 10 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 15 794 36 67 716 26 5 5 88 0 0 10 Pedestrians HCM Unsignalized Intersection Capacity Analysis 4: Yelm Ave & Burnett Rd SE ~ ~ t ne Volume Left 44 0 50 Volume Right 0 44 28 cSH 765 1700 69 Lane LUS H F Approach Delay (s) 2.3 0.0 247.4 Approach LOS F 2009 Baseline PM Peak Hour 7/24/2007 HCM Unsignalized Intersection Capacity Analysis 2009 Baseline PM Peak Hour 7: Yelm Ave & Killion St SE 7/24/2007 ~ ~ ~ ~ a r ne Volume Left 59 0 43 Volume Right 0 59 38 cSH 724 1700 52 ~,tueue uengm yotn \n/ i u iuy Control Delay (s) 4.5 0.0 450.6 Lane LOS A F Approach Delay (s) 4.5 0.0 450.6 Approach LOS F 122.3 % ICU Level of Service H 15 M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 44 1222 833 44 50 28 Pedestrians HCM Unsignalized Intersection Capacity Analysis 2009 Baseline PM Peak Hour 8: Yelm Ave & Cullens St 7/24/2007 ne Median storage veh) Upstream signal (ft) pX, platoon unblocked HCM Unsignalized Intersection Capacity Analysis 2009 Baseline PM Peak Hour 9: Yelm Ave & Longmire St 7/24/2007 ne Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 5 1346 90 144 1005 16 90 0 165 11 5 5 Pedestrians Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) pX, platoon unblocked vC, conflicting volume 1021 1436 2702 2710 1391 2822 2747 1013 vC1, stage 1 confvol Volume Left 5 0 144 0 90 11 Volume Right 0 90 0 16 165 cSH 676 1700 470 1700 20 1 ~,tueue ~engm yotn \n/ i u 3~ u crr crr Control Delay (s) 10.4 0.0 16.0 0.0 Err Err Lane LOS B C F F Approach Delay (s) 0.0 2.0 Err Err Approach LOS F F 105.3 % ICU Level of Service G 15 M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group Volume (veh/h) 85 1290 30 30 920 75 10 5 25 55 5 55 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 91 1387 32 32 989 81 11 5 27 59 5 59 Pedestrians Queues 2009 Baseline PM Peak Hour 14: Yelm Ave & First St 7/24/2007 ~ ~ ~ r ~ -~ T '- l Turn Type Protected Phases Permitted Phases Detector Phases Minimum Initial (s; Minimum Split (s) 5.0 23.0 15.0 23.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Length 50th (ft) -276 -841 37 -238 -816 123 -307 50 178 Queue Length 95th (ft) #446 #1087 77 m#276 m#935 #253 #523 92 #351 ~ Internal Link Dist (ft) 2006 1139 858 888 Turn Bay Length (ft) 120 120 120 120 80 Base Capacity (vph) 205 814 719 234 831 242 376 242 353 Reduced v/c Ratio Actuated Cycle Length: 110 Offset: 65 (59 % ), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Queue shown is maximum after two cycles Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Snlitc anri Phacac~ 1 d~ Valm Ava R Firct St c m, ~ m2 '- m3 T m4 19s 53s 15s 23s f m5 F m6 ~ m7 m8 17s 55s 15s 23s HCM Signalized Intersection Capacity Analysis 2009 Baseline PM Peak Hour 14: Yelm Ave & First St 7/24/2007 Peak-hour facto r, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 290 978 140 280 871 86 220 134 296 97 108 220 RTOR Reduction (vph) 0 0 27 0 3 0 0 70 0 0 67 0 Lane Group Flow (vph) 290 978 113 280 954 0 220 360 0 97 261 0 Lane Grp Cap (vph) 205 / R i P 0 17 814 0 54 692 234 828 235 0 16 0 53 0 09 305 0 22 212 0 04 287 0 16 v s at o rot c . v/s Ratio Perm / R i 1 41 c . 1 20 0.07 0 16 . . c . 0.18 1 20 1 15 0 94 c . 1 18 . 0.08 0 46 . 0 91 v c at o . Uniform Delay, d1 48.5 . 30.5 . 18.2 . . . 47.5 29.5 34.2 . 44.6 . 49.0 . 44.7 Progression Factor 1.00 1.00 1.00 1.04 0.85 1.00 1.00 1.00 1.00 Incremental Delay, d2 212.8 D l 261 3 102.3 132 8 0.5 18 7 105.0 74.7 40.7 154 2 99 7 74 8 109.1 153 7 0.6 49 6 30.3 75 0 e ay (s) . Level of Service F A h D l . F 148 0 . B . . . F F E 112 0 . F 127 0 . D . E 69 2 pproac e ay (s) Approach LOS . F . F . F . E Intersection Summary HCM Average Control Delay 123.3 HCM Level of Service F HCM Volume to Capacity ratio 1.19 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.0 M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group 2 4 8 5 2 2 1 6 7 4 3 8 Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.90 1.00 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1736 1827 1553 1719 1785 1703 1607 1752 1659 0 0 0 0 0 0 0 0 0 1.41 1.20 0.19 1.20 1.15 0.91 1.14 0.40 0.93 Turn Type Prot Perm Prot pm+pt pm+pt Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 4 8 HCM Unsignalized Intersection Capacity Analysis 2009 Baseline PM Peak Hour 17: Yelm Ave & Fourth St 7/24/2007 Lane Configurations ~ '~ ~ '~ ~ ~ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 10 1310 5 10 1360 10 5 0 10 5 0 5 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 10 1337 5 10 1388 10 5 0 10 5 0 5 Pedestrians Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.23 0.57 0.45 0.45 0.57 0.45 0.45 0.23 vC, conflicting volume 1398 1342 2773 2778 1339 2781 2776 1393 vC1, stage 1 confvol 1360 1360 1413 1413 vC2, stage 2 conf vol 1413 1418 1367 1362 vCu, unblocked vol 2724 1603 3512 3524 1598 3530 3518 2702 tC, single (s) 4.1 4.2 7.1 6.5 6.2 7.2 6.6 6.3 tC, 2 stage (s) 6.1 5.5 6.2 5.6 tF (s) 2.2 2.3 3.5 4.0 3.3 3.6 4.1 3.4 p0 queue free % 69 95 0 100 86 0 100 14 cM capacity (veh/h) Direction, Lane # 33 EB 1 EB 2 225 WB 1 WB 2 NB 1 SB 1 0 2 75 4 7 6 Volume Total Volume Left V l Ri ht 10 1342 10 0 0 5 10 1398 10 0 0 10 15 5 10 10 5 5 o ume g cSH V l t C it 33 1700 0 31 0 79 225 1700 0 05 0 82 0 31 03 5 2 04 o ume o apac y Queue Length 95th (ft) C t l D l . . 25 0 155 2 0 0 . . 4 0 21 7 0 0 . Err E 18 . 58 03 8 on ro e ay (s) Lane LOS A h D l . . F 1 2 . . C 0 2 rr F E 18 . F 03 8 pproac e ay (s) Approach LOS . . rr F . F Queues 18: Yelm Ave & Prairie Park 2009 Baseline PM Peak Hour 7/24/2007 Turn Type Protected Phases Permitted Phases Detector Phases Total Split (s) 15.0 70.0 15.0 70.0 25.0 25.0 25.0 25.0 Total Split (%) 13.6% 63.6% 13.6% 63.6% 22.7% 22.7% 22.7% 22.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 - All-Red Time (s) L d/L 1.0 1.0 0.5 1.0 1.0 L d L L d L 1.0 1.0 1.0 ea ag Lead-Lag Optimize? R ll M d ea ag ea ag Yes Yes Yes Yes N C M N C M N N - N N eca o e v/c Ratio C t l D l one - ax one - ax one 0.14 0.91 0.42 0.93 0.30 1 2 11 1 16 2 25 5 55 1 one 0.41 19 3 one one 0.31 0.21 55 8 23 7 on ro e ay Queue Delay T t l D l . . . . . 0.0 0.0 0.0 0.0 0.0 1 2 11 1 16 2 25 5 55 1 . 