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TIA 001~~~ HEA'LH & ASSOCIATES, INC. Transportation and Civil Engineering YELM PLA7.A TRAFFIC IMPACT ANALYSIS YELM, WA ~' B ~~~Cse~o£ wesyt~q~ R ~o~ zo~a~p ~w etoeat ~ OS~I~Iob Prepared for: Mike McKinnon Sr Fourbest Partners, LLC P.O. box 12540 Olympia, WA 98508 MAY 2006 ~~~ ,, c/ 'ic. ,>~, 2214 Taromu Road • Puyallup, WA 98371 • (353) 770-1401 • Fax (253) 770-1473 YELM PLAZA TRAFFIC IMPACT ANALYSIS TABLE OF CONTENTS 1. Introduc[ion .................................................................... .............................................3 II. Project Description ......................................................... .............................................3 III. Existing Conditions ........................................................ .............................................3 IV. Future Traffic Demand ................................................... ...........................................10 V. Conclusions and Mitigation ........................................... ...........................................17 Appendix LIST OF TABLES 1. Existing Leve] of Service ............................................................................................9 2. Trip Generation .........................................................................................................10 3. Future Level of Service .............................................................................................16 LIST OF FIGURES 1. Vicinity Map & Roadway Sys[em ............................................... ...............................4 2. Site Plan ....................................................................................... ...............................5 3. Existing PM Peak Hour Volumes ................................................. ..............................7 4. Trip Distribution &Assignment ................................................... ................. 1 ] 5. Pipeline Volumes .......................................................................... ........... ............................12 6. 2008 PM Peak Hour Volumes Without Project ............................ ............................13 7. 2008 PM Peak Hour Volumes With Project ................................. ............................14 YELM PLAZA TRAFFIC IMPACT ANALYSIS /. INTRODUCT/ON This study serves to investigate traffic impacts related to the proposed Yelm Plaza office- retail project. The main goals of this study focus on the assessment of existing traffic wnditions and intersection congestion, forecasts of newly generated project traffic, and estimations of future intersection delay. The first [ask includes the collection of general roadway informatioq road improvement information, entering sight distance data, and peak hour traffic counts. Next, a detailed level of service analysis of the existing volumes is made to determine [he present degree of intersection congestion. Forecasts of future traffic and dispersion patterns on the street system are then determined using established trip generation and distribution techniques. Following this forecast, the future service levels for the key intersections are investigated. As a final step, appropriate conclusions and possible off-site mitigation measures are defined. !L PROJECT DESCRIPTION The proposed project consists of 3 mixed use office-retail buildings. Each building is two stories [all, with a 3,000 square foot first floor and a 1,000 square foot second floor, for a total of 12,000 square feet of building area. The building usage is expected [o be half retail and half office. The site is located on the east side of Plaza Drive and north of Yelm Avenue in the City of Yelm, WA. Access to the site is to be provided by an existing drive connecting to Plaza Drive to the west, and to Creek Street to the east. This existing drive presently serves other commercial buildings to the south and east of the site. Buildout of this project is estimated by 2008. The year 2008 was therefore designated as the horizon year for traffic study purposes. Figure 1 shows the general site location and surrounding roadway system, while the site plan showing the overall building configurations and parking layout is shown in Figure 2. I/L EXISTING CONDITIONS A. Surrounding Roadway System Roadways serving [he proposed site range from two lane major arterials to two-lane collector roads which vary in width, terrain, and posted speeds. These roadways vary in their overall function as part of the general network. The key streets near the site are described on page 6. N YELM PLAZA HEATH & ASSOCIA'PES, INC vlcwln MAF <rtor~wnY SSrem Traoaporte Lion end Civil Engin e Ing F16URE I s'-0~ as -y;' ~s._°. io'-o' ~s._°. io'-o' 15._°. z ¢V e' w rm[ z wmwvwc § ® _ 4 ~ ' •~ ~ ~~„ ~o ~o eaa ~ „ b /1 ° ® ~ ~ ~ , ~ ' `1~1 ~ ~~ >e ~. ~ ,z~ ~ ~ ® :: ~ ~ YELM PIAZA HEATH & ASSOCIATES, INC sre FUN Transportation and Civil Engineering F16URF 2 Plaza Drive NE is a two-lane roadway which lies to the west of the site. Lane widths are up [0 17 feet, with curbed shoulders. The speed limit is not posted, but assumed at 25 mph. A sidewalk is provided on [he east side of the road. Yelm Avenue, or SR-507, is a two-lane roadway which lies to the south of the property and runs in anorthwesterly-southeasterly direction. A two-way left rum lane is provided for most of the roadway section in Yelm. Right rum lanes are provided at major intersections. The posted speed limit ranges from 25 mph to 35 mph in the vicinity. Lanes aze 12 feet wide, while shoulders aze composed of curb and sidewalk. Bike lanes aze provided on both sides of the road. Grades are flat. SE Vanci/Road is a north-south two-lane roadway that lies ro the west of the project. The posted speed limit is 25 mph. Lane widths aze roughly 13 feet, with shoulders composed of curb and sidewalk. !03rd Avenue SE is a two-lane roadway which lies to the north of the property. Lane widths aze approximately 12 feet wide, while shoulders are composed of curb and sidewalk. The speed limit is posted at 25 mph. Bike lanes are provided on both sides of the road. Clark Road SE is a north-south two-lane roadway [hat lies to the west of the project. Lane widths aze 12 feet, with grass/gravel shoulders. The posted speed limit is 25 mph. 4tH Street SE/NE is a north-south local road that lies to the west of the project. Total roadway width ranges from I S feet to 19 fee[, with grass/gravel shoulders. No speed limit is posted. B. Existing Peak Hour Volumes Field data for this study was collected from May of 2005 to April of 2006. Counts were taken during the evening peak period between the hours of 4 PM and 6 PM. This specific peak period is tazge[ed for analysis purposes since it generally represents a worst case scenazio for office developments with respect to traffic conditions. This is primazily due to the common 8 AM to 5 PM work schedule and the greater number of recreation and shopping trips associated with the eazly evening period. Drivers often travel home after work at approximately [he same time of day, typically between 4 PM and 6 PM, which translates to a natural peak in intersection and arterial traffic loads. Figure 3 on [he following page shows the evening peak hour counts taken at the key intersections of Yelm Ave/Plaza Dr, Yelm AveNancil Rd, Yelm Ave/103rd Ave, Yelm Ave/Clazk Rd, Yelm Ave/4th St. Average daily traffic (ADT) volumes for State Routes aze available from the Washington State Department of Transportation. it j a~ N ~~~_ s s, /~ i~\ 086 ~ X619 ~~ ~ ~~ B 5 2] YftM PIAZA i , ba e+ ~r 3~ ~ ~o n o ~~ s 50 46 B8 \ 54~ ~ ~55 638 +~ X549 \~ ~/ =9 3a =3 34 O I~~ \ 45~ ~ `2~ ~aey O the ~~, t ~~ i HEATH & ASSOCIATES, INC Exisrime PM Pe noun VOw Mes I. Transportation end Clvil Engineering FIGURE 3 C. Level of Service Existing peak hour delays were determined through the use of the Highway Capacity Manual Capacity analysis is used to determine level of service (LOS) which is an established measure of congestion for transportation facilities. LOS is defined for a variety of facilities including intersections, freeways, arterials, etc. A complete definition of level of service and related criteria can be found in the HCM. The methodology for determining [he LOS at signalized intersections strives to determine the volume to capacity (v/c) ratios for the various intersection movements as well as the average control delay for those movements. Delay is generally used [o measure the degree of driver discomfort, frustration, fuel consumption, and lost time. Control delay, in pazticulaz, includes movements at slower speeds and stops on intersection approaches as vehicles move up in queue position or slow down upstream of an intersection. Aside from the overall quantity of frafSo, three specific factors influence signalized intersection LOS. These include the type of signal operation provided, the signal phasing pattern, and the specific allocation of green time. The methodology for determining the LOS at unsignalized intersections strives to determine the potential capacities for [he vazious vehicle movements and ultimately determines the average total delay for each movement. Potential Capacity represents the number of additional vehicles that could effectively utilize a particulaz movement, which is essentially the equivalent of the difference between the movement capacity and the existing movement volume. Total delay is described as the elapsed time from when a vehicle stops at the end of a queue until the vehicle departs from the stop line. Average total delay is simply the mean total delay over the entire stream. A number of factors influence potential capacity and total delay including the availability/usefulness of gaps. The range for intersection level of service is LOS A to LOS F with the former indicating the best operating conditions with low control delays and the latter indicating the worst conditions with heary control delays. Existing LOS is shown in Table 1 found on page 9. This analysis involved the Signal 2000 and HCS-1000 programs which aze based on Chapter 16 and 17 procedures in the 2000 Highway Capacity Manual. As shown in Table 1, the highest delays aze shown at the intersection of Yelm Ave/Plaza Dr with southbound delays of LOS F. However, this intersection is bracketed by signalized intersections on either side, which would make traffic arrivals less random, and cause a platooning effect This should reduce delays somewhat from the values calculated as shown. Other intersections aze currently operating with delays of LOS A to LOS C. TABLE 1 Existing Level of Service Delays g(ven in seconds per vehicle Intersection Con[ro( Approach LOS Delay Yelm Ave/Plaza Dr Stop Northbound D 26.8 Southbound F 146.9 Eastbound LT A 9.3 Westbound LT B 10.7 Yelm AveNancil Rd Signal Southbound B 19.6 Westbound B 13.6 Northbound C 22.2 Eastbound B 15.7 Overall B 16.3 Yelm Ave/103rd Ave Stop Westbound C 22.0 Eastbound C 18.5 Northbound LT B 10.1 Southbound LT B 10.6 Yelm Ave/Clark Rd Signal Southbound C 26.8 Westbound A 2.4 Northbound C 26.7 Eastbound A 4.4 Overall A 5.0 Yelm Ave/4th St Stop Northbound C 20.6 Southbound C 20.0 Eastbound LT A 9.5 Westbound LT B 10.0 D. Pedestrian and Bicycle Traffic Observations for pedestrian and bicycle activity were made during the vehicle count and during other visits to gather field information. A mild to moderate amount of non- motorist activiTy was noted. Bike lanes along with sidewalks are provided along Yelm Avenue and 103rd Avenue. Non-motorist volumes may have a slight influence on vehicle progression. E. Transit The aeazest transit service available is on Yelm Avenue and 103rd Avenue. Intercity Route 94 runs from the Olympia Transit Center [o the Nisqually Plaza, with service in the project vicinity between 6:00 AM and 7:30 PM. The neazes[ stop is located at the intersection of 103rd Ave/Plaza St. A[ best, only minor transit usage would likely be realized in the future with most project trips made via passenger car. No trip generation reductions were made for transit in order to have a conservative analysis. 