0.0 19 3 . . 0.0 0.0 55 8 23 7 o a e ay Queue Length 50th (ft) Q L th 95th ft . . . . . 1 886 3 -1072 21 1 723 10 #1264 51 . 3 49 . . 21 3 51 33 ueue eng ( ) Internal Link Dist (ft) m m m n 615 380 822 257 Reduced v/c Ratio 0 0 0 0 0 0 0 0 0.10 0.91 0.31 0.93 0.12 0.21 0.12 0.09 Actuated Cycle Length: 110 Offset: 6 (5% ), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Snlitc anri Phacac~ 1R~ Valm Ava R Prairies Park ml F m2 m4 15s 70s 2 5s m5 ~ m6 I + m8 15s 70s 25s M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group 6 2 4 8 1 6 5 2 4 4 8 8 HCM Signalized Intersection Capacity Analysis 2009 Baseline PM Peak Hour 18: Yelm Ave & Prairie Park 7/24/2007 HCM Unsignalized Intersection Capacity Analysis 2009 Baseline PM Peak Hour 19: Yelm Ave & 103rd Ave SE 7/24/2007 ne Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 77 1335 5 5 1201 21 5 0 5 5 0 52 Pedestrians Volume (vph) 25 1275 20 80 1340 25 30 5 70 30 5 25 Peak-hour facto r, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 26 1314 21 82 1381 26 31 5 72 31 5 26 RTOR Reduction (vph) 0 0 0 0 0 0 0 67 0 0 24 0 Lane Group Flow (vph) 26 1335 0 82 1407 0 31 10 0 31 7 0 Protected Phases Permitted Phases Actuated Green. G 1 6 6 88.8 85.2 ~~ 5 2 2 91.7 86.4 .,,,, 4 4 6.5 6.5 ,,,,, 8 8 6.5 6.5 Delay (s) 19.9 8.6 49.1 28.3 51.1 48.8 51.9 48.6 Level of Service B A D C D D D D Approach Delay (s) 8.8 29.5 49.5 50.2 Approach LOS A C D D HCM Volume to Actuated Cycle Intersection CaK Analysis Period c Critical Lane icity ratio h (s) Utilization P 0.88 110.0 87.0 15 ICU Level of Service Walking Speed (ft/s) Percent Blockage ~ Right turn flare (veh) Median type None TWLTL Median storage veh) 1 Upstream signal (ft) 460 1132 pX, platoon unblocked 0.37 0.24 0.55 0.55 0.24 0.55 0.55 0.37 vC, conflicting volume 1222 1340 2755 2724 1338 2716 2716 1211 vC1, stage 1 confvol 1222 1222 80.2% ICU Level of Service D 15 M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group Frt 1.00 1.00 1.00 1.00 1.00 0.86 1.00 0.87 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1736 1823 1752 1840 1787 1617 1805 1661 Lane Grp Cap (vph) 131 1420 158 1454 88 103 78 106 v/s Ratio Prot 0.01 0.73 c0.03 c0.76 0.01 0.00 v/s Ratio Perm 0.15 0.41 0.02 c0.03 v/c Ratio 0.20 0.94 0.52 0.97 0.35 0.09 0.40 0.06 Uniform Delay, d1 30.0 10.0 27.1 10.3 49.3 48.5 49.5 48.4 Progression Factor 0.66 0.69 1.76 1.50 1.00 1.00 1.00 1.00 Queues 2009 Baseline PM Peak Hour HCM Signalized Intersection Capacity Analysis 2009 Baseline PM Peak Hour 20: Yelm Ave &Vancil Rd SE 7/24/2007 20: Yelm Ave &Vancil Rd SE 7/24/2007 ~ ~ ~ r ~ ~ -~ T ~ '- l ~ ~ ~ r ~ -~ T ~ '- l -' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ } ~ -~ } ~+ -~ } ~ -~ '~ Lane Configurations ~ } ~+ -~ } ~+ -~ } ~ -~ '~ Volume (vph) 60 1055 160 55 1050 40 180 50 90 100 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Group Flow (vph) 61 1077 163 56 1071 41 184 51 92 102 137 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Turn Type Prot custom Prot c ustom Perm Perm Perm Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Protected Phases 1 6 5 2 4 8 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 Permitted Phases 2 6 4 4 8 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 '~ Detector Phases 1 6 2 5 2 6 4 4 4 8 8 Satd. Flow (prot) 1736 1827 1553 1703 1792 1524 1752 1845 1568 1805 1763 Minimum Initial (s) 4.0 10.0 10.0 4.0 10.0 10.0 4.0 4.0 4.0 4.0 4.0 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.57 1.00 1.00 0.72 1.00 Minimum Split (s) 8.5 21.6 21.6 8.5 21.6 21.6 9.3 9.3 9.3 23.8 23.8 Satd. Flow (perm) 1736 1827 1553 1703 1792 1524 1058 1845 1568 1375 1763 Total Split (s) 17.0 63.0 63.0 17.0 63.0 63.0 30.0 30.0 30.0 30.0 30.0 Volume (vph) 60 1055 160 55 1050 40 180 50 90 100 70 65 Total Split (%) 15.5% 57.3% 57.3% 15.5% 57.3% 57.3% 27.3% 27.3% 27.3% 27.3% 27.3% Peak-hour facto r,PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Yellow Time (s) 3.5 3.6 3.6 3.5 3.6 3.6 3.8 3.8 3.8 3.6 3.6 Adj. Flow (vph) 61 1077 163 56 1071 41 184 51 92 102 71 66 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.5 1.5 1.5 1.0 1.0 RTOR Reduction (vph) 0 0 17 0 0 7 0 0 73 0 32 0 Lead/Lag Lead Lag Lag Lead Lag Lag Lane Group Flow (vph) 61 1077 146 56 1071 34 184 51 19 102 105 0 Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Heavy Vehicles (%) 4 % 4 % 4 % 6 % 6 % 6 % 3 % 3 % 3 % 0 % 0 % 0 Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Turn Type Prot custom Prot c ustom Perm Perm Perm v/c Ratio 0.43 0.94 0.17 Control Dela 56 6 27 4 4 4 0.41 54 6 0.96 33 4 0.04 5 5 0.83 69 8 0.14 34 9 0.23 8 6 0.36 40 4 0.35 27 8 Protected Phases 1 6 5 2 4 8 y . . . Queue Delay 0.0 0.0 0.0 Total Dela 56 6 27 4 4 4 . 0.0 54 6 . 0.0 33 4 . 0.0 5 5 . 0.0 69 8 . 0.0 34 9 . 0.0 8 6 . 0.0 40 4 . 0.0 27 8 Permitted Phases Actuated Green, G (s) 7.6 67.3 2 66.9 7.2 66.9 6 67.3 4 21.1 21.1 4 21.1 8 21.8 21.8 '~ y . . . Queue Length 50th (ft) 40 -802 30 . 34 . -804 . 5 . 122 . 29 . 0 . 61 . 57 Effective Green, g (s) Actuated g/C Ratio 8.1 0.07 67.9 0.62 67.5 0.61 7.7 0.07 67.5 0.61 67.9 0.62 22.4 0.20 22.4 0.20 22.4 0.20 22.4 0.20 22.4 0.20 Queue Length 95th (ft) m45n#1019 m35 m34 m635 m8 #223 61 41 110 111 Clearance Time (s) 4.5 4.6 4.6 4.5 4.6 4.6 5.3 5.3 5.3 4.6 4.6 Internal Link Dist (ft) 1052 Turn Ba Len th (ft) 200 80 200 329 150 100 716 120 100 283 Vehicle Extension (s) 2.5 2.8 2.8 2.5 2.8 2.8 2.5 2.5 2.5 2.8 2.8 y g Base Capacity (vph) 205 1142 983 201 1115 960 259 436 441 325 447 Lane Grp Cap (vph) v/s Ratio Prot 128 c0.04 1128 0.59 953 119 0.03 1100 c0.60 941 215 376 0.03 319 280 359 0.06 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 v/s Ratio Perm 0 09 0 02 c0 17 0 01 0 07 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v/c Ratio 0.48 0.95 . 0.15 0.47 0.97 . 0.04 . 0.86 0.14 . 0.06 . 