9 F. Sight Distance at Accesses A preliminary examination of the existing shazed access locations onto Plaza Dave and Creek Street was made to determine whether or not adequate entering sight distance can be provided for inbound and outbound project traffic. According to the AASHTO Green Book, a minimum entering sight distance of 335 feet would be required fora 30 mph design speed. Based on field reviews, this minimum is met. No obstructions were noted which would resVict sight distance. Horizontal and vertical curvature of the roadways is negligible. IV FUTURE TRAFFIC DEMAND A. Trip Generation Trip generation is used to determine the magnitude of project impacts on [he surrounding street system. Data presented in this report was based on City of Yelm default trip generation values provided in Table 15.40.030.B.1 of the Yelm Municipal Code. The designated land uses for this project aze defined by Commercial-Administrative Office (<9,999 sq ft) and Miscellaneous Retail Sales. The Yelm data only provides for [he 4 PM to 6 PM peak hour. The table differentiates between total trips and net new trips to the roadway network, with retail having a 50% net new trip rate, and offices having a 90% net new trip mte. The average daily trips were obtained using ITE Trip Generation 5th Edition and 7th Editions for offices (LUC 710) and specialty retail (LUC 814), respectively. The ITE data was also used to determine the inbound/outboand splits. Table 2 gives a summary of the estimated project [rip generation. TABLE 2 Trip Generation Volumes -Total Volumes 6,000 s/Retail 6,000 sfOJfce Totals Gross (Newt Gross (Newt Gross (New) AWDT 266 (133) 167 (150) 433 (283) PM Peak Enter 13 (6) 4 (4) 17 (10) PM Peak Exit 16 (8) 21 (18) 37 (2~ PM Total 29 (l4) 25 (22) 54 (3~ B. Trip Distribution Pattern Trip distribution describes the processby which project generated trips are dispersed onto the street network surrounding the site. Site generated [rips aze expected to follow the Vip pattern shown in Figure 4 on the following page. Note that the total project volumes should have an effect only at [he entrance intersections and the Yelm Ave/Plaza Dr intersection, while net new trips were applied to al] other intersections. Also note that 10 I - o°~ ~~ ~ - N ~~ ~o 0 1 ~' ~ ~ e n ~ ~ e L ~ ~ _ a s=~' i e~ ~~ ~ ~e ~ ~ ~~`° '~ \ ~'~i 5~ s~ aan ~, N O~ n~ ~O N. 9~ Q ~-IO ~ L~~~JJJ ~ 2 O O O <-. ~ Ala ~ o- /I o~ sroa Fo TOTAL TRIPS - PM PEAK ~ ~ =~j \ ~ • ~o INBOUND: 1~VPH \\ T OUTBOUND: 37 VPH NEW TRIPS - PM PFAK INBOUND: IO VPH oureourvD. zs vPn SH ,on n~ 1 0 ~, t YELM PLAZA Nore. rora~ rRIPS APPUeD To PRO~ecr ErvrRANCe AND YELM avE i Pv~zA DR HEATH & ASSOCIA'PES, INC rwP OISTP~BUrIONrnssleNMeNr Transportation and Civil Engineering FIGURE 4 ly~O N ~~ ~ ~=9j ~~ ,0I 0 0 zas~ ~ ~eaa ~~ 1 ~~ oa> YELM PIAZA ,o~ ~ ~5 ,.,~a oy o~ ~~° o~ o~ ~ ~,'\p6~ ~~•' 1 ~~ 260 ~ X255 ~~1~~ ao HEATH & ASSOCIATES, ]NC Transport atlon end Civil Engineering a a 3 O~ ~ ~3 269 O ~-2 ~~1~~ PIPELINE VOLUMES FIWRE 5 i _ 6 ,/~.% N i~~~_ *~~ 26 4 35 2B~ ~ ~20 6B~ ~ EBB, ~~1~~ 0 9 32 YELM PLAZA ~, 6\,~ 6~ ^V p 3 ~ ` ~° ' ~6 y ~~ 6~ °~ / (5~2 <B 92 \ 56J ` ~5] 924 ~ X826 \~, t ~~ 65 0 59 05 O 21 142 ~40P~ F949 ~~,t~j HEATH & ASSOCIATES, ]NC zoos PM PeAK noun vowMes wrtnour Pree~ecr Transportation and Civil Engineering FIGURE 6 i~ ~ ~ {~ ss ~~ 1 > ,~~ ~ 2 66 69 N ~ - O 3 ~~~ ~ 3 ~~~3A ~~ O •~O + L ~2 ~ B O f O q ~ ~96 6~1~~~ ~g2 ~. ~ 3 32 43 Q N > p ~~ ~ 328 ~~ U1 J1 i]2~ ~ 897 K O B~i f ~6n 5~2I 4B 92 ~ 10 5 32 36J ~ ~3] 53 O 21 928 ~ FB3B 55~ ~ ~38 153 ~ ~36 in42~ SNP X949 42 35 163 40 60 ~~ ~ ~~ YELM PLAZA HEATH & ASSOCIATES, ]NC zaoe Pm PEnK noun vowMes unrn PRaea Transportation end Civil Engineering FIGURE ~ easterly outbound project traffic is expected to use the backdoor entrance to make a southbound left turn at the signalized intersection of Yelm Ave/Creek St, instead of the difficult southbound lefr turn at the unsignalized intersection of Yelm Ave/Plaza Dr. Also note that the Plaza Dr/! 03rd Ave intersection identified by the City of Yelm is expected to only receive 6 PM peak hour trips which is below the typical study threshold, and was therefore not analyzed for LOS. C. Peak Hour Volumes With and Without the Project Completion of this subdivision is expected by the year 2008, therefore, future traffic volumes for the 2008 horizon year were targeted and analyzed. Baseline 2008 peak hour volumes without the project were derived by applying a 2 percent growth rate per year to the existing volumes of Figure 3. The traffic from several pipeline projects were also considered for fuwre volumes. These projects include Willow Glen 3, 'Cerra Valley, Tahoma Terra, Wal-Mart, Green Village, Mt. Shadow, and Mt Sunrise. Pipeline volumes are found in Figure 5. 2008 intersection volumes without the project (background growth plus pipeline volumes) are given in Figure 6, while 2008 volumes with the project aze shown in Figure 7. Note that future volumes at the Plaza Dr/Entrance intersection aze based on an assumption of existing turning volumes for the entrance. D. Level of Service A level of service analysis was made of the future peak hour volumes with and without project generated [rips added [o the primary intersections and entrance nodes. Results for intersection delay conditions were determined again through the use of the Signal 2000 and HCM 2000 programs. A summary of the analysis results is shown in Table 3 on the following page. Again, since Plaza Dr/103rd Ave would only receive 6 PM peak hour project trips, the intersection was not analyzed for LOS. The 2008 LOS analysis both with and without the project indicate 3 approaches with high delays of LOS E or F. Northbound and southbound delays at the Yelm Ave/Plaza Dr intersection are calculated at LOS F without or with project traffic added. With the additional through volumes on Yelm Avenue from growth and pipeline, the minor street left Lora movements ti'om Plaza would incur heavy delays. However, both of these movements have routing options [hat would shift the Icft turn to a signalized location. Southbound left turns have the option of using Algiers Drive or the internal access road to shifr over to Creek Street which is signalized at Yelm Avenue. Northbound left toms have the option of moving west internally through the Safeway lot to shifr over to Vancil Road, which is signalized at Yelm Avenue. These shifrs may be expected to became attractive as through volumes ou Yelm Avenue increase. An analysis of Yelm/Plaza Dr with southbound left tom volumes shifted as described above results in southbound delays reduced to LOS C at 20 seconds. Other future intersection delays are generally in the LOS A to LOS D range I5 TABLE 3 Future 2008 Level of Service Delays given in seconds per vehicle Without Proiec[ With Project Intersection Control Geometry LOS Delay LOS Delay Yelm/Plaza Dr Stop Northbound F 78.2 F 81.7 Southbound F >1000 F >1000 Eastbound LT B 10.7 B 10.8 Westbound LT B 13.2 B 13.2 Yelm/Vancil Rd Signal Southbound C 30.0 C 30.0 Westbound C 24.9 C 26.0 Northbound D 35.5 D 35.5 Eastbound C 34.7 D 35.4 Overall C 30.8 C 31.5 Yelm/103rd Ave Stop Westbound E 42.7 E 43.5 Eastbound D 26.6 D 26.7 Northbomd LT B 11.7 B 11.7 Southbound LT B 12.8 B 12.9 Yelm/Clazk Rd Signal Southbound C 26.9 C 26.9 Westbound A 4.1 A 4.2 Northbound C 27.0 C 27.0 Eastbound B 13.0 B 13.4 Overall B 10.1 B 10.3 Yelm/4th St Stop Northbound D 29.0 D 29.3 Southbound D 30.9 D 31.3 Eastbound B 10.8 B 10.8 Westbound B 11.5 B 11.5 Plaza/Entrance Stop Westbound - - A 9.3 Southbound - - A 7.4 E. Left Tum Lane Warrants Lefr tam lanes are a means of providing a necessary storage azea for left taming vehicles at intersections. Methods have been developed by vaziws agencies [o determine under what circumstances a left [um lane would be needed. For this impact study, procedures from the WSDOT Design Manual, Figure 910-9a would be used to ascertain storage requirements on Plaza Drive a[ the project entrance. The analysis indicates that a left turn lane is not warzanted based on the low volumes. Refer to the appendix for Figure 910-9a and the applicable input values. t6 V. CONCL USIONS AND MITIGATION The Yelm Plaza project proposes to add 3office-retail buildings for a total of 12,000 square feet of building azea, split with 6,000 retail and 6,000 office. The site is located on the east side of Plaza Drive and north of Yelm Avenue in the City of Yelm. Access to Plaza Drive and Creek Street is through shazed existing driveways. This project is expected to have an average of 433 total trip movements during a typical weekday, 283 of which would be new to the street system. An estimated 54 total trips aze expected during the PM peak hour, 36 of which would be new to the street system. Several intersections were reviewed for LOS. Based on [his review, some slight increases in delay may be expected due to [he addition of project traffic. As calculated, southbound delays on Plaza Drive at Yelm Avenue may be heary, however, shifring of lefr turn volumes to the signal at Creek SUYeIm Ave would reduce southbound delays at Plaza to LOS C. Sight distance at the project entrances is adequate. A left tum lane is not warranted on Plaza Drive. Based on this analysis the following mitigation is identified: 1. Provide the city of Yelm mitigation fee for 36 net new PM peak hour trips No other mitigation is identified. 17 YELM PLAZA TRAFFIC IMPACT ANALYSIS APPENDIX 18 LEVEL OF SERVICE The following are excerpts from the 2000 Highway Capacity Manual -Transportation Research Baard Special Report 209. Quality of service requires quantitative measures to chazacterize operational conditions within a traffic stream. Level ofservice (LOS) is a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed and travel time, freedom to maneuver, traffic interruptions, and comfort and convenience. Six LOS aze defined for each type of facility that has analysis procedures available. Letters designate each level, from A to F, with LOS A representing the best operating conditions and LOS F [he worst. Each level ofservice represents a range of operating conditions and the driver's perception of those conditions. Level-of-Service definitions The following deftnitions generally define the various levels ofservice for arterials. Level of service A represents primarily free-flow operations a[ average travel speeds, usually about 90 percent of the free-flow speed for the arterial classification. Vehicles are seldom impeded in their ability to maneuver in the traffic stream. Delay a[ signalized intersections is minimal. Leve[ of service B represents reasonably unimpeded operations at average travel speeds, usually about 70 percent of the free-flow speed for the arterial classification. The ability to maneuver in the traffic stream is only slightly restricted and delays are not bothersome. Leve! ofservice C represents stable operations; however, ability to maneuver and change lanes in midblock locations may be more restricted than in LOS B, and longer queues, adverse signal coordination, or both may contribute to lower average travel speeds of about 50 percent of the average free-flow speed for the arterial classification. Leve! ofservice D borders on a range in which small increases in flow may cause substantial increases in approach delay and hence decreases in arterial speed. LOS D may be due to adverse signal progression, inappropriate signal timing, high volumes, or some combination of these. Average [ravel speeds are about 40 percent of free-flow speed. Level ofservice E is chazacterized by significant delays and average travel speeds of one- third the free-flow speed or less. Such operations are caused by some combination of adverse progression, high signal density, high volumes, extensive delays at critical intersections, and inappropriate signal timing. 