0.36 0.29 Reduced v/c Ratio 0.30 0.94 0.17 0.28 0.96 0.04 0.71 0.12 0.21 0.31 0.31 Uniform Delay, d1 Progression Factor I l D l d2 48.9 1.11 1 0 19.6 0.76 10 4 9.1 0.52 0 2 49.2 1.09 0 6 20.4 1.15 9 4 8.2 0.78 0 0 42.2 1.00 26 5 35.9 1.00 0 1 35.3 1.00 0 1 37.7 1.00 0 7 37.1 1.00 0 4 Intersection Summary ncrementa e ay, . . . . . . . . . . . Cycle Length: 110 Delay (s) 55.2 25.3 4.8 54.4 32.9 6.4 68.7 36.0 35.4 38.4 37.5 ~~ Actuated Cycle Length: 110 Level of Service E C A D C A E D D D D Offset: 53 (48 % ), Referenced to phase 2:WBT and 6:E BT, Sta rt of Green Approach Delay (s) 24.1 33.0 54.2 37.9 Natural Cycle: 90 Approach LOS C C D D Control Type: Actuated-Coordinated Volume exceeds ca acit ueue is theoreti call in finite Intersection Summary p y, q Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity q y ueue m . ay be lo nger HCM Average Control Delay HCM Volume to Capacity ratio 31.9 0.91 HCM Lev el of Se rvice C , Queue shown is maximum after two cycles. . Actuated Cycle Length (s) Intersection Capacity Utilization 110.0 83.2% I Sum of lost time (s) CU Level of Service 12.0 E m Volume for 95th percentile queue is metere d by up stream signal. Analysis Period (min) 15 Rnlitc anri Phacac 9f1~ Valm Ava R \/a Heil Rr i RF c Critical Lane Group ml F m2 m4 17s 63s 3 0s m5 ~ m6 I + m8 17s 63s 30s M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group HCM Unsignalized Intersection Capacity Analysis 2009 Baseline PM Peak Hour 21: Yelm Ave & Plaza Dr NE 7/24/2007 ne Queues 22: SR 507 & Creek St 2009 Baseline PM Peak Hour 7/24/2007 Turn Type Protected Phases Permitted Phases Detector Phases 40.0 40.0 15.0 40.0 40.0 29.0 29.0 26.0 26.0 26.0 Median storage veh) Upstream signal (ft) Total Split (%) 13.6% 36.4% 36.4% 13.6% 36.4% 36.4% 26.4% 26.4% 23.6% 23.6% 23.6% Yellow Time (s) 3.5 3.6 3.6 3.5 3.6 3.6 3.9 3.9 3.5 3.5 3.5 All-Red Time (s) L d/L 1.0 L d 1.0 1.0 L L 1.0 1.0 1.0 L d L L 1.0 1.0 1.0 L L L d 1.0 1.0 L d L d ea ag Lead-Lag Optimize? R ll M d ea Yes N ag ag Yes Yes C M C M ea ag ag Yes Yes Yes N C M C M ag ag ea Yes Yes Yes M M N ea ea Yes Yes N N eca o e v/c Ratio C t l D l one 0.41 58 9 - ax - ax 1.33 0.70 183 9 18 2 one - ax - ax 0.72 1.29 0.16 72 7 171 0 20 4 ax ax one 1.08 0.45 2.42 120 4 34 4 706 4 one one 0.45 0.18 43 4 14 3 on ro e ay Queue Delay Total Dela . 0.0 58 9 . . 0.0 0.0 183 9 18 2 . . . 0.0 0.0 0.0 72 7 171 0 20 4 . . . 0.0 0.0 0.0 120 4 34 4 706 4 . . 0.0 0.0 43 4 14 3 y Queue Length 50th (ft) Q L th 95th ft . 37 49 . . -741 137 #867 178 . . . 83 -795 34 #167 #1061 75 . . . -233 94 -187 #404 164 #321 . . 103 6 170 42 ueue eng ( ) Internal Link Dist (ft) m m m 889 1869 300 913 Reduced v/c Ratio 0 0 0 0 0 0 0 0 0 0 0 0.33 1.33 0.70 0.68 1.29 0.16 1.08 0.45 2.42 0.45 0.18 Actuated Cycle Length: 110 Offset: 0 (0% ), Referenced to phase 2:WBT and 6:EBT, Start of Green, Master Intersection Natural Cycle: 80 Control Type: Actuated-Coordinated Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metf Rnlitc anri Phacac 99~ RR 5f17 R (lraak Rt m1 F m2 m3 m4 15s 40s 26s 29s m5 ~ m6 15s 40s M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group 6 2 4 3 3 1 6 6 5 2 2 4 4 3 3 3 Volume (veh/h) 50 1160 45 130 1105 30 10 10 160 10 5 50 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 52 1196 46 134 1139 31 10 10 165 10 5 52 Pedestrians HCM Signalized Intersection Capacity Analysis 2009 Baseline PM Peak Hour 22: SR 507 & Creek St 7/24/2007 Volume (vph) 55 775 405 115 830 90 285 105 75 155 160 60 Peak-hour facto r, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 57 799 418 119 856 93 294 108 77 160 165 62 RTOR Reduction (vph) 0 0 85 0 0 14 0 23 0 0 0 42 Lane Group Flow (vph) 57 799 333 119 856 79 294 162 0 160 165 20 Heavy Vehicles (%) 5% 5% 5% 4% 4% 4% 4% 4% 4% 4% 4% 4% Bus Blockages (#/hr) 0 0 0 0 1 1 0 0 0 0 1 1 Turn Type Prot Perm Prot Perm Perm Perm Perm Protected Phases 1 6 5 2 4 3 Permitted Phases 6 2 4 3 3 HCM Average Control Delay 155.2 HCM Level of Service F HCM Volume to Capacity ratio 1.47 Actuated Cvcle Length (s) 110.0 Sum of lost time (s) 16.0 c M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report The Transpo Group HCM Unsignalized Intersection Capacity Analysis 2009 Baseline PM Peak Hour 24: SR 507 & Grove Rd 7/24/2007 ~ ~ ~ ~ a r ne Volume Left 10 0 72 Volume Right 0 98 10 cSH 535 1700 46 ~,tueue ~engm yotn \n/ i u Dui Control Delay (s) 0.7 0.0 563.8 Lane LOS A F Approach Delay (s) 0.7 0.0 563.8 Approach LOS F 76.9% ICU Level of Service D 15 M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report The Transpo Group Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.94 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow Corot) 1719 1810 1538 1736 1820 1547 1736 1713 1736 1820 1547 Lane Grp Cap (vph) 119 602 512 164 652 554 271 389 66 364 309 v/s Ratio Prot 0.03 0.44 c0.07 c0.47 0.09 0.09 v/s Ratio Perm 0.22 0.05 c0.25 c0.48 0.01 Level of Service E F C E F C F D F D D Approach Delay (s) 125.5 158.8 89.9 323.6 Approach LOS F F F F Queues 2009 Baseline PM Peak Hour HCM Signalized Intersection Capacity Analysis 2009 Baseline PM Peak Hour 25: SR 507 & SR 510 Loop Road 7/24/2007 25: SR 507 & SR 510 Loop Road 7/24/2007 ~ ~ ~ ~ r ~ ~ ~ a r ~ ~ Lane Group EBL EBT WBT WBR SBL SBR Movement EBL EBT WBT WBR SBL SBR Lane Configurations ~ } } ~ -~ Volume (v h) 160 930 1135 75 110 ~+ 85 Lane Configurations Ideal Flow (v h l) ~ 1900 } 1900 } 1900 ~ 1900 -~ 1900 ~+ 1900 p Lane Group Flow (vph) 165 959 1170 77 113 88 p p Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Turn Type Prot Perm p m+ov Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Protected Phases 7 4 8 6 7 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Permitted Phases 8 6 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Detector Phases 7 4 8 8 6 7 Satd. Flow (prot) 1719 1810 1827 1553 1770 1583 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Minimum Split (s) 8.0 20.0 20.0 20.0 20.0 8.0 Satd. Flow (perm) 1719 1810 1827 1553 1770 1583 Total Split (s) 15.0 90.0 75.0 75.0 20.0 15.0 Volume (vph) 160 930 1135 75 110 85 Total Split (%) 13.6% 81.8% 68.2% 68.2% 18.2% 1 3.6% Peak-hour facto r,PHF 0.97 0.97 0.97 0.97 0.97 0.97 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 Adj. Flow (vph) 165 959 1170 77 113 88 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 RTOR Reduction (vph) 0 0 0 24 0 66 Lead/Lag Lead Lag Lag Lead Lane Group Flow (vph) 165 959 1170 53 113 22 Lead-Lag Optimize? Yes Yes Yes Yes Heavy Vehicles (%) 5% 5% 4% 4% 2% 2% Recall Mode None None None None Max None Turn Type Prot Perm p m+ov v/c Ratio 0.96 0.68 0.99 0.08 0.44 Control Dela 109 2 8 6 44 8 2 4 49 0 0.17 7 2 Protected Phases 7 4 8 6 7 y . . . . . Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Dela 109 2 8 6 44 8 2 4 49 0 . 0.0 7 2 Permitted Phases Actuated Green, G (s) 11.0 86.0 71.0 8 71.0 16.0 6 27.0 y . . . . . Queue Length 50th (ft) 118 255 747 2 74 . 0 Effective Green, g (s) Actuated g/C Ratio 11.0 0.10 86.0 0.78 71.0 0.65 71.0 0.65 16.0 0.15 27.0 0.25 Queue Length 95th (ft) #252 373 #1110 19 132 37 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Internal Link Dist (ft) 1334 1276 2231 Turn Ba Len th (ft) Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 y g Base Capacity (vph) 172 1415 1179 1026 257 509 Lane Grp Cap (vph) v/s Ratio Prot 172 c0.10 1415 0.53 1179 c0.64 1002 257 c0.06 446 0.00 Starvation Cap Reductn 0 0 0 0 0 0 v/s Ratio Perm 0 03 0 01 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 v/c Ratio 0.96 0.68 0.99 . 0.05 0.44 . 0.05 Reduced v/c Ratio 0.96 0.68 0.99 0.08 0.44 0.17 Uniform Delay, d1 Progression Factor I l D l d2 49.3 1.00 56 0 5.6 1.00 1 3 19.2 1.00 24 2 7.2 1.00 0 0 42.9 1.00 5 4 31.7 1.00 0 0 Intersection Summary ncrementa e ay, . . . . . . Cycle Length: 110 Delay (s) Level of Service 105.2 F 6.9 A 43.5 D 7.2 A 48.3 D 31.7 C Actuated Cycle Length: 110 Natural Cycle: 100 Control T e: Actuated-Uncoordinated Approach Delay (s) Approach LOS 21.3 C 41.2 D 41.0 D yp # 95th percentile volume exceeds capacity, queue may be lo nger. Intersection Summary Queue shown is maximum after two cycles. HCM Average Control D elay 32.5 HCM Lev el of Service C HCM Volume to Capacity ratio 0.90 Splits and Phases: 25: SR 507 & SR 510 Loop Road Actuated Cycle Length ( s) 110.0 Sum of lo st time (s) 12.0 ~ m4 Intersection Capacity Utilization 84.7% I CU Level of Service E 90 s Analysis Period (min) 15 F c Critical Lane Group m6 ~ m7 m8 20s 15s 75s M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group HCM Unsignalized Intersection Capacity Analysis 2009 Baseline PM Peak Hour 35: Railway Rd SE & First St 7/24/2007 ~ t ~ P y j ne Volume Left 99 0 6 cSH 339 1700 1003 ne Approach LOS C HCM Unsignalized Intersection Capacity Analysis 2009 Baseline PM Peak Hour 36: Stevens Ave N E & First St 7/24/2007 ~ t ~ P 4 ~ ne Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Volume Left V l Ri ht 45 67 0 62 34 0 o ume g cSH V l t C it 372 0 30 1700 1064 0 30 0 06 o ume o apac y Queue Length 95th (ft) C t l D l . 31 18 8 . . 0 5 0 0 1 7 on ro e ay (s) Lane LOS A h D l . C 18 8 . . A 0 0 1 7 pproac e ay (s) Approach LOS . C . . 62.6% ICU Level of Service B 15 M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 99 6 430 145 6 337 Pedestrians HCM Unsignalized Intersection Capacity Analysis 40: SE Mosman Ave & First St ~ t T P y l ne Volume Left 66 0 33 Volume Right 33 110 0 cSH 210 1700 848 Lane LUS t Approach Delay (s) 36.5 Approach LOS E 2009 Baseline PM Peak Hour 7/24/2007 HCM Unsignalized Intersection Capacity Analysis 2009 Baseline PM Peak Hour 41: SW Mosman Ave & First St 7/24/2007 ~ ~ -~ T l -' ne Volume Left 91 102 0 Volume Right 253 0 38 cSH 294 965 1700 ~,tueue ~engm yotn \n/ .s/.s Control Delay (s) 144.5 Lane LOS F Approach Delay (s) 144.5 Approach LOS F 94.7% ICU Level of Service F 15 M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 66 33 643 110 33 538 Pedestrians HCM Unsignalized Intersection Capacity Analysis 2009 Baseline PM Peak Hour 42: 103rd Ave SE & West Road E 7/24/2007 ne Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 159 ~ 134 ~ 384 387 131 348 341 110 vC1, stage 1 confvol vC2, stage 2 conf vol vCu, unblocked vol 159 134 384 387 131 348 341 110 tC, single (s) 4.1 4.1 ~ 7.2 6.6 6.3 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 ~ 3.6 4.1 3.4 3.5 4.0 3.3 p0 queue free % 97 100 100 99 99 80 97 96 cM capacity (veh/h) Direction, Lane # 1433 EB 1 WB 1 1463 NB 1 SB 1 518 523 908 582 561 944 Volume Total Volume Left V l Ri ht 177 165 43 6 6 98 12 171 0 116 6 37 o ume g cSH V l t C it 1433 1463 0 03 0 00 663 631 0 02 0 27 o ume o apac y Queue Length 95th (ft) C t l D l . . 2 0 2 0 0 3 . . 1 27 10 5 12 8 on ro e ay (s) Lane LOS A h D l . . A A 2 0 0 3 . . B B 10 5 12 8 pproac e ay (s) Approach LOS . . . . B B HCM Unsignalized Intersection Capacity Analysis 2009 Baseline PM Peak Hour 51: 103rd Ave SE & Grove Rd 7/24/2007 155 6 40 6 M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group Hourly flow rate (vph) 155 23 17 6 11 6 40 138 0 6 69 121 Departure Headway (s) 4.9 5.0 4.8 4.4 Degree Utilization, x 0.27 0.03 0.24 0.24 Capacity (veh/h) 680 647 705 775 Volume (veh/h) 35 105 5 5 50 80 0 5 5 95 15 30 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Hourly flow rate (vph) 43 128 6 6 61 98 0 6 6 116 18 37 Pedestrians HCM Unsignalized Intersection Capacity Analysis 2009 Baseline PM Peak Hour 52: Yelm Ave & Safeway Access 7/24/2007 ne Median storage veh) Upstream signal (ft) HCM Unsignalized Intersection Capacity Analysis 2009 Baseline PM Peak Hour 53: Driveway & Plaza Dr NE 7/24/2007 ~ ~ -~ T l -' ne Volume Left 11 38 0 Volume Right 22 0 11 cSH 918 1542 1700 ~,tueue ~engm yotn \n/ .s Control Delay (s) 9.1 Lane LOS A Approach Delay (s) 9.1 Approach LOS A 21.0% ICU Level of Service A 15 M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report The Transpo Group M:\07\07117 Yelm Applebees\Synchro\2009 Baseline PM Peak Hour.sy7 Synchro 6 Report The Transpo Group Volume (veh/h) 15 1155 35 70 1135 25 5 5 90 0 0 10 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 15 1191 36 72 1170 26 5 5 93 0 0 10 Pedestrians HCM Unsignalized Intersection Capacity Analysis 4: Yelm Ave & Burnett Rd SE ~ ~ t ne Volume Left 44 0 50 Volume Right 0 44 28 cSH 764 1700 69 Lane LUS H F Approach Delay (s) 2.4 0.0 251.3 Approach LOS F 2009 With-Project PM Peak Hour 7/24/2007 HCM Unsignalized Intersection Capacity Analysis 2009 With-Project PM Peak Hour 7: Yelm Ave & Killion St SE 7/24/2007 ~ ~ ~ ~ a r ne Volume Left 59 0 43 Volume Right 0 59 38 cSH 723 1700 52 ~,tueue ~engm yotn \n/ i u iyu Control Delay (s) 4.6 0.0 456.8 Lane LOS