19 Level oJservice F chazacterizes arterial flow at extremely low speeds, from less than one- third to one-quarter of the free-flow speed. Intersection congestion is likely at critical signalized locations, with long delays and extensive queuing. These definitions are general and conceptual in nature, and they apply primarily to uninterrupted flow. Levels of service for interrupted flow facilities vary widely in terms of both the user s perception of service quality and the operational variables used to describe them. For each type of facility, levels of service are defined based on one or more operational parameters that best describe operating quality for the subject facility type. While the concept of level of service attempts [o address a wide range of operating conditions, limitations on data collection and availability make i[ impractical to treat the full range of operational pazameters for every type of facility. The parameters selected to define levels of service for each facility type are called "measures of effectiveness" or "MOE's'", and represent available measures that best describe [he quality of operation on the subject facility type. Each level of service represents a range of conditions, as defined by a range in the parameters given. Thus, a level of service is not a discrete condition, but rather a range of conditions for which boundaries are established. The following tables describe levels of service for signalized and unsignalized intersections. Level of service for signalized intersections is defined in terms of ayeraPe control delav. Delay is a measure of driver discomfort, frustration, fuel consumption and lost travel time, as well as time from movements at slower speeds and stops on intersection approaches as vehicles move up in queue position or slow down upstream of an intersection. Level of service for unsignalized intersections is determined by the computed or measured control delay and is determined for each minor movement. Signalized Intersections -Level of Service Control Delay per Level of Service Vehicle (sect A <_ 10 B > 10 and <20 C > 20 and <_ 35 D > 35 and <55 E > 55 and <_ 80 F > 80 zo Unsignalized Intersectrons - Lever of Service Average Tota] Delay Level of Service per Vehicle (sec) A <_ 10 B >10 and <_15 C > 15 and <25 D > 25 and <35 E > 35 and 550 > 50 As described in the 2000 Highway Capacity Manual, level of service breakpoints for al]- way stop controlled (AWSC) intersections are somewhat different than the criteria used for signalized intersections. The primary reason for this difference is that drivers expect different levels of performance from distinct kinds of transportation facilities. The expectation is that a signalized intersection is designed to carry higher traffic volumes than an AWSC intersection. Thus a higher level of control delay is acceptable a[ a signalized intersection for the same level of service. AWSC Intersections -Level of Service Average Total Delay Level of Service per Vehicle (sec) A <_ 10 > l0 and <15 > 15 and 525 > 25 and <_ 35 > 35 and 5 50 > 50 21 609 d iaiol TABLE 15.40,030.8.1. (Coat.) 771A° GENERATION RATE DEITAUTA' VALUES - P.M. PEAR HOUR ana uaea 0.48.999 c 60 000.99 999 t ft Uait of Measure " ftIGLA R/GLA Baeic Rate PM Peak Tripa~CJait .10.16 7.28 Nea Tripe % b5°h 58°h Naw Trip gate 6.68 400 100 000 -198.988 ft R!GLA b.66 60% 8.40 200 000 • Z99 99 R ft/GLA 4.71 6b°.5 6.06 800 000.899 9 s R a R/G 416 70x 2.91 aver QOO.OOOa '$ a GLA. 8.68 76% 276 s ket R/GLA l9. 7sx ras Coavesdeam 7laerkat D' artmeat Stole Retell Sales Fnaaitme sane Car bake • NeaRJeed A RIGFA s ttIGFA RfG A ftfGFA 65.98 7.78 4.80 .s9 2,82 45% ~ SD% 60% s9x 8076 18 8.90 240 6.26 2.10 Conuaeriai- .. AdmWs6vtim . to 9. 10,000-49 999 60 000-99 999 R ft R e tt/GFA SfGFA e $fGFA 4.09 2.66 2.00 90x 9 90% 8.88 2.90 L80 100,000.189.899 s ft R!GF'A L67 0% 200000.298 9 ft R2§FA L4B 90% 1.31 aver 800,000 ft RKiFA 1.29 90% Ll6 MediOal Offics/C9aSa RN3FA 4.08 75x 8.06 Indastriai lad R!(}FA ~ ~ 0.98 100% ~ .98 Tadostrfal Park s R/GFA 0.96 100% 0.98 WaxehoualnelStoraee eq R/GFA 0.74 _ .. 100% 0.74 "For uses with Vnit of Measure in "sq ftlGFA" or "s4 ft/GLA"~ tr+P rate is Riven es tripe per 1000 a4 ft of g=oes floor aces (GFA) or eroas leseeale area (GLA). (c\dsta\6064706.ta6) Ciry of Yelm ONinencc 62p March 23. 1998 Pace s 600/600'd 618ad bbl£ 85b 09£ A330 WVmJ-Wl3A d0 A1ll SI~ZI IOOZ-LZ-]30 Summary of Trip Generation Calculation For 6 T.G.L. A. of Specialty Retail Center April 04, 2006 Average Rate Standard Deviation Adjustment Factor Driveway Volume Avg. Weekday 2-Way Volume 44. 32 15 .52 1. 00 266 7-9 AM Peak Hour Enter 0. 00 0 .00 1. 00 0 7-9 AM Peak Hour Exit 0. 00 0 .00 1. 00 0 7-9 AM Peak Hour Total 0. 00 0 .00 1. 00 0 4-6 PM Peak Hour Enter 1. 19 0 .00 1. 00 7 4-6 PM Peak Hour Exit 1. 52 0 .00 1. 00 9 4-6 PM Peak Hour Total 2. 71 1 .83 1. 00 16 AM Pk Hr, Generator, Enter 3. 28 0 .00 1. 00 20 AM Pk Hr, Generat ox, Exit 3. 56 0 .00 1. 00 21 AM Pk Hr, Generator, Total 6. 89 3 .55 1. 00 91 PM Pk Hr, Generator, Enter 2. 81 0 .00 1. 00 17 PM Pk Hr, Generator, Exit 2. 21 0 .00 1. 00 13 PM Pk Hr, Generator, Total 5. 02 2 .31 1. 00 30 Saturday 2-Way Volume 92. 09 13 .97 1. 00 252 Saturday Peak Hour Enter 0. 00 0 .00 1. 00 0 Saturday Peak Hour Exit 0. 00 0 .00 1. 00 0 Saturday Peak Hour Total 0. 00 0 .00 1. 00 0 Sunday 2-Way Volume 20. 43 10 .27 1. 00 123 Sunday Peak Hour Enter 0. 00 0 .00 1. 00 0 Sunday Peak Hour Exit 0. 00 0. 00 1. 00 0 Sunday Peak Hour Total 0. 00 0. 00 1. 00 0 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICAOTRANS SUMMARY OF TRIP GENERATION CALCULATION FOR 6 TH.GR.SQ.FT. OF GENERAL OFFICE DRIVE AVE RAGE STANDARD ADJUSTMENT WAY RATE DEVIATION FACTOR VOLUME AVG WKDY 2-WAY VOL 27 .88 0. 00 1 .00 16 7-9 AM PK HR ENTER 3 .18 0. 00 1 .00 19 7-9 AM PK HR EXIT 0 .39 0. 00 1 .00 2 7-9 AM PK HR TOTAL 3 .58 0. 00 1 .00 21 4-6 PM PK HR ENTER 0 .66 0. 00 1 .00 4 4-6 PM PK HR EXIT 3 .23 0. 00 1 .00 19 4-6 PM PK HR TOTAL 3 .90 0. 00 1. 00 23 AM GEN PK HR ENTER 0 .00 0. 00 1. 00 0 AM GEN PK HR EXIT 0 .00 0. 00 1. 00 0 AM GEN PK HR TOTAL 0 .00 0. 00 1. 00 0 PM GEN PK HR ENTER 0 .00 0. 00 1. 00 0 PM GEN PK HR EXIT 0 .00 0. 00 1. 00 0 PM GEN PK HR TOTAL 0 .00 0. 00 1. 00 0 SATURDAY 2-WAY VOL 2 .37 0. 00 1. 00 14 PK HR ENTER 0 .22 0. 00 1. 00 1 PK HR EXIT 0. 19 0. 00 1. 00 1 PK HR TOTAL 0. 41 0. 00 1. 00 2 SUNDAY 2-WAY VOL 0. 98 0. 00 1. 00 6 PK HR ENTER 0. 08 0. 00 1. 00 0 PK HR EXIT 0. 06 0. 00 1. 00 0 PK HR TOTAL 0. 14 0. 00 1. 00 1 Note: A zero rate indicates no rate data available The above rates were calculated fr om the following equations: AWD 2-Way Vol.(=<800 TGSF): Ln (T) AWD 2-Way Vol. (>800 TGSF): 7-9 AM Pk Hr Total (=<800 TGS F): 7-9 AM Pk Hr Total 4-6 PM Pk Hk Total 4-6 PM Pk Hr Total Sat. 2-Way Vol.: Sat. Pk Hr Total: Sun. 2-Way Vol.: Sun. Pk Hr Total: (>800 TGS F): (>800 TGSF): T = 0.41 * A, T = 0.14 * A, = 0. 756Ln (A) + 3 .765, R"2 = 0.82 T = 8.46 * A Ln (T) = 0. 777Ln (A) + 1 .674 R"2 = 0.61, 89°s Enter, 11$ Exit T = 1.2 * A, 89& Enter, 11% Exit Ln (T) = 0. 737Ln(A) + 1 .831 R"2 = 0.78, 17$ Enter, 83% Exit T = 1 .08 * A, 17% Enter, 83% Exit T = 2. 37 * A, S.D . = 2.06 S.D. = 0.68, 548 Enter, 46% Exit T = 0. 98 * A, S.D . = 1.29 S.D. = 0.38, 58% Enter, 42% Exit Source: Institute of Transportation Engineers Trip Generation, 5th Edition, 1991. TRIP GENERATION BY MICROTRANS Heath & Associates Inc. 2214 Tacoma Road Puyallup, WA 98371 File Name : 2586a Site Code :00002586 Start Date :04/11/2006 Page No : 1 PLAZA DR NE __ _ _ ~ _ _ ~~ SR-507 PLAZA DR NE SR-507 Southbound wearooand Northbound Easibountl SWrt Time Ri ht Thm Lek Ri ht _Thru - Lek Ri ht Thru - LeN Ri ht Thru Lek InL 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 04:00 PM 9 0 2 7 154 25 28 ~~ i fi 10 178 9 429 04:15 PM 10 1 2 10 159 27 30 1 9 12 192 7 460 04;30 PM 11 0 0 3 164 28 27 1 3 8 165 10 420 04;45 PM 8 0 _ _ _ 7 ~ _ 8 169 38 38 0 2 9 186 12 479 Total 38 1 11 ~ 28 fi46 118 ' _ ~ 123 3 20 ~ 39 723 38 7788 36 05:45 PM 15 ~ 3 2 9 143 _ _ 30 4 Total 41 3 12 28 638 722 141 6 ~ 5 39 73 43 1832 Grand Total 79 4 23 56 1284 240 264 9 25 78 1457 81 3600 Apprch Yo 74.5 3.8 21.7 3.5 81.3 15 2 88.6 3.0 8 4 4.8 90.2 5.0 Total Yo 2.2 0.1 O 6 1.6 35.7 6 7 7.3 0.3 0.7 2.2 40.5 2.3 Gmu sprinted-Unshifletl '. PIMA OR NE ON In TNaI tab tOfi -252 ]9 d 13 RI M Thrv Lell d-j' 1 4 %~ ms ~ ~o Nodh ac c~ l11/2006d 00;00 PM ~~v -u ¢ ~ It1/20a6565;00 PM ~ a~ p~ ¢ r go N 5 m ~ ~ llnlvllal _.~ - # s li I ~~ ~a T~rv Ri m I 25 9 26d 222 288 620 oa m raa Heath & Associateslnc. 2214 Tacoma Road Puyallup, WA 98371 File Name : 2586a Site Code :00002586 Start Date :04/11/2006 Page No : 2 PIAZA DR NE - SR-50] PIAZA DR NE SR-50] Southbountl Westbound Notlhbountl Easibountl Slart Time Right Thru Lek MP' Right Thru Lek APP' Right Thm Lek APP' Right Thru Lek APP' Total Total Total Total Inl Total Intersection V 04:45 PM ~~ ,V Volume 34 0 1] 51 2] 664 130 821 148 2 5 155 40 ]48 45 8331 1860 Percent 66.7 0.0 33.3 3.3 80.9 15.8 95.5 7.3 3.2 4.8 89.8 54 j 05:00 8 0 3 11 6 1]6 27 209 36 1 2 39 8 207 18 233 492 Volume Peak Factor 0.945 High Int. 04:45 PM 04:45 PM 04.45 PM 05:00 PM Volume 8 0 7 75 8 169 38 215 38 0 2 40 8 207 18 233 Peak Factor 0.850 0.955 0.969 0.894 : -- PIMA OF NE ON In TN& 74 51 125 ~34 0 P Ri M TMa Leh 1~ 1 ~, _---- ~~- s~ ~ T ~o :~ ~p s Notlh 3 v ~~ nF~ /11/20o5665WPM 1-~m u~ n /11200553(1 CO PM > > "~ ~ tt~ UnsMflM Ol ~' g @@ I h LM Thru RIM ~' 5 2 140 Ali 90 155 325 ON In Tdel P Heath & Associates Inc. 2214 Tacoma Road Puyallup, WA 98371 File Name : untitled2 Site Code :00002586 Start Date :04/12/2006 Page No : 1 Groups Printed- Unshifted VANCIL RD SE SR-507 VANCIL RD SE SR-507 Southbountl Westbountl Northbountl Easfbountl Start Time Ri ht Thm Left Ri ht Thru Left Ri ht Thru Left Ri ht Thru Left Int. TOtal Factor 1.0 1.0 1.0 1.0 1.0 7.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 16 14 17 7 154 14 13 2 26 22 ifi4 17 460 04:15 PM 13 7 11 17 134 5 13 15 44 38 159 17 473 04:30 PM 9 16 19 13 125 7 1fi 9 42 47 167 12 482 04:45 PM 15 11 28 12 152 8 7 8 28 29 150 15 463 Total 53 48 75 49 565 34 49 34 140 136 640 55 1878 05:00 PM 13 12 30 13 138 11 1] 6 45 37 162 10 494 05:15 PM 7 9 20 14 128 5 13 4 32 35 170 12 449 05:30 PM 14 13 20 10 117 12 8 10 37 32 188 10 471 05:45 PM 15 13 14 10 131 13 14 2 38 36 150 9 445 Total 49 47 84 47 514 41 52 22 152 140 670 41 1859 G 19 3737 A h 2 2 2 1 5 6 6 26 TOta l°h 2.7 2.5 4.3 26 289 2.O 27 1 78 74 35 VANCIL RD SE ON In TM9 P65 ]56 804 '. 102 95 159 Right Thru LiX 4f ~ Y l s~ s i p 0~ w ~ No4n ~ P ~`~ mF~ 1v2oosaoaaa PM ~~~ U=u 1v20W 545 W PM o Non „~..1 UnaMXm ~~~ ~go Lj ~ ~ •I I Leff Tllm Ri M I ' 292 56 101 ® d49 095 I ON In Tula' VANCIL RO SE Heath & Associates Inc. 2214 Tacoma Road Puyallup, WA 98371 File Name : untitled2 Site Code :00002586 Start Date :04/12/2006 Page No : 2 VSOWhbomdE Wesbound VNOrthbouotl6 --~ Easbwntl Start Time Right Thru Left T Right Thm LeN T Right Thru Lek T ~ Right Thru Lek ~P' l l t otal otal ~ I T t l Peak Nour From 04:00 PM to 05'45 PM -Pea k 1 of 1 Intersection 04:15 PM Volume 50 46 88 184 55 549 31 635 53 38 159 250 151 638 54 843 1912 Percent 27.2 25.0 47.8 8.7 86.5 4.9 21.2 15.2 63.6 17.9 75.7 6.4 05:00 13 72 30 55 13 138 71 162 17 6 45 68 37 162 10 209 494 Volume Peak Factor 0.968 High Int. 05:00 PM 04:45 PM 04:15 PM 0430 PM Volume 13 12 30 55 12 152 8 172 13 15 44 72 47 167 12 226 Peak Factor 0.836 0.9231 0.868 0.933 VANQL RD ~E Oul In Total id] ,__1Bd J31 50 45 BB Right Thrv LeX Y'I __ _ S~~ 1 ~p LLII ~~~ N ~A 5 ~~m mF~ 1220g6415'og PM 4-?m 1P2gga 500 Po PM u o~ ^ ~ IlnaM1fte] ~ rma u ~m _..___-I I d~ LeX Thm Ri M 159 3B 53 P28 250 d]9 I ON In Tolal Heath & Associates Inc. 2214 Tacoma Road Puyallup, WA 98371 File Name : 2382b Site Code :00002382 Start Date :05/23/2005 Page No : 1 Greuos Printetl- Unshifletl - HELM AVE 103RD AVE SE VELM AVE ENTRANCE 8outhbountl Wesibountl Northbountl Easibountl Start Time Ri hl Thru Left R' ht Thru Lett Ri ht Thru Lefl Ri ht Thru Lefl Inl. 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 04:00 PM 0 212 15 11 0 3 5 167 0 0 0 0 407 04:15 PM 1 245 20 9 0 7 ] 175 3 2 0 0 463 04:30 PM 0 209 14 19 0 5 5 194 0 2 0 0 448 04:45 PM 0 238 23 21 0 3 4 180 2 3 0 0 474 Total 1 904 72 60 0 12 21 710 5 7 0 0 1792 15 35 0 05:30 PM 0 200 19 0 2 3 2 1 1 0 O 468 05:45 PM 1 198 14 7 0 3 5 169 0 3 0 0 420 Total 4 837 55 57 0 10 16 817 1 8 1 0 1806 Grantl Total 5 1741 12] 117 0 22 37 1527 6 15 1 0 3598 Appmh % 0 3 93.0 6.8 84.2 0.0 15.8 2.4 97.3 0.4 93.8 fi.3 0 0 Total % 0.1 48.4 3.5 3.3 0.0 0.6 1.0 42.4 0.2 0.4 0.0 00 VELM NVE ON In TN& I 1644 1B]3 J51] 5 1741 12] ~I ' 9M TM1~u leX I J 1 50 ~s T 0~ NMh ~= J ~' _o ~- ~,?-~ 22naas 4.W:00 PM 4-~ ~'m 2 ~ 2]/2WSS4500 PM o ~n &~m W O~ ~ ~ VnsMM1M r~ ~ ~o I 4, •I I I LeH TMU Ri M i 6 152] 3] I' 9)8 15]0 J34B ON In Td 1 Heath & Associates Inc. 2214 Tacoma Road Puyallup, WA 98371 File Name : 2382b Site Code :00002382 Stag Date :05/23/2005 Page No :2 Slart Time Right Thru Lek Total Right Thru Lek Total Right Thru Lek Total Right Thru Lek Total Total 'eak Hcur From 04:00 PM to 05:45 PM -Pea k 1 of 1 Intersection 04:45 PM Volume 3 877 64 944 71 0 10 81 15 808 3 826 8 1 0 9i 1860 Percent 0.3 92.9 6.8 87.7 0.0 12.3 1.8 97.8 04 88.9 11.1 0.0 'I ~ 0 23B 23 261 21 0 3 24 4 780 2 186 3 0 0 3i~ 474 Vo me ~ ~ Peak Factor 0 981 High Int. 04:45 PM 04:45 PM 05:30 PM 04:45 PM Volume 0 238 23 261 21 0 3 24 3 235 1 239 ~ 3 0 0 3 Peak FaMOr 0.904 0.844 I 0.8641 0.750 ~, YELM AVE '~ OB]9 19LG 1823 3 0]] W R!~qM Tlw Leff 1 1 4 NottM1 3, U ll 4a-`m 'cam PY20]5d45'.,W PM f-~ mom ~ I'!Y1W55]eW PM W 50~ m ~ llnalvfla] r~ ~'m a I I Leff TM1rv Ri M ' 9 BoB t5 i __895 ~~-836 1]31 ON In Total Heath 8 Associates Inc. 2214 Tacoma Road Puyallup, WA 98371 File Name : untitled2 Site Code :00002586 Start Date :04/13/2006 Page No : 1 Grou s Printetl- Unshifietl PRAIRIE PARK ST SR-507 CLARK RD SE SR-507 Southbound Westbound NoMbountl Eastbound Start Time Ri ht Thru Leff Ri ht Thru Lefi Ri ht Thru Lefi Ri ht Thru left Int. Total Factor 1.0 1.0 10 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 6 0 10 4 _ 157 ~ 10 8 2 2 2 249 7 457 04:75 PM 6 1 7 7 143 11 4 t 3 2 239 6 430 04.30 PM 6 2 9 7 156 20 6 2 2 1 202 7 420 04:45 PM 7 1 8 9 163 12 9 0 1 3 19fi 7 416 Total 25 4 34 27 fii9 53 27 5 8 8 886 27 7723 05:00 PM 6 4 9 11 167 14 9 0 4 2 215 5 446 05:15 PM 6 0 8 4 151 27 13 2 5 1 202 8 427 05:30 PM 4 0 6 2 130 8 5 2 3 1 179 4 344 0545 PM 3 2 3 7 187 15 16 0 6 4 195 2 440 _ Total _ 79 6 26 24 635 64 43 4 18 8 791 19 1657 Grantl TOtal 44 10 60 51 1254 111 70 9 26 i6 1677 46 3380 Apprch % 38.6 8.8 52.6 3.6 88.2 1 8.2 66 7 8.6 24 8 0.9 96.4 26 Total% 1.3 0.3 1.8 t5 3z1 35 2.1 0.3 O.Bi 0.5 49.6 1.4 PMIRIE PARK ST ON In ToW 1as 1u ao 14 10 60 RIgM Tllrv Leff Y'I 1 IY s0 .