A F Approach Delay (s) 4.6 0.0 456.8 Approach LOS F 122.4 % ICU Level of Service H 15 M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 Hourly flow rate (vph) 44 1226 836 44 50 28 Pedestrians HCM Unsignalized Intersection Capacity Analysis 2009 With-Project PM Peak Hour 8: Yelm Ave & Cullens St 7/24/2007 ne Median storage veh) Upstream signal (ft) pX, platoon unblocked HCM Unsignalized Intersection Capacity Analysis 2009 With-Project PM Peak Hour 9: Yelm Ave & Longmire St 7/24/2007 ne Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 5 1350 90 144 1007 16 90 0 165 11 5 5 Pedestrians Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) pX, platoon unblocked vC, conflicting volume 1023 1440 2709 2716 1395 2828 2754 1015 vC1, stage 1 confvol Volume Left 5 0 144 0 90 11 Volume Right 0 90 0 16 165 cSH 674 1700 468 1700 19 1 ~,tueue ~engm yotn \n/ i u 3~ u crr crr Control Delay (s) 10.4 0.0 16.1 0.0 Err Err Lane LOS B C F F Approach Delay (s) 0.0 2.0 Err Err Approach LOS F F 105.5 % ICU Level of Service G 15 M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group Volume (veh/h) 85 1293 30 30 922 75 10 5 26 55 5 55 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 91 1390 32 32 991 81 11 5 28 59 5 59 Pedestrians Queues 2009 With-Project PM Peak Hour 14: Yelm Ave & First St 7/24/2007 ~ ~ ~ r ~ -~ T '- l Turn Type Protected Phases Permitted Phases Detector Phases Minimum Initial (s; Minimum Split (s) 5.0 23.0 15.0 23.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Queue Length 50th (ft) -276 -849 37 -241 -823 123 -313 52 178 Queue Length 95th (ft) #446 #1094 77 m#277 m#935 #253 #526 95 #351 ~ Internal Link Dist (ft) 2006 1139 858 888 Turn Bay Length (ft) 120 120 120 120 80 Base Capacity (vph) 205 814 719 234 830 241 376 242 353 Reduced v/c Ratio Actuated Cycle Length: 110 Offset: 65 (59 % ), Referenced to phase 2:EBT and 6:WBT, Start of Green Natural Cycle: 140 Control Type: Actuated-Coordinated Queue shown is maximum after two cycles Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Snlitc anri Phacac~ 1 d~ Valm Ava R Firct St c m, ~ m2 '- m3 T m4 19s 53s 15s 23s f m5 F m6 ~ m7 m8 17s 55s 15s 23s HCM Signalized Intersection Capacity Analysis 2009 With-Project PM Peak Hour 14: Yelm Ave & First St 7/24/2007 Peak-hour facto r, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 290 983 140 282 873 88 220 134 299 100 108 220 RTOR Reduction (vph) 0 0 27 0 3 0 0 71 0 0 67 0 Lane Group Flow (vph) 290 983 113 282 958 0 220 362 0 100 261 0 Lane Grp Cap (vph) 205 / R i P 0 17 814 0 54 692 234 828 236 0 16 0 54 0 09 304 0 23 214 0 04 287 0 16 v s at o rot c . v/s Ratio Perm / R i 1 41 c . 1 21 0.07 0 16 . . c . 0.18 1 21 1 16 0 93 c . 1 19 . 0.08 0 47 . 0 91 v c at o . Uniform Delay, d1 48.5 . 30.5 . 18.2 . . . 47.5 29.5 34.3 . 44.6 . 49.0 . 44.7 Progression Factor 1.00 1.00 1.00 1.04 0.85 1.00 1.00 1.00 1.00 Incremental Delay, d2 212.8 D l 261 3 104.9 135 4 0.5 18 7 108.2 76.6 39.8 157 5 101 6 74 0 113.3 157 9 0.6 49 6 30.3 75 0 e ay (s) . Level of Service F A h D l . F 149 7 . B . . . F F E 114 3 . F 129 6 . D . E 69 0 pproac e ay (s) Approach LOS . F . F . F . E Intersection Summary HCM Average Control Delay 125.2 HCM Level of Service F HCM Volume to Capacity ratio 1.20 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 16.0 M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group 2 4 8 5 2 2 1 6 7 4 3 8 Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.90 1.00 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1736 1827 1553 1719 1785 1703 1607 1752 1659 0 0 0 0 0 0 0 0 0 1.41 1.21 0.19 1.21 1.16 0.91 1.15 0.41 0.93 Turn Type Prot Perm Prot pm+pt pm+pt Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 4 8 HCM Unsignalized Intersection Capacity Analysis 2009 With-Project PM Peak Hour 17: Yelm Ave & Fourth St 7/24/2007 Lane Configurations ~ '~ ~ '~ ~ ~ Sign Control Free Free Stop Stop Grade 0% 0% 0% 0% Volume (veh/h) 10 1321 5 10 1366 10 5 0 10 5 0 5 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Hourly flow rate (vph) 10 1348 5 10 1394 10 5 0 10 5 0 5 Pedestrians Median storage veh) Upstream signal (ft) pX, platoon unblocked 0.23 0.57 0.45 0.45 0.57 0.45 0.45 0.23 vC, conflicting volume 1404 1353 2790 2795 1351 2798 2793 1399 vC1, stage 1 confvol 1371 1371 1419 1419 vC2, stage 2 conf vol 1419 1424 1379 1373 vCu, unblocked vol 2754 1623 3554 3565 1618 3571 3560 2732 tC, single (s) 4.1 4.2 7.1 6.5 6.2 7.2 6.6 6.3 tC, 2 stage (s) 6.1 5.5 6.2 5.6 tF (s) 2.2 2.3 3.5 4.0 3.3 3.6 4.1 3.4 p0 queue free % 68 95 0 100 86 0 100 10 cM capacity (veh/h) Direction, Lane # 32 EB 1 EB 2 221 WB 1 WB 2 NB 1 SB 1 0 2 73 4 7 6 Volume Total Volume Left V l Ri ht 10 1353 10 0 0 5 10 1404 10 0 0 10 15 5 10 10 5 5 o ume g cSH V l t C it 32 1700 0 32 0 80 221 1700 0 05 0 83 0 47 43 5 2 14 o ume o apac y Queue Length 95th (ft) C t l D l . . 25 0 161 3 0 0 . . 4 0 22 1 0 0 . Err E 19 . 58 07 2 on ro e ay (s) Lane LOS A h D l . . F 1 2 . . C 0 2 rr F E 19 . F 07 2 pproac e ay (s) Approach LOS . . rr F . F Queues 18: Yelm Ave & Prairie Park 2009 With-Project PM Peak Hour 7/24/2007 Turn Type Protected Phases Permitted Phases Detector Phases Total Split (s) 15.0 70.0 15.0 70.0 25.0 25.0 25.0 25.0 Total Split (%) 13.6% 63.6% 13.6% 63.6% 22.7% 22.7% 22.7% 22.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 - All-Red Time (s) L d/L 1.0 1.0 0.5 1.0 1.0 L d L L d L 1.0 1.0 1.0 ea ag Lead-Lag Optimize? R ll M d ea ag ea ag Yes Yes Yes Yes N C M N C M N N - N N eca o e v/c Ratio C t l D l one - ax one - ax one 0.14 0.92 0.42 0.94 0.30 1 2 11 5 16 2 26 0 55 1 one 0.41 19 3 one one 0.31 0.21 55 8 23 7 on ro e ay Queue Delay T t l D l . . . . . 0.0 0.0 0.0 0.0 0.0 1 2 11 5 16 2 26 0 55 1 . 0.0 19 3 . . 0.0 0.0 55 8 23 7 o a e ay Queue Length 50th (ft) Q L th 95th ft . . . . . 1 895 3 -1082 21 1 725 10 #1265 51 . 3 49 . . 