~s ? ~ 0~ NonM1 3 U ~ ~c-/' NL20W OOOWPM /--2o a5 ~ NL30C6505 W PM ~+ N~0 ~~ . ~~R6~ r~_ ~go I 1~I LeX TM1,u9 Ri M 26 1<3 105 P<B ON In Tola~ I R Heath & Associates Inc. 2214 Tacoma Road Puyallup, WA 98371 File Name : untitled2 Site Code :00002586 Start Date :04/13/2006 Page No : 2 Stall Time Right Thru Left Total Right Thm Leff Total Right Thru Left 1o ai Right Thm Left Total Total Peak Hour From 04:00 PM to 05:45 PM -Peak 1 of 1 Intersection 04:00 PM Volume 25 4 Percent 39.7 6.3 54. 04'.00 6 0 1 Volume Peak Factor High Int. 04'.30 PM Volume 6 2 Peak Factor PRAIRIE DARK ST ON In Taa 59 6] 122 I 25 0 3C R'igM TM1iu Lel li 4f 1 Y -_ ~___. ~0 ~ T ~ ~o ~~ M nh ` mt~ nBrzaofi4ao oa vm t-z~ asN ' n6rzaos 446 oo vm e Ns~ m~ u~uMnea r~U o ~~V '1 T N Leff TM1m RIM I B 5 Z] 66 00 105 ON In TMaI 4 63 27 619 53 699 27 5 8 40 8 886 27 921 1723 0 3.9 88.fi 7.6 67.5 12.5 20.0 0.9 962 2.9 0 i6 4 157 10 171. B 2 2 12 2 249 7 258 457 ~ 0.943 04.45 PM 04:00 PM 04:00 PM 9 17 9 763 12 1841 8 2 2 12 2 249 7 258 0.926 0.950 0.833 0.892 3 Heath & Associates Inc. 2214 Tacoma Road Puyallup, WA 98371 File Name : untitled2 Site Code :00002586 Start Date :04/18/2006 Page No : 1 Groups Printed- Unshiketl 4TH ST NE SR-507 4TH ST SE SR-507 - ~ Southbound Westbound Nort hbound Easibcuntl Start Time Ri ht Thru Lek R' hl Thru _ Lek Ri ht Thru Lek Ri hl Thru Lek InL Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 7.0 1.0 1.0 1.0 1.0 04:00 PM 0 0 1 3 _ 212 _ ~ 0 0 0 0 2 213 2 433 04:15 PM 2 0 2 2 167 2 1 0 1 0 226 1 424 04:30 PM 3 0 0 3 207 0 1 0 0 1 247 2 456 _ 04:45 PM 0 0 3 3 181 0 2_ 0 0 0 230 3 422 Total 5 0 6 11 787 2 4 _ 0 - 1 3 910 8 1737 05:00 PM 3 0 0 3 207 0 2 0 2 0 240 0 457 05:15 PM 2 0 t 4 177 2 0 0 0 0 233 4 423 05:30 PM 1 0 0 4 176 4 1 0 0 0 255 1 442 _ 05:45 PM 2 0 t 0 180 1 0 0 0 0 230 1 415 Total 8 0 2 11 740 7 3 0 2 0 958 6 1737 G 3474 A h 6 3 1 7 3 1 Tot l°h 04 00 0.2 0.6 440 0.3 0.2 0.0 0.1 0~1 538 Oq dTH ST NE ON In TNaI ® 21 3] 13 0 0 RIM Thrv 1.e0 4~ 1 4 j s~ ~ T ~o ~ Noeh ~ N ~ ~OF~ 10I20W 40000 PM H-2 V u.~ /1020W 54500 PM m p o~ " ~ ~°sMa~ ~ ~ m t: p __ _ j I ~i T N III Loll TA fti M I 3 0 ] f2 10 22' ON In Tddl 4 T Heath & Associates Inc. 2214 Tacoma Road Puyallup, WA 98371 File Name : untitled2 Site Code :00002586 Start Date :04/18/2006 Page No : 2 Start Time Right Thru Lek Total Right Thru Lek Total Right Thm Lek I T a~ I Right Thru Lek Total Total Peak Hour From 04:00 PM to OS 45 PM -Peak 1 of 1 L 1 Intersection 04:15 PM Volume 8 0 Percent 6i.5 0.0 38. 04:30 3 0 Volume Peak Factor High Int. 04:15 PM Volume 2 0 Peak Factor 0 H T NE Oul In TWaI 1] 13 30 8 0 5 gM TNU lM I Y'I ~ 4 I S~ ,a~~ I * D ~S NMh ` o acm me-~ 16~3W841600 PM ~?~ _s y It&]006500 00 PM u 5~ ~ UrttFifi 1 '. r~ U ~m O Lell TTrv RIM ] 0 6 ~~ 9 12 ON In Talel 5 13 11 782 2 795 6 0 3 9 1 937 6 944 1761 5 1.4 98.4 0.3 66.7 0.0 33.3 0.1 99.3 0 6 0 3 3 207 0 210 1 0 0 1 1 241 2 244 458 0.961 04:30 PM 05:00 PM 04:30 PM 2 4 3 207 0 210 2 0 2 4 1 241 2 244 0.813 0.946 0.563 0.967 TWO-WAY STOP CONTROL SUMMARY enersl Information ite Information nal st Intersection Plaze Or B Yelm Ave en ICO. urisdiction Oate Pertormetl na sis Vear nal sis Time Period Howdy Flaw Rate (vehRi) 50 B40 44 135 691 28 Proportion of heavy vehicles, PHv 1 1 Metlian type Undivided RT Channelized? 0 0 Lanes 1 1 1 1 / 1 ontipuralion L T R L T R Hourly Flow Rale (veh/h) 5 2 152 19 0 39 Proponion of heavy vehicles, Rnv 0 0 0 1 1 1 Percent grade (h) 0 0 Flaretl approach N N Storage 0 0 T Channelizetl? 0 0 ones / / 0 1 1 0 onfiguration L TR L TR ontrol Dela Dueue Len th Level of Serv ice pproach EB WB Northbound Southbound Movement 1 4 ] 8 9 10 11 12 Lane Configuration L L L TR L TR olume, v (vph) 50 135 5 154 19 39 opacity, cm (vph) 88] ]]9 38 341 21 446 /c ratio 0.06 018 013 0.45 0.90 0.09 ueue length (95%) 0.18 063 041 2.25 2.55 9.29 ontrol Delay (slveh) 9.3 f0.] 113.6 24.0 4201 13.8 LOS A B F C F B pproach tlelay (sNeh) -- -- 26.8 146.9 pproach LOS -- -- D F H( ]tWM+ CopyngM1l02W) Cnuanuy o(FlOnJa, AI 0.ig~u RaweY Vnmo TWO-WAY STOP CONTROL SUMMARY eneral Information ite Information na sl Intersection Plaza Dr 8 Yelm Ave en /Co. uristligion ate Pedortnetl nal sis Vear nal sis Time Periotl Pro ed Descri lion 2008 PM PEAK HOUR VOLUMES WITHOUT P ROJECT EastM/esl SVeeC Yelm AVe SR-507 Narth/South Street: Plaza Drive Intersection Orientation Eesr-West Stutl Period hrs: 025 ehicle Volumes and Adustments Ma or Stree[ Eastbound Weslbountl Movement 1 2 3 4 5 6 L T R L T R clume vehRi 4] 1042 02 135 949 31 Peak-hour factor, PHF 0.89 089 089 0.96 0.96 0.96 Hourly Flow Rate (vehRQ 52 11]0 4] 140 98B 32 Proportion of heary vehicles, PHv 1 1 - - Median type Undivided RT Channelized? 0 0 Lanes 1 1 1 1 1 1 onfiguratian L T R L T R U stream Si nal 0 0 inor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R olume veh/h 5 2 154 21 0 35 Peak-hcurtactor, PHF 0.9T 0.9] 0.9] 085 0.85 0.85 Hourly Flaw Rate (veh/h) 5 2 i5B 24 0 41 Proportion of heavy vehicles, HV 0 0 0 1 1 1 ercenl grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes 1 / 0 1 1 0 onfguration L TR L TR ontrol Dela Dueue Len th Level of Serv ice pproach EB WB Northbound Southbound Movement 1 4 ] 8 9 10 11 12 Lane Configuration L L L TR L TR olume, v (vph) 52 140 5 160 24 41 apacity, c,~(vph) 684 5T] 11 206 4 301 /c ratio OOH 0.24 0.45 078 6.00 0.14 ueue length (95%) 0.25 0.94 1.04 5.39 4.50 Oa] ontrol Delay (slveh) f0.] 13.2 495.9 65.1 3952 1B.8 LOS B B F F F G pproach delay (s/veh) -- - ]82 14]1 pproach LOS - -- F F u<s_noo~~ rwmeni o xwr ~m.ersnr or m~~a. au a,eni, a~mm ~...~o~ <. u TWO-WAY STOP CONTROL SUMMARY I nal st Intersection laza Dr&Velm AVe en /Co. urisdidicn Date Performetl nal sis Year nal sis Time Periotl M'S]o00m p58 ~~~~~nivvxuy ol6lvnJa. AI 0 RawN Vemana l! TWO-WAV STOP CONTROL SUMMARY e.~i i..r,.....~ti,... Sites Information nal st Intersection Plaze Dr&Yelm AVe en ICo. uristligion Date Performed nal sis Year nal sis Time Period eer_aoo~ v dr~~e zam w~re~.~ir orno~~ee. au re.es.. e.,...w i.~.~o. an YELM COMMERCIAL YELM AVE 6 VANCIL RD EXISTING PM PEAK HOUR VOLUMES SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Input Worksheet 05/03/06 16:13:25 Intersection # 1 - Area Location Type: NONCBD I I I I I I Key: VOLUMES -- > I 50 I 46 I 88 II I WIDTHS 0.0 1 12.0 12.0 II v LANES I 0 1 1 1 1 II __ _____ _____ _ I I I I \ 55 12.0 1 ______________ / I \ _____ _____ _____ ____ /I\ __________ ___ -- 599 12.0 1 I 59 12.0 ________________ 1 / ___ + / _____ 31 _____ 12.0 _____ 1 ____ I North 638 12.0 1 -- ____ ___ _____ __= I ________________ ___ \ I / _____ _____ ____ 151 12.0 1 \ I I I I ---------------- ----- I I 159 I 38 I 53 I Phas ing: SEQUENCE 14 I I I 12.0 112 .0 1 12.0 I PERMEV N N N N I I I 1 1 1 1 1 OVERLP N N N N I I I I I LEADLAG LD LD SB WB NB EB RT TH LT RT TH LT RT TH LT RT TH LT Heavy veh, 8HV 0 .0 0 .0 2.0 0 .0 .0 0 0 2.0 .0 Pk-hr fact, PHF .84 .84 .84 .92 .92 .92 .87 .67 .87 .93 .93 . 93 Pretimed or Act A A A A A A A A A A A A Strtup lost, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2 .0 Ext eff grn, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2 .0 Arrival typ, AT _______________ 3 _____ 3 _____ 3 3 ____ 3 _ 3 ____ 3 _____ 3 __ 3 3 3 3 Ped vol, vped 0 0 __ 0 _____ ____________ 0 __ Bike vol, vbic 0 0 0 0 Parking locatna NO NO NO NO Park mnvra, Nm 0 0 0 0 Bus atopa, NB 0 0 0 0 Grade, 6G .0 .0 .0 .0 __________ Sq 19 I Phase 1 ___________ Phase ___________ 2 1 Phase _____ 3 1 ___________ Phase 4 _______________________ Phase 5 1 Phase 6 __ 1 I+++ I I I I I I I+++ I I ++++I I I I I I v I * ***I I I I I I I I+++ + v I I I I I North I <* + +>I I****> I I I I I I •+ + I I++++ I I I I I *+ ---------- + Im ------ ----- I v ------ I I I I C= 60"I G= 13.8 " I G= 5. ----- 0" I G= 29 ----- .2" ----- G= ------ 0.0" ---- I G= ------------------- 0.0" I G= 0.0" -- I I Y+R= 9.0 __________ " I Y+R= 4. ___________ 0" I Y+R= 4 ___________ .0" I _____ Y+R= _____ 0.0" ______ I Y+R= 0.0" I Y+R= 0.0" _______________________ I __ YELM COMMERCIAL YELM AVE 6 VANCIL RD EXISTING PM PEAK HOUR VOLUMES SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Volume Adjust 6 Satflow Worksheet Volume Adjustment Volume, V Pk-hr fact, PHF Adj my flow, vp Lane group, LG Adj LG flow, v Prop LT, PLT Prop RT, PRT Saturation Blow Rate Base satflo, so Number lanes, N Lane width, fW Heavy veh, fHV Grade, fg Parking, fp Bus block, fbb Area type, fa Lane util, fLU Left-turn, fLT Right-turn, fRT PedBike LT,fLpb PedBike RT,fRpb Local adjustmnt Adj satflow, s 05/03/06 16:13:25 SB WB NB EB RT TH LT RT TH LT RT TH LT RT TH LT ~50 46 88 55 549 31 53 38 159 151 638 54 B9 .84 .84 .92 .92 .92 .87 .87 .87 .93 .93 .93 60 55 105 60 597 39 61 44 183 162 686 58 RT+TH LT AT TH LT RT TH LT RT TH LT 115 105 60 597 34 61 44 183 162 686 58 .000 1 .00 .000 .000 1 .00 .000 .000 1.00 .000 .000 1 .00 .522 . 000 1 .000 .000 . 000 1 .000 .000 .000 1 .000 .000 . 000 SB WB NB EB RT TH LT RT TH LT RT TH LT RT TH LT 1900 1900 1900 1900 1 900 1900 1900 1900 1900 1900 1 900 1 1 1 1 1 1 1 1 1 1 1 1 .000 1 .00 1 .000 1.00 1 .00 1 .000 1 .00 1.00 1 .000 1.00 1 .00 1 .000 1 .00 1 .000 .980 1 .00 1 .000 1 .00 1.00 1 .000 .980 1 .00 1 .000 1 .00 1 .000 1.00 1 .00 1 .000 1 .00 1.00 1 .000 1.00 1 .00 1 .000 1 .00 1 .000 1.00 1 .00 1 .000 1 .00 1.00 1 .000 1.00 1 .00 1 .000 1 .00 1 .000 1.00 1 .00 1 .000 1 .00 1.00 1 .000 1.00 1 .00 1 .000 1 .00 1 .000 1.00 1 .00 1 .000 1 .00 1.00 1 .000 1.00 1 .00 1 .000 1 .00 1 .000 1.00 1 .00 1 .000 1 .00 1.00 1 .000 1.00 1 .00 1 .000 . 728 1 .000 1.00 . 950 1 .000 1 .00 .683 1 .000 1.00 . 950 .922 1 .00 .850 1.00 1 .00 .850 1 .00 1.00 .850 1.00 1 .00 1 .000 1 .00 1 .000 1.00 1 .00 1 .000 1 .00 1.00 1 .000 1.00 1 .00 1 .000 1 .00 1 .000 1.00 1 .00 1 .000 1 .00 1.00 1 .000 1.00 1 .00 1 .000 1 .00 1 .000 1.00 1 .00 1 .000 1 .00 1.00 1 .000 1.00 1 .00 1751 1384 1615 1863 1805 1615 1900 1298 1615 1863 1805 SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Capacity and LOS Worksheet Capacity SB WB HH Analysis AT TH LT RT TH LT RT TH LT Lane group LG RT+TH LT RT TH LT RT TH LT Adj Flow, v 115 105 60 597 34 61 44 183 Satflow, s 1751 1384 1615 1863 1805 1615 1900 1298 Lost time, tL 4.0 4.0 4.0 9.0 4.0 4.0 4.0 4.0 Effect green, g 13.8 13.8 29.2 29.2 5.0 13.8 13.8 13.8 Grn ratio, g/C .230 .230 .486 .986 .083 .230 .230 .230 LG capacity, c 409 319 785 906 150 372 438 299 v/c ratio, X .285 .329 .076 .659 .227 .164 .100 .612 Flow ratio, v/s .066 .076 .037 .320 .019 .038 .023 .191 Crit lane group _______________ __________ ____ _____ _____ ____ ____ _____ _____ Sum Grit v/s,Yc 0.541 Total lost, L 12.0 Crit v/c, Xc .677 EB AT TH LT RT TH LT 162 686 58 1615 1863 1605 4.0 4.0 4.0 29.2 29.2 5.0 .486 .486 .083 785 906 150 .206 .757 .387 .100 .368 .032 * * ______________ YELM COIMIGRCIAL YELM AVE S VANCIL RD EXISTING PM PEAK HOUR VOLUMES SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Capacity and LOS Worksheet Delay and LOS SB RT TH LT 05/03/06 16:13:25 WB NB EB RT TH LT RT TH LT RT TH LT Lane group, LG Adj Flow, v LG capacity, c v/c ratio, X Grn ratio, g/C Unif delay, dl Incr calib, k Incr delay, d2 Queue Delay, d3 Unif delay, dl* Proq factor, PF Contrl delay, d Lane group LOS Final Queve,Qbi _______________ Appr delay, dA Approach LOS Appr flow, vA RT+TH LT 115 105 404 319 .285 .329 .230 .230 19.0 19.2 .11 .11 .4 .6 .0 .0 .0 .0 1.00 1.00 19.4 19.8 8 B 0 _____ 0 ____ _____ 19.6 B 220 RT TR LT 60 597 34 785 906 150 .076 .659 .227 .486 .486 .083 8.2 11.7 25.7 .11 .23 .11 .0 1.8 .8 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 8.3 13.4 26.5 A B+ C+ 0 0 0 _____ ____ 13.6 _____ B+ 691 RT TH LT 61 44 183 372 438 299 .169 .100 .612 .230 .230 .230 18.5 18.2 20.7 .11 .11 .20 .2 .1 3.7 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 18.7 18.3 24.4 H B C+ 0 0 0 22.2 C+ 288 ______________ RT TH LT 162 686 58 785 906 150 .206 .757 .387 .486 .486 .083 8.8 12.5 26.0 .11 .31 .11 .1 3.7 1.7 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 8.9 16.3 27.7 A 8 C 0 0 0 15.7 B 906 Intersection: Delay 16.3 LOS B YELM COEAfERCIAL 05/03/06 YELM AVE S VANCIL RD 16:13:25 EXISTING PM PEAK HOUR VOLUMES SIGNAL2000/TEAPAC[Ver 2.70.07] - Evaluation of Intersection Performance Intersection # 1 - ________ _____________________ Sq 14 I Phase 1 1 Phase 2 1 Phase 3 1 I + + + I I ^ I I + + + I I ++++I I I v I +***I I I I I++++ v I I North I <* + +>I ****> I I I *++ I I++++ I I * + + Im I v I _____________________________________ I G/C=0.230 I G/C=0.083 G/C=0.486 I I G-- 13.8" I G= 5.0" I G= 29.2" I I Y+R= 4.0" I Y+R= 9.0" I Y+R= 4.0" I I Off= 0.08 I Off=29.76 I Off=94.78 I ___________________ ___ C= 60 sec G= 48.0 sec = 80.08 Y=12.0 sec = 20.08 Ped= 0.0 sec = 0.08 MVMT TOTALS SS Approach w8 Approach NB Appn Param:Unita RT TH LT RT TH LT RT TH AdjVOl vph 60 55 105 60 597 34 61 44 Wid/Ln:ft/# 0/0 12/1 12/1 12/1 12/1 12/1 12/1 12/1 g/C Rqd@C:8 0 10 12 6 35 9 7 4 g/C Used: 8 0 23 23 49 49 8 23 23 SV @E: vph 0 404 319 785 906 140 372 438 ___________ ______________ ______________ _________ Svc Lv1:LO5 B B A B+ C+ 8 B Deg Sat:v/c 0.00 0.28 0.33 0.08 0.66 0.23 0.16 0.10 HCM Delis/v 0.0 19.4 19.8 8.3 13.4 26.5 18.7 18.3 Tot Del:min 0 9 9 2 33 4 5 3 # Stopa:veh 0 24 22 8 113 8 12 9 Ebel: gal 0.0 0.4 0.4 0.1 1.9 0.1 0.2 0.2 CO Em: kg 0.0 0.4 0.4 0.1 1.9 0.2 0.2 0.2 ___________ ______________ ______________ _________ Queue l:veh 0 3 3 1 14 1 2 1 Queue 1: ft 0 75 70 26 357 26 39 27 each EB Approach Int LT RT TH LT Total 183 162 686 58 2105 12/1 12/1 12/1 12/1 19 14 40 6 23 49 49 8 299 785 906 140 5494 _____ ______________ _____ C+ A B C 8 0.61 0.21 0.76 0.39 0.56 24.4 8.9 16.3 27.7 16.3 19 6 46 7 143 41 23 139 14 413 0.7 0.4 2.3 0.2 6.9L 0.8 0.9 2.4 0.3 7.3L _____ ______________ _____ 5 3 18 2 16 137 74 446 46 446 YELM COIM7ERCIAL YELM AVE 6 VANCIL RD EXISTING PM PEAK HOUR VOLUMES 05/03/06 16:13:25 SIGNAL2000/TEAPAC[Ver 2.70.07] - Evaluation of Intersection Performance APPR TOTALS Param:Units AdjVOl vph Svc Lvl LOS Deg Sat:v/c HCM Delis/v Tat Del:min # Stops:veh Fuel: gal CO Em: kg queue 1 veh queue 1: ft Int SB Approach Y7B Approach NB Approach EB Approach Total 220 B 0.31 19.6 18 46 0.8 0.8 ______________ ____ 3 75 691 268 B+ C+ 0.59 0.44 13.6 22.2 39 27 129 62 2.1 1.1 2.2 _________ 1.2 _________ 19 5 357 137 906 _____________ 2105 _ _____ B B 0.63 0.56 15.7 16.3 59 193 176 913 2.9 6.9L 3.1 ____ 7.3L _ ___ _ _________ 18 _ 18 446 446 YELM COIMfl:RCIAL YELM AVE 6 VANCIL RD 2008 PM PEAK HOUR VOLUMES WITHOUT PROJECT 05/03/06 16:22:41 SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Input Worksheet Intersection # 1 - Area Location Type: NONCBD I I I I I I Hey: VOLUMES -- > I 52 I 48 I 92 II I I WIDTHS I 0.0 112.0 112.0 II I v LANES I 0 1 1 1 1 II ____ I I I II \ 57 12.0 1 / I \ _____________ -- 826 12 0 1 56 ---------- 12. ---- 0 -- 1 --- / 929 12. 0 1 -- 157 __________ 12. ____ 0 __ 1 ___ \ __ I I ------------- + / 35 12.0 1 \ I / - I I I I II 165 I 90 I 59 I II 12.0 112.0 112.0 I I I 1 1 1 1 1 1 I I I I I /I\ I North I Phasing: SEQUENCE 14 PERMSV N N N N OVERLP N N N N LEADLAG LD LD SB WB NB EB RT TH LT RT TH LT RT TH LT RT TH LT Heavy veh 6HV 0 .0 .0 0 2.0 .0 .0 .0 .0 .0 2.0 .0 Pk-hr fact, PHF .84 .84 .84 .92 .92 .92 .87 .87 .87 .93 .93 .93 Pretimed or Act A A A A A A A A A A A A Strtup lost, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext eff grn, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival typ, AT 3 ____ 3 ____ 3 ____ 3 _____ 3 _____ 3 ____ 3 _____ 3 _____ 3 ____ 3 ______ 3 ____ 3 ____ __________ Ped vol, vped 0 0 0 0 Bike vol, vbic 0 0 0 0 Parking locatna NO NO NO NO Park mnvrs, Nm 0 0 0 0 Bus stops, NB 0 0 0 0 Grade, 6G .0 .0 .0 .0 ____________ Sq 14 I Phase 1 _____ 1 Phase 2 1 Phase 3 1 ________ Phase 4 _____ 1 Ph ______ ase 5 __________ 1 Phase ____ 6 1 I+++ I I I I I I I+++ I I ++++I I 1 I I I v I + +++I I I I I I I I**** v I I I I I North I <* + +>I I****> I I I I I I *++ I I++++ I I I I I *++ I I v I --- - I I I - ----------- C= 90"I G= 20.0" ------ I G= ---- 8. ----- 1" I ------ G= 49 -- .9" I ---- G-- ------ 0.0" ----- I G= ------ 0.0" ------ I G-- ---- 0. --- 0" I I Y+R= 4.0" ___________ I Y+R= 4. __________ 0" I _____ Y+R= 4 ______ .0" I _____ Y+R= _____ 0.0" ______ I Y+R= 0.0" ___________ I Y+R= 0. __________ 0" I ____ YELM COMMERCIAL 05/03/06 YELM AVE 6 VANCIL RD 16:22:41 2008 PM PEAK HOUR VOLUMES WITHOUT PROJECT SIGNAL2000/TEAPAC[Ver 2.70.077 - HCM Volume Adjust 6 Sat£low Worksheet Volume SH WB NB EH Adjustment RT TH LT RT TH LT RT TH LT RT TH LT Volume, V 52 48 92 57 826 35 59 40 165 157 924 56 Pk-hr £act, PHF .84 .84 .84 .92 .92 .92 .87 . 87 .87 .93 .93 .93 Adj my flow, vp _____ 62 _____ 57 _____ _ 110 ___ 62 _____ 896 _____ _ 38 ___ 68 _____ __ 46 __ 190 169 994 ____ _ 60 ___ Lane group, LG RT+TH LT RT TH LT RT TH LT RT TH LT Adj LG flow, v 119 110 62 898 38 68 46 190 169 994 60 Prop LT, PLT .000 1 .00 .000 .000 1 .00 .000 .000 1.00 .000 .000 1 .00 Prop RT, PRT _______________ _____ .521 _____ . _ 000 ___ 1 .000 _____ .000 _____ . _ 000 ___ 1 .000 _____ .000 _____ .000 ____ 1 .000 ____ .000 ______ . _ 000 ___ Saturation SB WB NB EB Flaw Rate RT TH LT RT TH LT RT TH LT RT TH LT Base satflo, so 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Number lanes, N 1 1 1 1 1 1 1 1 1 1 1 Lane width, fW 1 .000 1 .00 1 .000 1.00 1 .00 1 .000 1. 00 1.00 1 .000 1.00 1 .00 Heavy veh, fHV 1 .000 1 .00 1 .000 .980 1 .00 1 .000 1. 00 1.00 1 .000 .980 1 .00 Grade, fg 1 .000 1 .00 1 .000 1.00 1 .00 1 .000 1. 00 1.00 1 .000 1.00 1 .00 Parking, fp 1 .000 1 .00 1 .000 1.00 1 .00 1 .000 1. 00 1.00 1 .000 1.00 1 .00 Bus block, fbb 1 .000 1 .00 1 .000 1.00 1 .00 1 .000 1. 00 1.00 1 .000 1.00 1 .00 Area type, fa 1 .000 1 .00 1 .000 1.00 1 .00 1 .000 1. 00 1.00 1 .000 1.00 1 .00 Lane util, fLU 1 .000 1 .00 1 .000 1.00 1 .00 1 .000 1. 00 1.00 1 .000 1.00 1 .00 Left-turn, fLT 1 .000 . 727 1 .000 1.00 . 950 1 .000 1. 00 .648 1 .000 1.00 . 950 Right-turn, fRT .922 1 .00 .850 1.00 1 .00 .850 1. 00 1.00 .850 1.00 1 .00 PedBike LT,fLpb 1 .000 1 .00 1 .000 1.00 1 .00 1 .000 1. 00 1.00 1 .000 1.00 1 .00 PedBike RT,fRpb 1 .000 1 .00 1 .000 1.00 1 .00 1 .000 1. 00 1.00 1 .000 1.00 1 .00 Local adjustmnt 1 .000 1 .00 1 .000 1.00 1 .00 1 .000 1. 00 1.00 1 .000 1.00 1 .00 Adj satflow, s 1752 1 361 1615 1863 1 805 1615 1900 1231 1615 1863 1 805 SIGNAL2000/TEAPAC [Ver 2.70.07] - HCM Capacity and LOS Worksheet Capacity SB WB NB EB Analysis RT TH LT RT TH LT RT TH LT AT TH LT Lane group, LG AT+TH LT AT TH LT RT TH LT RT TH LT Adj Flow, v 119 110 62 898 38 68 46 190 169 994 60 Satflow, s - 1752 1381 1615 1863 1805 1615 1900 1231 1615 1863 1805 Lost time, tL 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Effect green, g 20.0 20.0 99.9 49.9 8.1 20.0 20.0 20.0 99.9 99.9 8.1 Grn ratio, g/C .222 .222 .555 .555 .090 .222 .222 .222 .555 .555 .090 LG capacity, c 389 306 696 1033 163 358 422 273 896 1033 163 v/c ratio, X .306 .359 .069 .869 .233 .190 .109 .696 .189 .962 .368 Flow ratio, v/s .068 .080 .038 .482 .021 .042 .024 .154 .105 .534 .033 Crit lane group _______________ __________ ____ _____ _____ ____ ____ ______ * ____ _____ _____ ____ Sum crit v/s,YC 0.721 Total lost, L 12.0 Crit v/c, Xc .832 YELM COIMfl;RCIAL YELM AVE 6 VANCIL RD 2008 PM PEAK HOUR VOLUMES WITHOUT PROJECT SIGNAL2000/TEAPAC [Ver 2.70.07] - HCM Capacity and LOS Worksheet Delay and LOS Lane group, LG Adj Flow, v LG capacity, c v/c ratio, % Grn ratio, g/C Unif delay, dl Incr calib, k Incr delay, d2 Queue Delay, d3 Unif delay, dl* Prog factor, PF Contrl delay, d Lane group LOS Final Queue,Qbi _______________ Appr delay, dA Approach LOS Appr flow, vA SB RT TH LT RT+TH LT 119 110 389 306 .306 .359 .222 .222 29.2 29.6 .11 .11 .4 .7 .0 .0 .0 .0 1.00 1.00 29.7 30.3 C C 0 0 WB NB RT TH LT RT TH LT RT TH LT RT TH LT 62 898 38 68 96 190 896 1033 163 358 422 273 .069 .869 .233 .190 .109 .696 .555 .555 .090 .222 .222 .222 9.3 17.2 38.0 28.4 27.9 32.2 .11 .90 .11 .11 .11 .26 .0 8.1 .7 .3 .1 7.5 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 1.00 1.00 1.00 9.3 25.3 38.8 28.7 28.0 39.7 A C+ D+ C C D+ 0 0 0 0 0 0 ______________ ______________ 24.9 35.5 C+ D+ 998 304 05/03/06 16:22:41 EB RT TH LT Intersection 30.0 C 229 ______________ Delay 30.8 RT TH LT 169 994 60 896 1033 163 .189 .962 .368 .555 .555 .090 10.0 19.1 38.5 .11 .47 .11 .1 19.5 1.4 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 10.1 38.6 39.9 B+ D+ D+ 0 0 0 34.7 C 1223 ______________ ______________ ______________ LOS C YELM COMMERCIAL YELM AVE 6 VANCIL RD 2008 PM PEAK HOUR VOLUMES WITHOUT PROJECT 05/03/06 16:22:41 SIGNAL2000/TEAPAC [Ver 2.70.07] - Evaluation of Intersection Performance Intersection # 1 - _____________________________________ Sq 14 I Phase 1 1 Phase 2 1 Phase 3 1 I + + + I I I I + + + I I ++++I I I v I ++++I I I I I**** v I I North I <* + +>I I****> I I I *++ I I++++ I I ++ I I v I ------------------------------------- I G/C=0.222 1 G/C=0.090 I G/C=0.555 I I G= 20.0" I G-- 8.1" I G= 99.9" I I Y+R= 4.0" I Y+R= 4.0" I Y+R= 4.0" I 1 Off= 0.08 I Off=26.6& I Off=40.1& _____________________________________ C= 90 aec G= 76.0 sec = 86.78 Y=12.0 sec = 13.38 Ped= 0.0 sec = 0.08 MVMT TOTALS SB Approach WB Approach NB Approach EB Approach Int Param:Units RT TH LT RT TH LT RT TH LT RT TH LT Total AdjVOl: vph 62 57 110 62 898 38 66 46 190 169 994 60 2754 Wid/Ln:ft/# 0/0 12/1 12/1 12/1 12/1 12/1 12/1 12/1 12/1 12/1 12/1 12/1 g/C Rqd@C:8 0 16 17 14 52 13 15 13 24 19 56 19 g/C Used: 8 0 22 22 55 55 9 22 22 22 55 55 9 SV @E: vph 0 389 300 696 1033 145 355 422 265 896 1033 145 5879 ___________ ______________ ______________ ______________ ______________ _____ Svc Lv1:LOS C C A C+ D+ C C D+ B+ D+ D+ C Deg Sat:v/c 0.00 0.31 0.36 0.07 0.87 0.23 0.19 0.11 0.70 0.19 0.96 0.37 0.74 HCM Delis/v 0.0 29.7 30.3 9.3 25.3 38.8 28.7 28.0 39.7 10.1 38.6 39.9 30.8 Tot Del:min 0 15 14 2 95 6 8 5 31 7 160 10 353 # Stops:veh 0 25 23 7 193 9 14 9 44 21 237 14 596 Fuel: gal 0.0 0.5 0.4 0.1 3.4 0.2 0.3 0.2 0.8 0.4 4.5 0.3 11.1E CO Em: kg 0.0 0.6 0.5 0.1 9.0 0.2 0.3 0.2 1.1 0.4 5.9 0.4 13.7E ___________ ______________ ______________ ______________ ______________ _____ ¢ueue l:veh 0 5 4 1 35 2 3 2 9 4 46 3 46 ¢ueue 1: ft 0 116 110 39 893 42 65 43 216 99 1163 68 1163 YELM COM[4ERCIAL YELM AVE 6 VANCIL RD 2008 PM PEAK HOUR VOLUMES WITHOUT PROJECT 05/03/06 16:22:41 SLGNAL2000/TEAPAC [Ver 2.70.07] - Evaluation of Intersection Performance APPR TOTALS Param:Units SB Approach WB Approach NB Approach AdjVOl: vph 229 998 304 Svc Lv1:LO5 Deg Sat:v/c HCM Delis/v Tot Del:min # Stops:veh EYiel: gal CO Em: kg Queue 1 veh queue 1: ft C 0.33 30.0 29 48 0.9 1.1 5 116 Int EB Approach Total -==-1223 2754 C+ D+ C C 0.80 0.49 0.83 0.74 24.9 35.5 34.7 30.8 103 44 177 353 209 67 272 596 3.7 1.3 5.2 11.1E 9.3 ____ 1.6 ______________ 6.7 ____________ 13.7E __ _____ _____ 35 9 46 46 893 216 1163 1163 YELM COIMgRCIAL YELM AVE 6 VANCIL RD 2008 PM PEAR HOUR VOLUMES WITH PROJECT 05/03/06 16:24:24 SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Input Worksheet Intersection N 1 - Area Location Type: NONCBD I I I I I I Key: VOLUMES -- > 52 I 48 I 92 II I I WIDTHS 0.0 112.0 112.0 I I v LANES I 0 1 1 1 1 II _____________________ I I I II \ 57 12.0 1 -------------- / I \ -------- -- 838 12 0 1 56 12 .0 __ 1 ___ / __________ 928 ___ 12 _ .0 1 -- ---------- 157 __________ --- 12 ___ --- .0 ___ --- 1 ___ \ __ I I ------------------- + / 36 12.0 1 \ I / II I I I II 165 I 40 I 60 I II 12.0 112.0 112.0 I I I 1 1 1 1 1 1 II I I I /I\ I North I Phasing: SEQUENCE 14 PERMSV N N N N OVERLP N N N N LEADLAG LD LD SB WB NB EB RT TH LT AT TH LT RT TH LT RT TH LT Heavy veh, 9HV 0 .0 .0 .0 2.0 .0 0 .0 0 .0 2.0 .0 Pk-hr fact, PHF .84 .84 .84 .92 .92 .92 . 87 .87 .87 .93 .93 .93 Pretimed or Act A A A A A A A A A A A A Strtup lost, 11 2.0 2.0 2.0 2.0 2.0 2.0 2 .0 2.0 2.0 2.0 2.0 2.0 Ext eff grn, a 2.0 2.0 2.0 2.0 2.0 2.0 2 .0 2.0 2.0 2.0 2.0 2.0 Arrival typ, AT 3 3 3 3 3 ____ 3 ____ __ 3 ___ 3 _____ 3 ____ 3 3 3 ____ _______________ _ Ped vol, vped _____ ___ 0 ___ 0 0 0 Bike vol, vbic 0 0 0 0 Parking locatns NO NO NO NO Park mnvra, Nm 0 0 0 0 Bus stops, NB 0 0 0 0 Grade, BG .0 .0 .0 .0 ____________ Sq 14 I Phase 1 _____ 1 Ph ___ ase ______ 2 1 ______ Phase _____ 3 1 ____ Phase 4 1 Ph ase 5 _________ 1 Phase ____ 6 1 I+++ I I I I I I I+++ I I ++++I I I I I I v 1 ++++I I I I I I I I**** v I I I I I North I <* + +>I I****> I I I I I I *++ I I+ +++ I I I I 1 *++ I I v I I I - ---- I ---- ----------- C= 90"I G= 20.0" ------ I G= --- 8 ------ .1" ------ G= 49 ----- .9" I -------- G= 0. --- 0" ----- I G= ------ 0.0" ----- I G= 0. 0" 1 I Y+R= 4.0" ___________ I Y+R= 4 _________ .0" I ______ Y+R= 4 ______ .0" I _____ Y+R= 0. ________ 0" ___ I Y+R= 0.0" ___________ I Y+R= 0. __________ 0" I ____ YELM COMMERCIAL ~ 05/03/06 YELM AVE S VANCIL RD 16:24:24 2006 PM PEAR HOUA VOLUMES WITH PROJECT SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Volume Adjust S Satflow Worksheet Volume SB WB NB EB Adjustment RT TH LT RT TH LT RT TH LT RT TH LT Volume, V 52 48 92 57 638 36 60 40 165 157 928 56 Pk-hr fact, PHF .84 .64 .84 .92 .92 .92 .87 .87 .87 .93 .93 .93 Adj my flow, vp _______________ 62 _____ 57 _____ 110 ____ 62 _____ 911 _____ _ 39 ___ 69 ____ __ 46 ____ _ 190 ___ 169 ____ 998 ______ _ 60 ___ Lane group, LG RT+TH LT RT TH LT RT TH LT RT TH LT Adj LG flow, v 119 110 62 911 39 69 46 190 169 998 60 Prop LT, PLT .000 1.00 .000 .000 1 .00 .000 . 