21 3 51 33 ueue eng ( ) Internal Link Dist (ft) m m m n 615 380 822 257 Reduced v/c Ratio 0 0 0 0 0 0 0 0 0.10 0.92 0.31 0.94 0.12 0.21 0.12 0.09 Actuated Cycle Length: 110 Offset: 6 (5% ), Referenced to phase 2:WBTL and 6:EBTL, Start of Green Natural Cycle: 150 Control Type: Actuated-Coordinated Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metered by upstream signal. Snlitc anri Phacac~ 1R~ Valm Ava R Prairies Park ml F m2 m4 15s 70s 2 5s m5 ~ m6 I + m8 15s 70s 25s M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group 6 2 4 8 1 6 5 2 4 4 8 8 HCM Signalized Intersection Capacity Analysis 2009 With-Project PM Peak Hour 18: Yelm Ave & Prairie Park 7/24/2007 HCM Unsignalized Intersection Capacity Analysis 2009 With-Project PM Peak Hour 19: Yelm Ave & 103rd Ave SE 7/24/2007 ne Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 77 1346 5 5 1207 22 5 0 5 6 0 52 Pedestrians Volume (vph) 25 1286 20 80 1346 25 30 5 70 30 5 25 Peak-hour facto r, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 26 1326 21 82 1388 26 31 5 72 31 5 26 RTOR Reduction (vph) 0 0 0 0 0 0 0 67 0 0 24 0 Lane Group Flow (vph) 26 1347 0 82 1414 0 31 10 0 31 7 0 Protected Phases Permitted Phases Actuated Green. G 1 6 6 88.8 85.2 ~~ 5 2 2 91.7 86.4 .,,,, 4 4 6.5 6.5 ,,,,, 8 8 6.5 6.5 Delay (s) 20.7 9.0 52.4 29.3 51.1 48.8 51.9 48.6 Level of Service C A D C D D D D Approach Delay (s) 9.3 30.6 49.5 50.2 Approach LOS A C D D HCM Volume to Actuated Cycle Intersection CaK Analysis Period c Critical Lane icity ratio h (s) Utilization P 0.88 110.0 87.4 15 ICU Level of Service M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report The Transpo Group Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type Median storage veh) pX, platoon unblocked 0.37 0.24 0.55 0.55 0.24 0.55 0.55 0.37 vC, conflicting volume 1229 1352 2773 2743 1349 2735 2735 1218 vC1, stage 1 confvol 1228 1228 Volume Left V l Ri ht 77 0 0 5 5 0 0 22 5 5 6 0 0 52 o ume g cSH V l t C it 148 1700 0 52 0 80 44 1700 0 12 0 72 0 E 3 2 06 49 1 04 o ume o apac y Queue Length 95th (ft) C t l D l . . 64 0 53 5 0 0 . . 9 0 96 5 0 0 rr Err E 25 . 43 19 1 . 113 272 9 on ro e ay (s) Lane LOS A h D l . . F 2 9 . . F 0 4 rr F E 5 . F 13 6 . F pproac e ay (s) Approach LOS . . rr F . F 80.8% ICU Level of Service D 15 M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report The Transpo Group Frt 1.00 1.00 1.00 1.00 1.00 0.86 1.00 0.87 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1736 1823 1752 1840 1787 1617 1805 1661 Lane Grp Cap (vph) 131 1420 152 1454 88 103 78 106 v/s Ratio Prot 0.01 0.74 c0.03 c0.77 0.01 0.00 v/s Ratio Perm 0.15 0.43 0.02 c0.03 v/c Ratio 0.20 0.95 0.54 0.97 0.35 0.09 0.40 0.06 Uniform Delay, d1 31.2 10.3 28.7 10.5 49.3 48.5 49.5 48.4 Progression Factor 0.66 0.69 1.76 1.51 1.00 1.00 1.00 1.00 Queues 2009 With-Project PM Peak Hour HCM Signalized Intersection Capacity Analysis 2009 With-Project PM Peak Hour 20: Yelm Ave &Vancil Rd SE 7/24/2007 20: Yelm Ave &Vancil Rd SE 7/24/2007 ~ ~ ~ r ~ ~ -~ T ~ '- l ~ ~ ~ r ~ -~ T ~ '- l -' Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations ~ } ~ -~ } ~+ -~ } ~ -~ '~ Lane Configurations ~ } ~+ -~ } ~+ -~ } ~ -~ '~ Volume (vph) 60 1067 160 55 1057 40 180 50 91 100 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Group Flow (vph) 61 1089 163 56 1079 41 184 51 93 102 137 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Turn Type Prot custom Prot c ustom Perm Perm Perm Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Protected Phases 1 6 5 2 4 8 Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.93 Permitted Phases 2 6 4 4 8 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 '~ Detector Phases 1 6 2 5 2 6 4 4 4 8 8 Satd. Flow (prot) 1736 1827 1553 1703 1792 1524 1752 1845 1568 1805 1763 Minimum Initial (s) 4.0 10.0 10.0 4.0 10.0 10.0 4.0 4.0 4.0 4.0 4.0 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 0.57 1.00 1.00 0.72 1.00 Minimum Split (s) 8.5 21.6 21.6 8.5 21.6 21.6 9.3 9.3 9.3 23.8 23.8 Satd. Flow (perm) 1736 1827 1553 1703 1792 1524 1058 1845 1568 1375 1763 Total Split (s) 17.0 63.0 63.0 17.0 63.0 63.0 30.0 30.0 30.0 30.0 30.0 Volume (vph) 60 1067 160 55 1057 40 180 50 91 100 70 65 Total Split (%) 15.5% 57.3% 57.3% 15.5% 57.3% 57.3% 27.3% 27.3% 27.3% 27.3% 27.3% Peak-hour facto r,PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Yellow Time (s) 3.5 3.6 3.6 3.5 3.6 3.6 3.8 3.8 3.8 3.6 3.6 Adj. Flow (vph) 61 1089 163 56 1079 41 184 51 93 102 71 66 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.5 1.5 1.5 1.0 1.0 RTOR Reduction (vph) 0 0 17 0 0 7 0 0 74 0 32 0 Lead/Lag Lead Lag Lag Lead Lag Lag Lane Group Flow (vph) 61 1089 146 56 1079 34 184 51 19 102 105 0 Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Heavy Vehicles (%) 4 % 4 % 4 % 6 % 6 % 6 % 3 % 3 % 3 % 0 % 0 % 0 Recall Mode None C-Max C-Max None C-Max C-Max None None None None None Turn Type Prot custom Prot c ustom Perm Perm Perm v/c Ratio 0.43 0.95 0.17 Control Dela 56 3 28 6 4 4 0.41 54 2 0.97 34 4 0.04 5 6 0.83 69 8 0.14 34 9 0.24 8 6 0.36 40 4 0.35 27 8 Protected Phases 1 6 5 2 4 8 y . . . Queue Delay 0.0 0.0 0.0 Total Dela 56 3 28 6 4 4 . 0.0 54 2 . 0.0 34 4 . 0.0 5 6 . 0.0 69 8 . 0.0 34 9 . 0.0 8 6 . 0.0 40 4 . 0.0 27 8 Permitted Phases Actuated Green, G (s) 7.6 67.3 2 66.9 7.2 66.9 6 67.3 4 21.1 21.1 4 21.1 8 21.8 21.8 '~ y . . . Queue Length 50th (ft) 40 -831 30 . 34 . -817 . 5 . 122 . 29 . 0 . 61 . 57 Effective Green, g (s) Actuated g/C Ratio 8.1 0.07 67.9 0.62 67.5 0.61 7.7 0.07 67.5 0.61 67.9 0.62 22.4 0.20 22.4 0.20 22.4 0.20 22.4 0.20 22.4 0.20 Queue Length 95th (ft) m45n#1025 m35 m34 m637 m8 #223 61 42 110 111 Clearance Time (s) 4.5 4.6 4.6 4.5 4.6 4.6 5.3 5.3 5.3 4.6 4.6 Internal Link Dist (ft) 1052 Turn Ba Len th (ft) 200 80 200 329 150 100 716 120 100 283 Vehicle Extension (s) 2.5 2.8 2.8 2.5 2.8 2.8 2.5 2.5 2.5 2.8 2.8 y g Base Capacity (vph) 205 1142 983 201 1115 960 259 436 442 325 447 Lane Grp Cap (vph) v/s Ratio Prot 128 c0.04 1128 0.60 953 119 0.03 1100 c0.60 941 215 376 0.03 319 280 359 0.06 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 v/s Ratio Perm 0 09 0 02 c0 17 0 01 0 07 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v/c Ratio 0.48 0.97 . 0.15 0.47 0.98 . 0.04 . 0.86 0.14 . 0.06 . 