000 1 .00 .000 .000 1 .00 Prop RT, PRT .521 .000 1 .000 .000 . 000 1 .000 . 000 . 000 1 .000 .000 . 000 Saturation SB WB NB EB Flow Rate RT TH LT RT TH LT RT TH LT RT TH LT Base satflo, eo 1900 1900 1900 1900 1 900 1900 1 900 1 900 1900 1900 1 900 Number lanes, N 1 1 1 1 1 1 1 1 1 1 1 Lane width, fW 1 .000 1.00 1 .000 1.00 1 .00 1 .000 1 .00 1 .00 1 .000 1.00 1 .00 Heavy veh, fHV 1 .000 1.00 1 .000 .980 1 .00 1 .000 1 .00 1 .00 1 .000 .980 1 .00 Grade, fg 1 .000 1.00 1 .000 1.00 1 .00 1 .000 1 .00 1 .00 1 .000 1.00 1 .00 Parking, fp 1 .000 1.00 1 .000 1.00 1 .00 1 .000 1 .00 1 .00 1 .000 1.00 1 .00 Bus block, fbb 1 .000 1.00 1 .000 1.00 1 .00 1 .000 1 .00 1 .00 1 .000 1.00 1 .00 Area type, fa 1 .000 1.00 1 .000 1.00 1 .00 1 .000 1 .00 1 .00 1 .000 1.00 1 .00 Lane util, fLU 1 .000 1.00 1 .000 1.00 1 .00 1 .000 1 .00 1 .00 1 .000 1.00 1 .00 Left-turn, fLT 1 .000 .727 1 .000 1.00 . 950 1 .000 1 .00 . 648 1 .000 1.00 . 950 Aight-turn, fRT .922 1.00 .850 1.00 1 .00 .850 1 .00 1 .00 .850 1.00 1 .00 PedBike LT,fLpb 1 .000 1.00 1 .000 1.00 1 .00 1 .000 1 .00 1 .00 1 .000 1.00 1 .00 PedBike RT,fRpb 1 .000 1.00 1 .000 1.00 1 .00 1 .000 1 .00 1 .00 1 .000 1.00 1 .00 Local adjustmnt 1 .000 1.00 1 .000 1.00 1 .00 1 .000 1 .00 1 .00 1 .000 1.00 1 .00 Adj Satflow, a 1752 1381 1615 1863 1 805 1615 1 900 1 231 1615 1863 1 805 SIGNAL2000/TEAPAC [Ver 2.70.07] - HCM Capacity and LOS Worksheet Capacity SB WB NB EB Analysis RT TH LT RT TH LT RT TH LT RT TH LT Lane group, LG RT+TH LT RT TH LT RT TH LT RT TH LT Adj Flow, v 119 110 62 911 39 69 46 190 169 998 60 Satflow, s 1752 1381 1615 1863 1805 1615 1900 1231 1615 1863 1805 Lost time, tL 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Effect green, g 20.0 20.0 49.9 49.9 8.1 20.0 20.0 20.0 49.9 49.9 8.1 Grn ratio, g/C .222 .222 .555 .555 .090 .222 .222 .222 .555 .555 .090 LG capacity, c 389 306 896 1033 163 358 422 273 896 1033 163 v/c ratio, X .306 .359 .069 .882 .239 .193 .109 .696 .189 .966 .368 Flow ratio, v/s .068 .080 .038 .489 .022 .043 .024 .159 .105 .536 .033 Crit lane group _______________ __________ ____ _____ ____ _____ ____ ______ * ____ _____ * _____ * ____ Sum crit v/s,YC 0.723 Total lost, L 12.0 Crit V/c, Xc .835 YELM COtM1ERCIAL YELM AVE 5 VANCIL RD 2006 PM PEAK KOUR VOLUMES WITH PROJECT SIGNAL2000/TEAPAC [Ver 2.70.07] - HCM Capacity and LOS Worksheet Delay SB WB and LOS RT TH LT RT TH LT Lane group, LG RT+TH LT RT TH LT Adj Flow, v 119 110 62 911 39 LG capacity, c 389 306 896 1033 163 v/c ratio, X .306 .359 .069 .882 .239 Grn ratio, g/C .222 .222 .555 .555 .090 Unif delay, dl 29.2 29.6 9.3 17.5 36.1 Incr calib, k .11 .11 .11 .41 .11 Incr delay, d2 .4 .7 .0 9.1 .8 Queue Delay, d3 .0 .0 .0 .0 .0 Unif delay, dl* .0 .0 .0 .0 .0 Prog factor, PF 1.00 1.00 1.00 1.00 1.00 Contrl delay, d 29.7 30.3 9.3 26.5 38.6 Lane group LOS C C A C+ D+ Final Queve,Qpi 0 0 ___ 0 _____ 0 _____ 0 ____ _______________ Appr delay, dA __________ 30.0 _ 26.0 Approach LOS C C+ Appr flow, vA _______ 229 __________ ____ _____ 1012 _____ ____ ________ Intersection: Delay 31.5 LOS C 05/03/06 16:24:24 NB EB RT TH LT RT TH LT RT TH LT RT TH LT 69 46 190 169 998 60 358 422 273 696 1033 163 .193 .109 .696 .189 .966 .368 .222 .222 .222 .555 .555 .090 28.5 27.9 32.2 10.0 19.2 38.5 .11 .11 .26 .11 .47 .11 .3 .1 7.5 .1 20.2 1.4 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 1.00 1.00 1.00 28.7 28.0 39.7 10.1 39.5 39.9 C C D+ B+ D+ D+ 0 0 0 _ __ 0 _____ 0 ____ 0 _____ _____ _____ 35.5 _ 35.9 D+ D+ _____ 305 ____ _____ _____ 1227 ____ _____ YELM COMMERCIAL YELM AVE S VANCIL RD 2008 PM PEAK HOUR VOLUMES WITH PROJECT 05/03/06 16:29:24 SIGNAL2000/TEAPAC [Ver 2.70.07] - Evaluation of Intersection Performance Intersection # 1 - __________ ___________________ Sq 19 I Phase 1 1 Phase 2 1 Phase 3 1 I + + + I I I I + + + I I ++++I I I v I ++++I I I I ^ I**** v I North I <* + +> I****> I I 1 *++ I I++++ 1 1 *++ I I v I ------- ---------------------- I G/C=0.222 G/C=0.090 I G/C=0.555 I I G= 20.0" I G= 8.1" I G= 49.9" I I Y+R= 4.0" I Y+R= 4.0" I Y+R= 4.0" I I Off= 0.08 I Off=26.68 I Off=90.18 I _____________________________________ C= 90 sec G= 78.0 sec = 86.78 Y=12.0 sec = 13.38 MVMT TOTALS SB Appr~ Param:Units RT TH AdjVOl: vph 62 57 Wid/Ln:ft/# 0/0 12/1 g/C Rqd@C:8 0 16 g/C Used: 8 0 22 SV @E: vph 0 389 ___________ _________ Svc Lv1:L0S C Deg Sat:v/c 0.00 0.31 HCM Delis/v 0.0 29.7 Tot Del:min 0 15 # Stopa:veh 0 25 Fuel: gal 0.0 0.5 CO Em: kg 0.0 0.6 ___________ _________ queue l:veh 0 5 queue 1: ft 0 116 >ach WB LT RT 110 62 12/1 12/1 17 14 22 55 300 896 C A 0.36 0.07 30.3 9.3 14 2 23 7 0.9 0.1 0.5 0.1 110 34 Approach NB Appr~ TH LT RT TH 911 39 69 46 12/1 12/1 12/1 12/1 52 13 15 13 55 9 22 22 1033 195 355 922 C+ D+ C C 0.08 0.24 0.19 0.11 26.5 38.8 28.7 28.0 101 6 8 5 199 9 14 9 3.6 0.2 0.3 0.2 4.2 0.2 0.3 0.2 36 2 3 2 923 44 66 43 Ped= 0.0 sec = 0.08 each EB Approach LT RT T8 LT 190 169 998 60 12/1 12/1 12/1 12/1 24 19 57 14 22 55 55 9 265 896 1033 195 ______________ D+ B+ D+ D+ 0.70 0.19 0.97 0.37 39.7 10.1 39.5 39.9 31 7 164 10 44 21 239 19 0.8 0.4 4.5 0.3 1.1 0.4 6.0 0.9 ______________ 9 4 47 3 216 99 1177 68 Int Total 2773 5679 C 0.74 31.5 363 604 11.31 14.OI ---47 1177 YELM COPII~RCIAL 05/03/06 YELM AVE 6 VANCIL RD 16:24:24 2008 PM PEAK HOUR VOLUMES WITH PROJECT SIGNAL2000/TEAPAC[Ver 2.70.077 - Evaluation of Intersection Performance APPR TOTALS Int Param:Units SB Approach WB Approach NB Approach EB Approach Total AdjVOl: vph ___________ 229 ______________ 1012 ______________ 305 ______________ 1227 ______________ 2773 _____ Svc Lv1:LOS C C+ D+ D+ C Deg Sat:v/c 0.33 0.81 0.49 0.83 0.79 HCM Delis/v 30.0 26.0 35.5 35.4 31.5 Tot Del:min 29 109 44 181 363 # Stops:veh 48 215 67 274 604 Fuel: gal 0.9 3.9 1.3 5.2 11.3E CO Em: kg ___________ 1.1 ______________ 4.5 ______________ 1.6 ______________ 6.8 ______________ 14.0E _____ Queue l:veh 5 36 9 47 47 Queue 1: ft 116 923 216 1177 1177 TWO-WAY STOP CONTROL SUMMARY eneral Information ite Information nalyst gency/Co. Date Pedortnetl nal sis Time Period Intersection urisdidion nalysis Vear Yelm AVe8103MAVe Pro'ect Descri lion EXISTING PM PEAK HOUR VOLUMES EasWJest Street: 103rd Avenue SE NonhlSOUth StreeC Yelm Avenue SR-507 Intersection Orientation: North-South tact Pedotl hrs : 0.25 ehicle Volumes antl Ad'usiments a or Street Nonhbound Southbound Movement 1 2 3 4 5 6 olume Peak-Hour Factor, PHF L 3 0.86 T 808 086 R 15 086 L 64 0.90 T 877 090 R 3 0.90 Hourly Flow Rate, HFR 3 939 /7 71 974 3 Percent Heavy Vehicles 0 - - 3 - - adian Type Two Way Leff Tum Lene T Channelizetl 0 0 nes 1 1 0 1 1 0 onfiguration L 7R L TR U stream Si nal 0 0 inor Street Westbountl Eastbound pvement 7 8 9 10 11 12 L T R L T R olume f0 0 71 0 1 8 Peak-Hour Fedor, PHF 0.84 0.84 084 0.75 0.75 0.75 Hourly Flow Rate, HFR 11 0 84 0 1 f0 Percent Heavy Vehicles f 1 1 0 0 0 Percent Grade (%) 0 0 Wretl Approach N N torege 0 0 T Channel¢etl 0 0 nes 0 1 1 0 / 0 onfiguralion LT R LTR Data Dueue Len th and Level of Service pproach NB SB Westbountl Easlbountl Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LT R LTR (vph) 3 71 11 84 if (m)(vph) 714 715 131 318 277 /c 0.00 010 008 026 004 5%queue length 001 0.33 O.D 1.04 0.12 onfrol Delay 10.1 10.6 35.0 20.3 18.5 LOS B 8 D C C pproach Delay - - 22.0 185 pproach LOS -- -- C C Righ[s Reserved !Doom iorr,~n ~ c.w. ~..~..~.~rv o~ no.~a.. Aii.~a~o na.rv.a .m,~,,.. ~~ v.n~o~ a u TWO-WAY STOP CONTROL SUMMARY nl Infnrmafinn Ite Infonnatlnn oudy Flow Rate, HFR 3 1263 29 74 1291 3 ercent Heavy Vehicles 0 - - 3 - - Median Type Twa Way LeR Tum Lene RT Channelized 0 0 Lanes 1 1 0 f i 0 onfgurzlion L TR L TR U stream Si nal 0 0 Inor Street WesWOUnd Eestbountl Movement 7 8 9 10 11 12 L T R L T R olume 20 0 ]4 0 1 8 Peak-Hour Factor, PHF 0.84 0.84 0.84 0.75 0.75 0.75 Hourly Flow Rate, HFR 23 0 88 0 1 f0 Percent Heavy Vehides i 1 1 0 0 0 proach NB Movement 1 Lene Gon(iguration L (vph) 3 (m)(vph) 542 /c 0.01 5%queue length 002 onirol Delay 11.7 LOS B pproach Delay - pproech LOS - N 0 i SB 4 L ]4 533 0.14 0.48 12.8 B 1 0 R WesOOUntl ] 8 9 LT R 23 H8 ]7 204 0.30 0.43 1.10 2.00 70.5 35.4 F E 42.7 E 1 0 LTR Eastbound 10 11 12 LTR 11 1]8 0.06 0 20 26.6 D 26.6 D N(5300fm+ CopyngM 03W3lln wersiry of klon4, Nl ttitl ~u ttesmaE ven Iona u TWO-WAY STOP CONTROL SUMMARY eneral Information ite Information nalyst gencylCa. Date Pertormetl nal sis Time Periotl Intersection uristliction natysis Vear Yelm AVe8103rd AVe Pro ect Descn Lion 2008 PM PEAK HOUR VOLUMES WITH PROJECT EastNyesl Street: 103rd Avenue SE Nonh/South Slreeb Yelm Avenue SR-507 InterseGion Orientation: North-South tact Periotl hrs : 0.25 ehicle Volumes and Ad'uslments Ma'or Street Nonhbountl Southbountl Movement 1 2 3 4 5 6 L T R L T R olume 3 1099 25 67 1166 3 Peak-Hour Factor, PHF 086 086 0.66 0.90 090 090 Hourry Flow Rate, HFR 3 1277 29 74 1295 3 Percent Heavy Vehicles 0 - - 3 - - Metlian Type Two Way LeR ium Lane RT Channelizetl 0 0 Lanes / 1 0 1 / 0 onfgumtian L TR L TR stream Si nal 0 0 Minor Street Westbountl Eastbountl Movement 7 8 9 10 it 12 L T R L T R olume 20 0 74 0 1 8 eak-Hour Facoq PHF 0.84 084 0.84 0.75 075 0.75 oudy Flow Rate, HFR 23 0 88 0 1 f0 ercent Heavy Vehices 1 / 1 0 0 0 ercent Grade (%) 0 0 laretl Approach N N forage 0 0 T Channelizetl 0 0 nes 0 1 1 0 i 0 on6guration LT R LTR Dela Oueue Len th and Level of Service proach NB SB Westbountl Eastbountl Movement 1 4 7 8 9 10 11 12 Lane Confguration L L LT R LTR (vph) 3 74 23 88 11 (m) (vphl 590 SD 77 200 17] Ic 0.01 014 0.30 0.44 0.06 5%queue length 0.02 049 1.10 2.06 0.20 ontrol Delay 11.7 12.9 70.5 36.4 26.7 OS B B F E D proach Delay - - 43.5 26.7 pproach LOS - -- E D Righ[s Reserved NCQOOP`~ ~ oOY~~em o ewa umam,ry o~ nonce, nn n,pnu nemm vmmn ~.u Version aJ! YELM COM[~ACIAL 05/03/06 YELM AVE S CLARR RD/PRAIRIE PARK ST 16:47:31 EXISTING PM PEAR HOUR VOLUMES SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Input Worksheet Intersection N 1 - Area Location Type: NONCBD I I I I I I Key: VOLUMES -- > I 25 I 9 34 II I WIDTHS I 0.0 112.0 112.0 II I V LANES I 0 1 1 1 1 II _____________________ I I I II \ 27 0.0 0 ------ / I \ ------------------- /I\ -- 619 12.0 1 I -_-_-__________ ___________________ I 27 12.0 1 / + / 53 12.0 1 North ___________________ __---___- I 886 12.0 1 -- _______ \ I / ______________ -__--_--s---o_o o \ II I I I ------ II e l 5 1 27 Phasing: SEQUENCE 11 II 12.0 112.0 I 0.0 PERMSV N N N N I I I 1 1 1 1 0 OVERLP N N N N I II I I I LEADLAG LD LD SB WB NB EB RT TH LT RT TH LT RT TH LT RT TH LT Heavy veh, $HV 0 0 .0 0 2.0 .0 0 .0 .0 .0 2.0 0 Pk-hr fact, PHF .93 .93 .93 .95 .95 .95 .83 .83 .83 .89 .89 .89 Pretimed or Act A A A A A A A A A A A A Strtup lost, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext eff grn, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival typ, AT 3 3 3 3 3 3 3 3 3 3 3 3 _______________ ______________ ___________ _____________ Ped vol, vped 0 0 0 0 Bike vol, vbic 0 0 0 0 Parking locatna NO NO NO NO Park mnvra, Nm 0 0 0 0 Bus stops, NB 0 0 0 0 Grade, 8G .0 .0 .0 .0 ____________ ___________________________________________ Sq 11 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 9 1 Phase 5 1 Phase 6 1 I**+ I ^ I I I I I I+++ I ++++I I I I I I I v I ++++I I I I I I I I++++ v I I I I I North I <+ + +>I****> I I I I I I I +++ I**** I I I I I Im +++ I v I I I I I ------------------------------------------------------------------------- C= 60"I G= 5.0" I G= 47.0" I G-- 0.0" I G= 0.0" I G= 0.0" I G= 0.0" I I Y+R= 4.0" I Y+R= 4.0" I Y+R= 0.0" Y+R= 0.0" Y+R= 0.0" Y+R= 0.0" I YELM COMMERCIAL YELM AVE 6 CLARK RD/PRAIRIE PARK ST EXISTING PM PEAR HOUR VOLUMES SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Volume Adjust 6 Satflow Worksheet 05/03/06 16:47:31 Volume SB WB NB EB Adjustment RT TH LT RT TH LT RT TH LT RT TH LT Volume, V 25 9 34 27 619 53 27 5 8 8 886 27 Pk-hr fact, PHF .93 .93 .93 .95 .95 .95 .83 .83 .83 .89 .89 .89 Adj my flow, vp 27 9 37 28 652 56 33 6 10 9 996 30 Lane group, LG RT+TH LT RT+TH LT RT+TH LT RT+TH LT Adj LG flow, v 31 37 680 56 39 10 1005 30 Prop LT, PLT .000 1.00 .000 1 .00 .000 1 .00 .000 1.00 Prop AT, PRT .871 .000 .041 . 000 .846 . 000 .009 .000 Saturation Flow Rate Base satflo, so Number lanes, N Lane width, fW Heavy veh, fHV Grade, fg Parking, fp Bus block, fbb Area type, fa Lane util, fLU Left-turn, fLT Right-turn, fRT PedBike LT,fLpb PedBike RT,fRpb Local adjuatmnt Adj satflow, s SB RT TH LT 1900 1900 1 1 1.000 1.00 1.000 1.00 1.000 1.00 1.000 1.00 1.000 1.00 1.000 1.00 1.000 1.00 1.000 .800 .869 1.00 1.000 1.00 1.000 1.00 1.000 1.00 1652 1520 WB RT TH LT 1900 1900 1 1 1 .000 1 .00 .981 1 .00 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1 .000 . 