0.36 0.29 Reduced v/c Ratio 0.30 0.95 0.17 0.28 0.97 0.04 0.71 0.12 0.21 0.31 0.31 Uniform Delay, d1 Progression Factor I l D l d2 48.9 1.11 0 9 19.9 0.76 11 6 9.1 0.51 0 2 49.2 1.09 0 6 20.6 1.15 10 4 8.2 0.78 0 0 42.2 1.00 26 5 35.9 1.00 0 1 35.3 1.00 0 1 37.7 1.00 0 7 37.1 1.00 0 4 Intersection Summary ncrementa e ay, . . . . . . . . . . . Cycle Length: 110 Delay (s) 55.0 26.7 4.8 54.1 34.1 6.4 68.7 36.0 35.4 38.4 37.5 ~~ Actuated Cycle Length: 110 Level of Service D C A D C A E D D D D Offset: 53 (48 % ), Referenced to phase 2:WBT and 6:E BT, Sta rt of Green Approach Delay (s) 25.3 34.1 54.2 37.9 Natural Cycle: 90 Approach LOS C C D D Control Type: Actuated-Coordinated Volume exceeds ca acit ueue is theoreti call in finite Intersection Summary p y, q Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity q y ueue m . ay be lo nger HCM Average Control Delay HCM Volume to Capacity ratio 32.8 0.91 HCM Lev el of Se rvice C , Queue shown is maximum after two cycles. . Actuated Cycle Length (s) Intersection Capacity Utilization 110.0 83.8% I Sum of lost time (s) CU Level of Service 12.0 E m Volume for 95th percentile queue is metere d by up stream signal. Analysis Period (min) 15 Rnlitc anri Phacac 9f1~ Valm Ava R \/a Heil Rr i RF c Critical Lane Group ml F m2 m4 17s 63s 3 0s m5 ~ m6 I + m8 17s 63s 30s M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group HCM Unsignalized Intersection Capacity Analysis 2009 With-Project PM Peak Hour 21: Yelm Ave & Plaza Dr NE 7/24/2007 ne Queues 22: SR 507 & Creek St 2009 With-Project PM Peak Hour 7/24/2007 Turn Type Protected Phases Permitted Phases Detector Phases 40.0 40.0 15.0 40.0 40.0 29.0 29.0 26.0 26.0 26.0 Median storage veh) Upstream signal (ft) M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report The Transpo Group Total Split (%) 13.6% 36.4% 36.4% 13.6% 36.4% 36.4% 26.4% 26.4% 23.6% 23.6% 23.6% Yellow Time (s) 3.5 3.6 3.6 3.5 3.6 3.6 3.9 3.9 3.5 3.5 3.5 All-Red Time (s) L d/L 1.0 L d 1.0 1.0 L L 1.0 1.0 1.0 L d L L 1.0 1.0 1.0 L L L d 1.0 1.0 L d L d ea ag Lead-Lag Optimize? Recall Mode ea Yes None ag ag Yes Yes C-Max C-Max ea ag ag Yes Yes Yes None C-Max C-Max ag ag ea Yes Yes Yes Max Max None ea ea Yes Yes None None v/c Ratio C t l D l 0.42 59 0 1.34 0.70 188 8 18 4 0.72 1.30 0.16 72 7 177 8 20 5 1.10 0.45 2.42 123 6 34 4 706 4 0.45 0.18 43 4 14 1 on ro e ay Queue Delay T t l D l . 0.0 59 0 . . 0.0 0.0 188 8 18 4 . . . 0.0 0.0 0.0 72 7 177 8 20 5 . . . 0.0 0.0 0.0 123 6 34 4 706 4 . . 0.0 0.0 43 4 14 1 o a e ay Queue Length 50th (ft) Q L th 95th ft . 37 50 . . -751 140 #869 180 . . . 83 -811 34 #167 #1077 75 . . . -238 94 -187 #409 164 #321 . . 103 6 170 42 ueue eng ( ) Internal Link Dist (ft) m m m 889 1869 300 913 Reduced v/c Ratio 0 0 0 0 0 0 0 0 0 0 0 0.34 1.34 0.70 0.68 1.30 0.16 1.10 0.45 2.42 0.45 0.18 Actuated Cycle Length: 110 Offset: 0 (0% ), Referenced to phase 2:WBT and 6:EBT, Start of Green, Master Intersection Natural Cycle: 80 Control Type: Actuated-Coordinated Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two cycles. # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. m Volume for 95th percentile queue is metf Rnlitc anri Phacac 99~ RR 5f17 R (lraak Rt m1 F m2 m3 m4 15s 40s 26s 29s m5 ~ m6 15s 40s M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report The Transpo Group 6 2 4 3 3 1 6 6 5 2 2 4 4 3 3 3 Volume (veh/h) 54 1156 45 130 1110 39 10 10 160 24 5 50 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 56 1192 46 134 1144 40 10 10 165 25 5 52 Pedestrians HCM Signalized Intersection Capacity Analysis 2009 With-Project PM Peak Hour 22: SR 507 & Creek St 7/24/2007 Volume (vph) 56 782 407 115 840 90 288 105 75 155 160 61 Peak-hour facto r, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 58 806 420 119 866 93 297 108 77 160 165 63 RTOR Reduction (vph) 0 0 85 0 0 14 0 23 0 0 0 42 Lane Group Flow (vph) 58 806 335 119 866 79 297 162 0 160 165 21 Heavy Vehicles (%) 5% 5% 5% 4% 4% 4% 4% 4% 4% 4% 4% 4% Bus Blockages (#/hr) 0 0 0 0 1 1 0 0 0 0 1 1 Turn Type Prot Perm Prot Perm Perm Perm Perm Protected Phases 1 6 5 2 4 3 Permitted Phases 6 2 4 3 3 HCM Average Control Delay 159.1 HCM Level of Service F HCM Volume to Capacity ratio 1.48 Actuated Cvcle Length (s) 110.0 Sum of lost time (s) 16.0 c M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report The Transpo Group HCM Unsignalized Intersection Capacity Analysis 2009 With-Project PM Peak Hour 24: SR 507 & Grove Rd 7/24/2007 ~ ~ ~ ~ a r ne Volume Left 10 0 72 Volume Right 0 98 10 cSH 531 1700 45 ~,tueue ~engm yotn \n/ i u guy Control Delay (s) 0.7 0.0 587.4 Lane LOS A F Approach Delay (s) 0.7 0.0 587.4 Approach LOS F 77.4% ICU Level of Service D 15 M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report The Transpo Group Frt 1.00 1.00 0.85 1.00 1.00 0.85 1.00 0.94 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 0.95 1.00 0.95 1.00 1.00 Satd. Flow Corot) 1719 1810 1538 1736 1820 1547 1736 1713 1736 1820 1547 Lane Grp Cap (vph) 120 602 512 164 650 553 271 389 66 364 309 v/s Ratio Prot 0.03 0.45 c0.07 c0.48 0.09 0.09 v/s Ratio Perm 0.22 0.05 c0.25 c0.48 0.01 Level of Service E F C E F C F D F D D Approach Delay (s) 128.9 165.9 92.4 322.9 Approach LOS F F F F Queues 2009 With-Project PM Peak Hour HCM Signalized Intersection Capacity Analysis 2009 With-Project PM Peak Hour 25: SR 507 & SR 510 Loop Road 7/24/2007 25: SR 507 & SR 510 Loop Road 7/24/2007 ~ ~ ~ ~ r ~ ~ ~ a r ~ ~ Lane Group EBL EBT WBT WBR SBL SBR Movement EBL EBT WBT WBR SBL SBR Lane Configurations ~ } } ~ -~ Volume (v h) 160 937 1145 75 110 ~+ 85 Lane Configurations Ideal Flow (v h l) ~ 1900 } 1900 } 1900 ~ 1900 -~ 1900 ~+ 1900 p Lane Group Flow (vph) 165 966 1180 77 113 88 p p Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Turn Type Prot Perm p m+ov Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Protected Phases 7 4 8 6 7 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Permitted Phases 8 6 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Detector Phases 7 4 8 8 6 7 Satd. Flow (prot) 1719 1810 1827 1553 1770 1583 Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Minimum Split (s) 8.0 20.0 20.0 20.0 20.0 8.0 Satd. Flow (perm) 1719 1810 1827 1553 1770 1583 Total Split (s) 15.0 90.0 75.0 75.0 20.0 15.0 Volume (vph) 160 937 1145 75 110 85 Total Split (%) 13.6% 81.8% 68.2% 68.2% 18.2% 1 3.6% Peak-hour facto r,PHF 0.97 0.97 0.97 0.97 0.97 0.97 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 Adj. Flow (vph) 165 966 1180 77 113 88 All-Red Time (s) 0.5 0.5 0.5 0.5 0.5 0.5 RTOR Reduction (vph) 0 0 0 23 0 66 Lead/Lag Lead Lag Lag Lead Lane Group Flow (vph) 165 966 1180 54 113 22 Lead-Lag Optimize? Yes Yes Yes Yes Heavy Vehicles (%) 5% 5% 4% 4% 2% 2% Recall Mode None None None None Max None Turn Type Prot Perm p m+ov v/c Ratio 0.96 0.68 1.00 0.08 0.44 Control Dela 109 2 8 7 47 0 2 4 49 0 0.17 7 2 Protected Phases 7 4 8 6 7 y . . . . . Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Dela 109 2 8 7 47 0 2 4 49 0 . 0.0 7 2 Permitted Phases Actuated Green, G (s) 11.0 86.0 71.0 8 71.0 16.0 6 27.0 y . . . . . Queue Length 50th (ft) 118 259 -766 3 74 . 0 Effective Green, g (s) Actuated g/C Ratio 11.0 0.10 86.0 0.78 71.0 0.65 71.0 0.65 16.0 0.15 27.0 0.25 Queue Length 95th (ft) #252 379 #1124 19 132 37 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 Internal Link Dist (ft) 1334 1276 2231 Turn Ba Len th (ft) Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 y g Base Capacity (vph) 172 1415 1179 1026 257 509 Lane Grp Cap (vph) v/s Ratio Prot 172 c0.10 1415 0.53 1179 c0.65 1002 257 c0.06 446 0.00 Starvation Cap Reductn 0 0 0 0 0 0 v/s Ratio Perm 0 03 0 01 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 v/c Ratio 0.96 0.68 1.00 . 0.05 0.44 . 0.05 Reduced v/c Ratio 0.96 0.68 1.00 0.08 0.44 0.17 Uniform Delay, d1 Progression Factor I l D l d2 49.3 1.00 56 0 5.6 1.00 1 4 19.5 1.00 26 4 7.2 1.00 0 0 42.9 1.00 5 4 31.7 1.00 0 0 Intersection Summary ncrementa e ay, . . . . . . Cycle Length: 110 Delay (s) Level of Service 105.2 F 7.0 A 45.9 D 7.2 A 48.3 D 31.7 C Actuated Cycle Length: 110 Natural Cycle: 110 Control T e: Actuated-Uncoordinated Approach Delay (s) Approach LOS 21.3 C 43.5 D 41.0 D yp Volume exceeds capacity, queue is theoretically infinite. Queue shown is maximum after two c cles Intersection Summary y . # 95th percentile volume exceeds capacity, queue may be longer. HCM Average Control Delay HCM Volume to Capacity ratio 33.6 0.90 HCM Lev el of Service C Queue shown is maximum after two cycles. Actuated Cycle Length ( s) 110.0 Sum of lo st time (s) 12.0 Intersection Capacity Ut ilization 85.2% I CU Level of Service E Splits and Phases: 25: SR 507 & SR 510 Loop Road Analysis Period (min) 15 ~ m4 c Critical Lane Group 90 s F m6 m7 m8 20s 15s 75s M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group HCM Unsignalized Intersection Capacity Analysis 2009 With-Project PM Peak Hour 35: Railway Rd SE & First St 7/24/2007 ~ t ~ P y j ne Volume Left 99 0 6 cSH 336 1700 1001 ne Approach LOS C HCM Unsignalized Intersection Capacity Analysis 2009 With-Project PM Peak Hour 36: Stevens Ave N E & First St 7/24/2007 ~ t ~ P 4 ~ ne Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 Volume Left V l Ri ht 45 67 0 62 34 0 o ume g cSH V l t C it 370 0 30 1700 1062 0 30 0 06 o ume o apac y Queue Length 95th (ft) C t l D l . 31 18 9 . . 0 5 0 0 1 7 on ro e ay (s) Lane LOS A h D l . C 18 9 . . A 0 0 1 7 pproac e ay (s) Approach LOS . C . . 62.9% ICU Level of Service B 15 M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 Hourly flow rate (vph) 99 6 433 145 6 341 Pedestrians HCM Unsignalized Intersection Capacity Analysis 40: SE Mosman Ave & First St ~ t T P y l ne Volume Left 66 0 33 Volume Right 33 110 0 cSH 209 1700 846 Lane LUS t Approach Delay (s) 36.9 Approach LOS E 2009 With-Project PM Peak Hour 7/24/2007 HCM Unsignalized Intersection Capacity Analysis 2009 With-Project PM Peak Hour 41: SW Mosman Ave & First St 7/24/2007 ~ ~ -~ T l -' ne Volume Left 91 102 0 Volume Right 253 0 38 cSH 292 963 1700 ~,tueue ~engm yotn \n/ .5/b Control Delay (s) 147.2 Lane LOS F Approach Delay (s) 147.2 Approach LOS F 95.0% ICU Level of Service F 15 M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report The Transpo Group The Transpo Group Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 66 33 646 110 33 541 Pedestrians HCM Unsignalized Intersection Capacity Analysis 2009 With-Project PM Peak Hour 42: 103rd Ave SE & West Road E 7/24/2007 ne Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 160 ~ 135 ~ 387 390 132 350 344 111 vC1, stage 1 confvol vC2, stage 2 conf vol ] vCu, unblocked vol 160 135 387 390 132 350 344 111 tC, single (s) 4.1 ~ 4.1 ~ 7.2 6.6 6.3 7.1 6.5 6.2 tC, 2 stage (s) tF (s) 2.2 2.2 T 3.6 4.1 3.4 3.5 4.0 3.3 p0 queue free % 97 100 100 99 99 80 97 96 cM capacity (veh/h) 1432 1461 ~ 516 521 906 578 558 940 Volume Left 43 6 0 116 Volume Right 6 98 6 37 cSH 1432 1461 662 627 Lane LUS H H ti ti Approach Delay (s) 2.0 0.3 10.5 12.9 Approach LOS B B M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report The Transpo Group HCM Unsignalized Intersection Capacity Analysis 2009 With-Project PM Peak Hour 51: 103rd Ave SE & Grove Rd 7/24/2007 155 6 40 6 M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report The Transpo Group Hourly flow rate (vph) 155 23 17 6 11 6 40 138 0 6 69 121 Departure Headway (s) 4.9 5.0 4.8 4.4 Degree Utilization, x 0.27 0.03 0.24 0.24 Capacity (veh/h) 680 647 705 775 Volume (veh/h) 35 106 5 5 51 80 0 5 5 95 15 30 Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Hourly flow rate (vph) 43 129 6 6 62 98 0 6 6 116 18 37 Pedestrians HCM Unsignalized Intersection Capacity Analysis 2009 With-Project PM Peak Hour 52: Yelm Ave & Safeway Access 7/24/2007 ne Median storage veh) Upstream signal (ft) HCM Unsignalized Intersection Capacity Analysis 2009 With-Project PM Peak Hour 53: Plaza Dr NE & 7/24/2007 ~ ~ -~ T l -' ne Volume Left 11 53 0 Volume Right 37 0 11 cSH 932 1542 1700 ~,tueue ~engm yotn \n/ µ Control Delay (s) 9.1 Lane LOS A Approach Delay (s) 9.1 Approach LOS A 21.7% ICU Level of Service A 15 M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report The Transpo Group M:\07\07117 Yelm Applebees\Synchro\2009 With-Project PM Peak Hour.sy7 Synchro 6 Report The Transpo Group Volume (veh/h) 28 1155 35 70 1131 33 5 5 90 0 0 21 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Hourly flow rate (vph) 29 1191 36 72 1166 34 5 5 93 0 0 22 Pedestrians