220 .994 1 .00 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1853 419 NB RT TH LT 1900 1900 1 1 1.000 1.00 1.000 1.00 1.000 1.00 1.000 1.00 1.000 1.00 1.000 1.00 1.000 1.00 1.000 .800 .873 1.00 1.000 1.00 1.000 1.00 1.000 1.00 1659 1520 EB RT TH LT 1900 1900 1 1 1.000 1.00 .981 1.00 1.000 1.00 1.000 1.00 1.000 1.00 1.000 1.00 1.000 1.00 1.000 .373 .999 1.00 1.000 1.00 1.000 1.00 1.000 1.00 1861 706 SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Capacity and LOS Worksheet Capacity SB WB NB Analysis RT TH LT RT TH LT RT TH LT Lane group, LG RT+TH LT AT+TH LT RT+TH LT Adj Flow, v 31 37 680 56 39 10 Satflow, s 1652 1520 1853 419 1659 1520 Lost time, tL 4.0 4.0 4.0 4.0 4.0 4.0 Effect green, g 5.0 5.0 47.0 4 7.0 5.0 5.0 Grn ratio, g/C .083 .083 .783 . 783 .083 .083 LG capacity, c 138 127 1451 328 138 127 v/c ratio, X .225 .291 .469 . 171 .283 .079 Flow ratio, v/s .019 .024 .367 . 134 .024 .007 Crit lane group _______________ __________ + ____ ___________ ___ __ ____ Sum crit v/s,YC 0.564 Total lost, L 8.0 Crit v/c, Xc .651 EB RT TH LT RT+TH LT 1005 30 1861 708 4.0 4.0 47.0 47.0 .783 .783 1457 555 .690 .054 .540 .042 YELM COMMERCIAL 05/03/06 YELM AVE fi CLARE RD/PRAIRIE PARE ST 16:97:31 EXISTING PM PEAE HOUR VOLUMES SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Capacity and LOS Worksheet Delay SB WB NB EB and LOS RT TH LT AT TH LT RT TH LT RT TH LT Lane group, LG RT+TH LT RT+TH LT RT+TH LT RT+TH LT Adj Flow, v 31 37 680 56 39 10 1005 30 LG capacity, c 138 127 1451 328 138 127 1457 555 v/c ratio, X .225 .291 .469 . 171 .283 .079 .690 .054 Grn ratio, g/C .083 .083 .783 . 783 .083 .063 .783 .783 Unif delay, dl 25.7 25.8 2.2 1.6 25.8 25.4 3.1 1.5 Incr calib, k .il .11 .11 .11 .11 .11 .26 .11 Incr delay, d2 .8 1.3 .2 .2 1.1 .3 1.9 .0 Queue Delay, d3 .0 .0 .0 .0 .0 .0 .0 .0 Unif delay, dl+ .0 .0 .0 .0 .0 .0 .0 .0 Prog factor, PF 1.00 1.00 1.00 1 .00 1.00 1.00 1.00 1.00 Contrl delay, d 26.5 27.1 2.5 1.9 26.9 25.6 4.5 1.5 Lane group LOS C+ C+ A A C+ C+ A A Final Queue,Qbi 0 ________ 0 ____ 0 ___________ 0 ___ 0 __________ 0 ____ 0 __________ 0 ____ _______________ Appr delay, dA __ 26.8 2.4 26.7 4.9 Approach LOS C+ A C+ A Appr flour, vA _______________ 68 __________ ____ 736 ___________ ___ 49 __________ ____ 1035 __________ ____ intersection: Delay 5.0 LOS A YELM COMMERCIAL 05/03/06 YELM AVE 6 CLARK RD/PRAIRIE PARK ST 16:47:31 EXISTING PM PEAK HOUR VOLUMES SIGNAL2000/TEAPAC[Ver 2.70.07] - Evaluation of Interaection Performance Intersection # 1 - _________________________ Sq 11 I Phase 1 1 Phase 2 1 I * * + I I I I I++++ v I North <+ + +>I****> I I I + + + I**** I Im + + + I v I I G/C=0.083 I G/C=0.783 I I G-- 5.0" I G= 47.0" I I Y+R= 4.0" I Y+R= 4.0" I I Off= 0.06 Off=15.0& I _________________________ C= 60 aec G= 52.0 sec = 86.79 Y= 8.0 sec = 13.38 Ped= 0.0 sec = 0.08 MVMT TOTALS SB Approach WB Approach NB Approach EB Approach Int Param:Unita RT TH LT RT TH LT RT TH LT RT TH LT Total AdjVOl: vph 27 9 37 28 652 56 33 6 10 9 996 30 1888 Wid/Ln:ft/# 0/0 12/1 12/1 0/0 12/1 12/1 0/0 12/1 12/1 0/0 12/1 12/1 g/C Rqd@C:8 0 4 0 0 40 0 0 4 0 0 55 0 g/C Used: 8 0 8 8 0 78 78 0 8 8 0 76 78 SV @E: vph 0 127 116 0 1451 328 0 127 116 0 1457 555 4277 ___________ ______________ ______________ _____ _____________ _____ Svc Lv1:LOS C+ C+ A A C+ C+ A A A Deg Sat:v/c 0.00 0.22 0.29 0.00 0.97 0.17 0.00 0.28 0.08 0.00 0.69 0.05 0.56 HCM Delis/v 0.0 26.5 27.1 0.0 2.5 1.9 0.0 26.9 25.6 0.0 4.5 1.5 5.0 Tot Del:min 0 3 4 0 7 0 0 4 1 0 19 0 38 # Stops:veh 0 7 9 0 58 4 0 9 2 0 118 2 209 Fuel: gal 0.0 0.1 0.2 0.0 1.0 0.1 0.0 0.2 0.0 0.0 2.0 0.0 3.6L CO Em: kg 0.0 0.1 0.2 0.0 0.8 0.1 0.0 0.2 0.0 0.0 1.7 0.0 3.1L ___________ ______________ ______________ ______________ _________ Queue 1: veh 0 1 1 0 8 1 0 1 0 0 15 0 15 Queue 1: ft 0 24 29 0 195 13 0 30 8 0 391 6 391 YELM COIMIERCIAL YELM AVE 6 CLARK RD/PRAIRIE PARK ST EXISTING PM PEAK HOUR VOLUMES 05/03/06 16:47:31 SIGNAL2000/TEAPAC[Ver 2.70.07] - Evaluation of Intersection Performance APPR TOTALS Param:Units SB Approach WB Approach NS Approach EB Approach AdjVOl: vph ___________ 68 ______________ 736 ______________ 49 ______________ 1035 ____________ Svc Lv1:LO5 C+ A C+ A Deg Sat:v/c 0.26 0.45 0.24 0.67 HCM Delis/v 26.8 2.9 26.7 4.4 Tot Del:min 7 7 5 19 # Stops:veh 16 62 it 120 FVel: gal 0.3 1.1 0.2 2.0 CO Em: kg 0.3 _____________ 0.9 ______________ 0.2 ____ 1.7 _ Queue l:veh 1 8 1 15 Queue 1: ft 29 195 30 391 Int Total 1888 A 0.56 5.0 38 209 3.6L 3.1L 15 391 YELM COIMfERCIAL YELM AVE 6 CLARK RD/PRAIRIE PARE ST 2008 PM PEAK HOUR VOLUMES WITHOUT PROJECT 05/03/06 16:50:43 SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Input Worksheet Intersection # 1 - Area Location Type: NONCBD I I I I I I Key: VOLUMES -- > I 26 I 4 35 I I I WIDTHS I 0.0 112.0 112.0 II I v LANES I 0 1 1 1 1 II _____________________ -------------I I I II \ 28 0.0 0 / I \ ___________________ /I\ -- 887 12.0 1 I __________-____- ___________________ I 28 12.0 1 / + / se 12.0 1 North ___________________ ______________= I 1168 12.0 1 -- ___________________ \ I / ______________ 8 0.0 0\ II I I I --- II 10 5 I 32 I Phasing: SEQUENCE 11 I II 12.0 12.0 I 0.0 I PERMSV N N N N I II 1 1 1 1 0 1 GVERLP N N N N I II I I I LEADLAG LD LD SB WB NB EB RT TH LT AT TH LT RT TH LT RT TH LT Heavy veh, BHV 0 .0 .0 0 2.0 0 0 0 .0 0 2.0 .0 Pk-hr fact, PHP .93 .93 .93 .95 .95 .95 .83 .83 .83 .89 .89 .89 Pretimed or Act A A A A A A A A A A A A Strtup lost, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext eff grn, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival typ, AT 3 3 3 3 3 3 3 3 3 3 3 3 _______________ ______________ ______________ ______________ ______________ Ped vol, vped 0 0 0 0 Hike vol, vbic 0 0 0 0 Parking l0Catn9 NO NO NO NO Park mnvra, Nm 0 0 0 0 Bus stops, NB 0 0 0 0 Grade, 8G .0 .0 .0 .0 _________________________________________________________________________ Sq 11 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 I**+ I I I I I I I**+ I ++++I I I I I I I v I ++++I I I I I I I I++++ V I I I I I North I <+ + +>I+++*> I I I I I I I +++ I**** I I I I I Im +++ I v I I I I I ------------------------------------------------------------------------- C= 60"I G= 5.0" I G= 47.0" G= 0.0" I G= 0.0" I G= 0.0" I G= 0.0" I I Y+R= 4.0" I Y+R= 9.0" I Y+R= 0.0" I Y+R= 0.0" I Y+R= 0.0" I Y+R= 0.0" I _________________________________________________________________________ YELM COPIIgRCIAL YELM AVE 6 CLARK RD/PRAIRIE PARK ST 2008 PM PEAK HOUR VOLUMES WITHOUT PROJECT SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Volume Adjust S Satflow Worksheet 05/03/06 16:50:43 Volume SB WB NB EB Adjustment RT TH LT RT TH LT AT TH LT RT TH LT Volume, V 26 4 35 28 887 58 32 5 10 8 1168 28 Pk-hr fact, PHF .93 .93 .93 .95 .95 .95 .83 .83 .83 .89 .89 .89 Adj my flow, vp 28 ___ 4 _____ _ 38 ___ 29 _____ 934 ___ 61 39 6 ___ _ 12 ___ 9 _____ 1312 _____ _ 31 ___ _______________ Lane group, LG __ RT+TH LT RT+TH LT RT+TH LT RT+TH LT Adj LG flow, v 32 38 963 61 95 12 1321 31 Prop LT, PLT .000 1 .00 .000 1 .00 .000 1 .00 .000 1 .00 Prop AT, PRT .875 . 000 .030 . 000 .867 . 000 .007 . 000 Saturation SB WB NB EB Flow Rate RT TH LT RT TH LT RT TH LT RT TH LT Base satflo, so 1900 1900 1900 1 900 1900 1 900 1900 1 900 Number lanes, N 1 1 1 1 1 1 1 1 Lane width, fW 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 Heavy veh, fHV 1 .000 1 .00 .981 1 .00 1 .000 1 .00 .981 1 .00 Grade, fg 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 Parking, fp 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 Bus block, fbb 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 Area type, fa 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 Lane util, fLU 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 Left-turn, fLT 1 .000 . 600 1 .000 . 085 1 .000 . 800 1 .000 . 239 Aight-turn, fRT .869 1 .00 .995 1 .00 .870 1 .00 .999 1 .00 PedBike LT,fLpb 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 PedBike RT,fApb 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 Local adjustmnt 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 Adj Satflow, a 1651 1520 1855 162 1653 1520 1861 454 SLGNAL2000/TEAPAC[Ver 2.70.07] - HCM Capacity and LOS Worksheet Capacity SB WB NB EH Analysi9 RT TH LT RT TH LT RT TH LT RT TH LT Lane group, LG RT+TH LT RT+TH LT RT+TH LT AT+TH LT Adj Flow, v 32 38 963 61 45 12 1321 31 Satflow, s 1651 1520 1855 162 1653 1520 1861 454 Lost time, tL 9.0 4.0 4.0 9.0 4.0 4.0 4.0 4.0 Effect green, g 5.0 5.0 47.0 4 7.0 5,0 5.0 47.0 47.0 Grn ratio, g/C .083 .083 .783 . 783 .083 .083 .783 .783 LG capacity, c 138 127 1453 127 138 127 1458 356 v/c ratio, X .232 .299 .663 . 480 .326 .094 .906 .087 Flow ratio, v/s .019 .025 .519 . 377 .027 .008 .710 .068 Crit lane group _______________ __________ ____ ______ ____ ____ Sum crit v/9,YC 0.737 Total lost, L 8.0 Crit v/c, Xc .850 YELM COMMERCIAL YELM AVE 6 CLARK RD/PRAIRIE PARK ST 2006 PM PEAK HOUR VOLUMES WITHOUT PROJECT SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Capacity and LOS Worksheet Delay and LOS Lane group, LG Adj Flow, v LG capacity, c v/c ratio, X Grn ratio, g/C Unif delay, dl Incr calib, k Incr delay, d2 Queue Delay, d3 Unif delay, dl* Prog factor, PF Contrl delay, d Lane group LOS Final Queue,Qbi _______________ Appr delay, dA Approach IRS Appr flow, vA Intersection SB WB NB RT TH LT RT TH LT RT TH LT RT+TH LT RT+TH LT RT+TH LT 32 38 963 61 45 12 138 127 1453 127 138 127 .232 .299 .663 . 480 .326 .094 .083 .083 .783 . 783 .083 .083 25.7 25.9 2.9 2.3 25.9 25.4 .11 .11 .24 .11 .11 .il .9 1.3 1.1 2.8 1.4 .3 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 1.00 1.00 1.00 1 .00 1.00 1.00 26.6 27.2 9.1 5.1 27.3 25.7 C+ C+ A A C+ C+ 0 0 0 0 0 _ _ __ 0 __________ 26.9 ____ ___________ 4.1 ___ __ __ _ _ 27.0 ____ C+ A C+ 70 __________ ____ 1024 ___________ ___ 57 __________ ____ Delay 10.1 LOS B+ 05/03/06 16:50:43 EB RT TH LT RT+TH LT 1321 31 1458 356 .906 .087 .783 .783 4.9 1.5 .43 .11 8.5 .1 .0 .0 .0 .0 1.00 1.00 13.3 1.6 B+ A 0 0 13.0 B+ 1352 YELM COMMERCIAL 05/03/06 YELM AVE 6 CLARK RD/PRAIRIE PARK ST 16:50:43 2008 PM PEAK HOUR VOLUMES WITHOUT PROJECT SIGNAL2000/TEAPAC [Ver 2.70.07] - Evaluation of Intersection Performance Intersection # 1 - _________________________ Sq 11 I Phase 1 1 Phase 2 1 I * * + I I I I v I ++++I I I I++++ v I North I <+ + +>I****> I I I + + + I**+* I Im + + + I v I _________________________ I G/C=0.083 I G/C=0.783 I I G= 5.0" I G= 47.0" I I Y+R= 9.0" I Y+R= 4.0" I Off= 0.09 I Off=15.08 I _________________________ C= 60 sec G-- 52.0 sec = 86.79 Y= 8.0 sec = 13.3 Ped= 0.0 sec = O.Ob MVMT TOTALS SB Approach WB Approach NB Approach EB Approach Int Param:Units RT TH LT RT TH LT RT TH LT RT TH LT Total AdjVOl vph 28 4 38 29 934 61 39 6 12 9 1312 31 2503 Wid/Ln:ft/# 0/0 12/1 12/1 0/0 12/1 12/1 0/0 12/1 12/1 0/0 12/1 12/1 g/C Rqd@C:8 0 9 0 0 53 0 0 5 0 0 71 0 g/C Used: B 0 8 8 0 76 78 0 6 8 0 78 76 SV @E: vph 0 127 116 0 1453 125 0 127 116 0 1458 356 3878 ___________ ______________ ______________ ______________ ______________ _____ SVC Lv1:LOS C+ C+ A A C+ C+ 8+ A B+ Deg Sat:v/c 0.00 0.23 0.30 0.00 0.66 0.48 0.00 0.33 0.09 0.00 0.91 0.09 0.76 HCM Delis/v 0.0 26.6 27.2 0.0 9.1 5.1 0.0 27.3 25.7 0.0 13.3 1.6 10.1 Tot Del:min 0 4 4 0 16 1 0 5 1 0 73 0 104 # Stopa:veh 0 7 9 0 108 5 0 11 3 0 247 2 392 Ebel: gal 0.0 0.1 0.2 0.0 1.6 0.1 0.0 0.2 0.1 0.0 4.1 0.0 6.6L CO Em: kg 0.0 0.1 0.2 0.0 1.6 0.1 0.0 0.2 0.1 0.0 4.2 0.0 6.SL ___________ ______________ ______________ ______________ ______________ _____ Queue l:veh 0 1 1 0 14 1 0 1 0 0 33 0 33 Queue 1: ft 0 25 30 0 359 22 0 35 9 0 835 7 835 YELM COMMERCIAL YELM AVE fi CLARE RD/PRAIRIE PARK ST 2008 PM PEAK HOUR VOLUMES WITHOUT PROJECT 05/03/06 16:50:43 SIGNAL2000/TEAPAC[Ver 2.70.07] - Evaluation of Intersection Performance APPR TOTALS Param:Units AdjVOl: vph Svc Lv1:LOS Deg Sat:v/c HCM Delis/v Tot Del:min # Stops:veh EUel: gal CO Em: kg Queue 1 veh Queue 1: ft SB Approach 70 C+ 0.27 26.9 8 16 0.3 0.3 30 WB Approach PIB Approach 1024 57 A C+ 0.65 0.28 9.1 27.0 17 6 113 19 1.9 0.3 1.7 ____ ___ ____ 0.3 ______________ __ _ 19 1 359 35 Int EB Approach Total 1352 ______________ 2503 _____ B+ B+ 0.89 0.76 13.0 10.1 73 109 299 392 4.1 6.6L 4.2 6.5L _____________ 33 _ _____ 33 835 835 YELM CODASERCIAL YELM AVE 6 CLARK RD/PRAIRIE PARK ST 2008 PM PEAR HOUR VOLUMES WITH PROJECT 05/03/06 16:52:46 SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Input Worksheet Intersection # 1 - Area Location Type: NONCBD I I 1 I 1 Key: VOLUMES -- > I 26 I 4 1 35 I I WIDTHS I 0.0 112.0 112.0 I v LANES I 0 1 1 1 1 II _________ I I I II \ 28 0.0 0 -------------- / I \ ------------------- /I\ -- 897 12.0 1 I __°_-__-___--- ______ I 28 12.0 1 / + / 60 12.0 1 North ___________________ _____________-___ I 1172 12.0 1 -- ___________________ \ I / ______________ 8 0_0 0\ I I I I ------ 1 10 I 5 1 32 I Phasing: SEQUENCE 11 I II 12.0 112.0 I 0.0 I PERMSV N N N N II 1 1 1 1 0 1 OVERLP N N N N II I 1 I LEADLAG LD LD SB WB NB EB RT TH LT RT TH LT RT TH LT RT TH LT Heavy veh, ~HV .0 .0 .0 .0 2.0 .0 .0 .0 .0 0 2.0 .0 Pk-hr fact, PHF .93 .93 .93 .95 .95 .95 .83 .83 .83 .89 .89 .89 Pretimed or Act A A A A A A A A A A A A Strtup lost, 11 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext eff grn, a 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival typ, AT 3 3 3 3 3 3 3 3 3 3 3 3 _______________ __ _______ ______________ ______________ Ped vol, vped 0 0 0 0 Bike vol, vbic 0 0 0 0 Parking locatns NO NO NO NO Park mnvra, Nm 0 0 0 0 Bus stops, NB 0 0 0 0 Grade, &G .0 .0 .0 .0 _________________________________________________________________________ Sq 11 I Phase 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 I**+ I I I I I I 1**+ 1 ++++I I I I I I I v I ++++I I I 1 I I I I++++ v I I I I I North I <+ ++>I****> I I I I 1 I I +++ I**** I I I I I Im +++ I v I I I I I ------------------------------------------------------------------------- C= 60"I G= 5.0" I G-- 47.0" G-- 0.0" I G= 0.0" I G= 0.0" G-- 0.0" I I Y+R= 4.0" Y+R= 4.0" I Y+R= 0.0" I Y+A= 0.0" I Y+R= 0.0" Y+R= 0.0" _________________________________________________________________________ YELM COMMERCIAL 05/03/06 YELM AVE fi CLAAE RD/PRAIRIE PARE ST 16:52:48 2008 PM PEAK HOUR VOLUMES WITH PROJECT SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Volume Adjust & Satflow Worksheet Volume SB WB NB EB Adjustment RT TH LT RT TH LT RT TH LT RT TH LT Volume, V 26 9 35 28 897 60 32 5 SO 8 1172 28 Pk-hr fact, PHF .93 .93 .93 .95 .95 .95 .83 .83 .83 .89 .89 .89 Adj my flow, vp _______________ 28 _____ 4 ____ 38 29 944 ____ _ 63 ___ 39 _____ 6 _____ _ 12 ___ 9 1317 __________ _ 31 ___ Lane group, LG RT+TH LT RT+TH LT RT+TH LT RT+TH LT Adj LG flow, v 32 38 973 63 45 12 1326 31 Prop LT, PLT .000 1 .00 .000 1 .00 .000 1 .00 .000 1 .00 Prop RT, PRT _______________ _____ .875 _____ . _ 000 ___ _____ .030 _____ . _ 000 ___ _____ .867 _____ . _ 000 ___ .007 __________ . _ 000 ___ Saturation SB WB NB EB Flow Rate RT TH LT RT TH LT RT TH LT RT TH LT Base satflo, so 1900 1900 1900 1 900 1900 1900 1900 1900 Number lanes, N 1 1 1 1 1 1 1 1 Lane width, fW 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1.000 1 .00 Heavy veh, fHV 1 .000 1 .00 .981 1 .00 1 .000 1 .00 .981 1 .00 Grade, fg 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1.000 1 .00 Parking, fp 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1.000 1 .00 Bua block, fbb 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1.000 1 .00 Area type, fa 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1.000 1 .00 Lane util, fLU 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1.000 1 .00 Left-turn, fLT 1 .000 . B00 1 .000 . 085 1 .000 . 800 1.000 . 235 Right-turn, fRT .869 1 .00 .996 1 .00 .870 1 .00 .999 1 .00 PedBike LT,fLpb 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1.000 1 .00 PedBike RT,fRpb 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1.000 1 .00 Local adjuatmnt 1 .000 1 .00 1 .000 1 .00 1 .000 1 .00 1.000 1 .00 Adj satflow, a 1651 1520 1856 162 1653 1520 1861 446 SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Capacity and LOS Worksheet Capacity SB WB NB EB Analysis RT TH LT RT TH LT RT TH LT RT TH LT Lane group LG RT+TH LT RT+TH LT RT+TH LT RT+TH LT Adj Flow, v 32 38 973 63 95 12 1326 31 Satflow, s 1651 1520 1856 162 1653 1520 1861 446 Lost time, tL 4.0 4.0 4.0 4.0 9.0 4.0 4.0 4.0 Effect green, g 5.0 5.0 47.0 4 7.0 5.0 5.0 47.0 47.0 Grn ratio, g/C .083 .083 .783 . 783 .083 .083 .763 .783 LG capacity, c 138 127 1453 127 138 127 1458 349 v/c ratio, X .232 .299 .670 . 496 .326 .094 .909 .089 Flow ratio, v/s .019 .025 .524 . 390 .027 .008 .712 .070 Crit lane group _______________ __________ ____ ___________ ___ __________ ____ __________ ____ Sum crit v/s,YC 0.740 Total lost, L 8.0 Crit v/c, Xc .859 YELM CO2MIERCIAL YELM AVE 6 CLARK RD/PRAIRIE PARK ST 2008 PM PEAR HOUR VOLUMES WITH PROJECT SIGNAL2000/TEAPAC[Vei 2.70.07] - HCM Capacity and LOS Worksheet 05/03/06 16:52:48 Delay SB WB NB EB and LOS RT TH LT RT TH LT RT TH LT RT TH LT Lane group, LG RT+TH LT RT+TH LT RT+TH LT RT+TH LT Adj Flow, v 32 38 973 63 45 12 1326 31 LG capacity, c 138 127 1453 127 138 127 1458 349 v/c ratio, X .232 .299 .670 .496 .326 .094 .909 .089 Grn ratio, g/C .063 .063 .783 .783 .083 .083 .783 .763 Unif delay, dl 25.7 25.9 3.0 2.3 25.9 25.4 4.9 1.5 Incr calib, k .11 .11 .24 .11 .11 .11 .43 .11 Incr delay, d2 .9 1.3 1.2 3.0 1.4 .3 8.8 .1 ¢ueue Delay, d3 .0 .0 .0 .0 .0 .0 .0 .0 Unif delay, dl* .0 .0 .0 .0 .0 .0 .0 .0 Prog factor, PF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Contrl delay, d 26.6 27.2 9.2 5.3 27.3 25.7 13.7 1.6 Lane group LOS C+ C+ A A C+ C+ B+ A Final Queue,Qbi 0 __________ 0 ____ 0 __________ 0 ____ 0 _______ 0 0 0 _______________ Appr delay, dA 26.9 9.2 27.0 13.4 Approach LOS C+ A C+ e+ Appr flow, vA 70 1036 57 _ _ 1357 __ _ ___ _______________ Intersection: __________ Delay ____ 10.3 __________ LOS ____ 8+ _________ _ __ __ _____ _ YELM COM[~RCIAL 05/03/06 YELM AVE 6 CLARK RD/PRAIRIE PARK ST 16:52:48 2008 PM PEAK HOUR VOLUMES WITH PROJECT SIGNAL2000/TEAPAC[Ver 2.70.07] - Evaluation of Intersection Performance intersection # 1 - _________________________ Sq 11 I Phase 1 1 Phase 2 1 I * * + I ^ I I I v I ++++I I I I++++ v I North I <+ + +>I****> I I I + + + I**** I Im +++ I v I I G/C=0 083 I G/C=0.783 I G= 5.0" I G= 47.0" I I Y+R= 4.0" I Y+R= 4.0" I I Off= 0.08 I Off=15.08 I _________________________ C= 60 sec G= 52.0 aec = 86.78 Y= 8.0 sec = 13.38 Ped= 0.0 sec = 0.08 MVMT TOTALS SB Approach WB Approach NB Approach EB Approach Int Param:Units RT TH LT RT TH LT RT TH LT RT TH LT Total AdjVOl: vph 28 4 38 29 944 63 39 6 12 9 1317 31 2520 Wid/Ln:ft/# 0/0 12/1 12/1 0/0 12/1 12/1 0/0 12/1 12/1 0/0 12/1 12/1 g/C Rqd@C:8 0 4 0 0 59 0 0 5 0 0 71 0 g/C Used: 8 0 8 8 0 78 78 0 8 8 0 78 78 SV @E: vph 0 127 116 0 1453 125 0 127 116 0 1458 349 3871 ___________ ______________ ____________ _ _____ Svc Lv1:LO5 C+ C+ A A C+ C+ 8+ A B+ Deg Sat:v/c 0.00 0.23 0.30 0.00 0.67 0.50 0.00 0.33 0.09 0.00 0.91 0.09 0.76 HCM Delis/v 0.0 26.6 27.2 0.0 4.2 5.3 0.0 27.3 25.7 0.0 13.7 1.6 10.3 Tot Del:min 0 4 9 0 17 1 0 5 1 0 75 0 107 # Stops:veh 0 7 9 0 111 6 0 it 3 0 250 2 399 EUel: gal 0.0 0.1 0.2 0.0 1.9 0.1 0.0 0.2 0.1 0.0 4.2 0.0 6.BL CO Em: kg 0.0 0.1 0.2 0.0 1.6 0.1 0.0 0.2 0.1 0.0 9.2 0.0 6.SL ______ ________ ______________ ______________ ______________ _____ queue l:veh 0 1 1 0 14 1 0 1 0 0 33 0 33 Queue 1: ft 0 25 30 0 366 23 0 35 9 0 847 7 897 YELM COEAfERCIAL 05/03/06 YELM AVE fi CLARK RD/PRAIRIE PARK ST 16:52:48 2008 PM PEAK HOUR VOLUMES WITH PROJECT SIGNAL2000/TEAPAC[Vez 2.70.07] - Evaluation of Intersection Performance APPR TOTALS Int Param:Units SB Approach WB Approach NB Approach EB Approach Total AdjVOl: vph 70 _______ 1036 ______________ 57 ______________ 1357 2520 ____ __________ Svc Lv1:LOS C+ A C+ B+ B+ Deg Sat:v/c 0.27 0.66 0.28 0.89 0.76 HCM Delis/v 26.9 4.2 27.0 13.9 10.3 Tot Del:min 8 18 6 75 107 # Stops:veh 16 117 14 252 399 Ebel: gal 0.3 2.0 0.3 4.2 6.BL CO Em: kg 0.3 _______ 1.7 ______________ 0.3 ______________ 4.2 ______________ 6.SL _____ __________ Queue l:veh 1 14 1 33 33 queue 1: ft 30 36fi 35 847 847 TWO-WAY STOP CONTROL SUMMARY eneral Information ite Information nal st Intersection Yelm Ave 8 4fh St en /CC. uristliction Date PeROrmetl nal sis Year na sis Time Periotl Pro'ect Desui lion EXISTING PM PEAK HOUR VOLUMES EasWJest Street. Yelm Avenue SR-50] North/South Street 4th Street BE/NE Intersection Orientation: Eest-West tutl Periotl hrs : 0.25 ehicle Volumes antl Adustments Ma'or Street Eastbcuntl Weslbountl Movement 1 2 3 4 5 6 L T R L T R olume vehlh 6 93] 1 2 ]B2 11 Peak-hour (actor, PHF 0.9] 0.9] 0.9] 0.95 095 0.95 Hourly Flow Rate (veh/h) 6 965 / 2 823 if roportion of heavy vehicles, Pav 0 0 - - Metlian type Two Way Leff Tum Lane RT Channelizetl? 0 0 Lanes 1 1 0 1 f 0 onfguretion L TR L TR U stream Si nal 0 0 Minor SVeet Northbountl Southbound Movement T 8 9 10 11 12 L T R L T R olume vehlh 3 0 6 5 0 8 eak-hour factor, PHF 0.56 056 0.56 O.Bf 0.81 O.H7 Hourly Flow Rate (veh/h) 5 0 f0 6 0 9 Proportion of heavy vehicles, PHv 0 0 0 0 0 0 Percent gratle (%) 0 0 Flared approach N N Storage 0 0 RT Channelizetl] 0 0 Lanes 0 1 0 0 1 0 on6guralicn LTR LTR ontrol Oela Queue Len th Level of Serv ice pproach EB W13 Northbountl Southbound Movement 1 4 T 8 9 10 11 12 Lane Configuration L L LTR LTR olume, v(vph) 6 2 15 15 opacity, c,,, (vphj B08 ]21 246 255 Ic ratio 0.01 000 0.06 006 ueue length (95%) 0.02 0.01 0.19 0.19 ontrol Delay (slveh) 9.5 10.0 20-6 20.0 LOS A B C C pproach tlelay (s/veh) -- -- 20.6 20.0 pproach LOS - -- C C xcazaam, ~wn~e~~~.w~~~~..,~,no~.,o„d..~ s ~waa •• TWO-WAY STOP CONTROL SUMMARY eneral Information ite Information nal st Intersecion Yelm AVe 84th St en /Ca. uristliciion Date Perlormetl nal sis Vear nal sis Time Period Prc ed Desui lion 2008 PM PEAK HOUR VOLUMES WITHOUT P ROJECT EasWJesl Street. Ye1m Avenue SR-507 otlh/South Street: 4fh Street SE?JE Intersection Orientation: East-West tutl Periotl hrs '. 025 ehicle Volumes and Ad'ustments a'or Street Eastbountl Westbountl Movement 1 2 3 4 5 6 L T R L T R olume vehlh 6 1218 i 3 1055 12 Peak-hourfactor, PHF 097 0.9] 0.9] 0.95 0.95 095 Hourly Flow Rate (vehm) 6 1255 1 3 1110 12 Proponion of heavy vehicles, Pnv 0 _ _ 0 - - Metlian type Two Way Le@ Tum Lene RT ChannelizetlP 0 0 Lanes 1 1 0 1 1 0 anflguration L TR L 7R U stream B' nal 0 0 Inor SUeat Northbountl Southbound Movement 7 8 9 10 11 12 L T R L T R olume vehm 3 0 7 ] 0 B Peak-hour (actor, PHF 056 0.56 056 0.81 0.81 0.81 Houry Flow Rate (vehlT) 5 0 12 B 0 9 Proponion of heavy vehicles, Pnv 0 0 0 0 0 0 Percent gretle (%) 0 0 Flaretl approach N N Storage 0 0 RT Channelizetl? 0 0 Lanes 0 1 0 0 1 0 onfguration LTR LTR ontrol Dela Dueue Len th Level of Serv ice pproach EB VJB Northbountl Southbountl Movement 1 4 ] 8 9 10 if 12 Lane Configuration L L LTR LTR olume,v(vph) 6 3 i7 1] opacity, cm (vph) 630 561 i6] 156 /c ratio 0.01 0.01 0.10 0.11 ueue length (95%) 0.03 002 033 0.36 ontrol Delay (slveh) 10.8 11.5 29.0 30.9 LOS B B D D pproach tlelay (slveh) - -- 29.0 30.9 pproach LOS -- -- D D rrLVOOm.~ corrneni c rm~ u.»~„~y orno~~ea. nn a~en~ xd.rvm va,~o~ <.ir TWO-WAY STOP CONTROL SUMMARY arai mfnrmatinn ite Information nal st Intersection Yelm AVe 84th Sf en /Co. urisdiction Date Pemortned nal sis Year nal sis Time Period uuloam+~ cavn~nn~ ozw~ o~~.en~n orno~m. nn asni. a..>.a s~~ <~~ TWO-WAY STOP CONTROL SUMMARY eneral Information ite Information nalysl gang/Co. ate Pertormetl nal s¢Time Periotl Intersection uristlidion nalysis Vear Plaza Dr& Entrance Pro'ed Descn tion 2008 PM PEAK HOUR VOLUMES WITH PROJ ECT EastNVest Street: Entrance Nonh/South Street: Plaza Drive Intersection Orientation: North-SOUM tud Period hrs : 0.25 ehicle Volumes antl Ad'u stments a or Street Northbountl Soulhbountl Movement 1 2 3 4 5 6 L T R L T R olume 0 52 43 6 28 0 Peak-Hour Factor, PHF 090 090 090 0.90 0.90 0.90 Hourly Flow Rate, HFR D 5] 47 6 31 0 ercent Heavy Vehicles 0 - - 0 - - Median Type UnCivitletl RT Channelaed 0 0 Lanes 0 f 0 0 1 0 onfguration TR LT U stream Si nal 0 0 inor Street WesOOUntl Eastbountl Movement ] 8 9 10 11 12 L T R L T R olume 46 0 8 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 090 0.90 0.90 ouM Flow Rate, HFR 51 0 8 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Gretle (h) 0 0 Flared Approach N N tox9e 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 onfiguretion LR Dela Queue Lan th antl Level of Service proach NB SB Westbountl Eastbountl Movement 1 4 ] 8 9 10 11 12 Lane Configuration Li LR (vph) 6 59 (m)(vph) 1500 88] /c 0.00 0.07 5% pueue length 0.01 0 21 ontrol Delay ].4 9.3 LOS A A pproach Delay - - 9.3 pproach LOS - - A Rights Reserved xevaoaM coprnem o zoo cm....,,~rorrmem nu a~se~ aQe~.~e ~e„o~ aie v.a~o. a v eelow ame, „~ ataspe not eta Above arve, ti hathar araysb recgnmxMed. 1aa ira 7D s ~t21 50 ~M tpMpHl21 50M~~ 25 20 16 1D o ~ %TObI DHV Tumpq Leo (ekgb tuming molertie~ (1) DHV is total volume from both directions. (2) Speeds are posted speeds. Left-Turn Storage Guidelines (Two-Lane, Unsignalized) Flgure 910-@a .'' w r ~ r 2 c n ~ N I W s ~ d F ~ ~^ O' F- N 3 `~ w 2 ~ J -. ~. .. ~ H 7 G( Z ~ F, A A _ -$ J Q J ~ Q ¢ ~ 1 - W 4 F- ~ ~ N 0 A 0 w 0 2 W z a 2 z F- F- u W J Deslgn Manual M 21.01 /niersectlons Ar Grade Jenuary2005 Pege 810-18