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TIA 001 (2)~•~ HEATH & ASS~CIA1'ES, INC. Transpe~rlation and Civil Engineering YELM PLA7A TRAI'FIC IMPACT ANAIIYSIS YELM, WA r°~ zo7zo .~,Q' °~ IsT~R~ ~t~~' S10NAL vS~1°~ab r• • EXPIRES 6 f 30~`g7,~~ Prepared for; Mike McKinnon Sr Fourbest Partners, LLC P.4. I3ox 12540 fly°mpia, WA 98508 MAY 200fi ~~'r~ ~' J ,~f~ ~~~ i;~~ 2214 T~~cc~ma Road • Puyallup, WA {J8371 • f?53] 77[}-14[]] • I~ax (ZS i} 77~-1473 YELM PLAZA TRAFFIC IMPACT ANALYSIS T~4BLE DF CONTENTS I. Introduction ...................................................... .......3 .................................................... II. Project Description ............................... ....3 III. Existing Conditions .................................................. ..3 ................................................. I V . Future Traffic Demand ......................................... ..............10 ....................................... V. Conclusions and Mitigation .............. 1 ~ Appendix LIST DF TABLES 1. Existing Level of Service ........................... ............ g ................................................... . 2. Trip Generation ............................. ............................................................................1 ~ 3. Future Level of Service .................... ..................16 LIST DF FIGCRES 1. Vicinity Map & Roadway System ................................ .,,,.,,.,..,,,.,.„4 .......................... 2. Site Plan ............................................................ ... ........ .. ....................................5 3. Existing PM Peak Hour Volumes ...................... ....................................................... 7 4. Trip Distribution & Assignment ...................... ..........11 ........ ................................... 5. Pipeline Volumes ............................................ .....1 Z .................................................... . 6. 2408 PM Peak Hour Volumes Without Project ...................... ....,,,.,,,..,,13 ................... 7. 2008 PM Peak Hour Volumes Vaith Project ................. ............................................14 2 YELM PLAZA TRAFFIC IMPACT ANALYSIS I. INTRQDZICTION 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 conditions and intersection congestion, forecasts of newly generated project traffic, and estimations of future intersection delay. The first task includes the collection of general roadway information, 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 the present degree of intersection congestion. Forecasts of fixture 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 passible off-site mitigation measures are defined. II. PRQ.IECT DESCRIPTIQN The proposed project consists of 3 mixed use office-retail buildings. Each building is two stories tall, 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 to 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 tv 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 shawl 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. III. EXISTING C~NDIT'IQNS A. Surrounding Roadway System Roadways serving the 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 b. d uA ~.. ~. ~. Y 1'~LM PLAZA HEAT~I & ASSOCIATES, INC ~ransport.ation and Civil Engineering SI7~ PLAN PIGURP 2 Plaza Drive NE is a two-lane roadway which lies to the west of the site. Lane widths are up to 17 feet, with curbed shoulders. The speed limit is not posted, but assumed at 25 mph. A sidewalk is provided an the east side of the read. Yelm Avenue, ~r 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 tum lane is provided far mast of the roadway section in Yelm. Right turn lanes are provided at major intersections. The posted speed limit ranges from 25 mph to 35 mph in the vicinity. Lanes are 12 feet wide, while shoulders are compared of curb and sidewalk. Bike lanes are provided an both sides of the road. Grades are flat. SE vancal Read is anorth-south two-lane roadway that lies to the west of the project. The posted speed limit is 2S mph. Lane widths are roughly 13 feet, with shoulders composed of curb and sidewalk. 103rd Avenue SE is a two-lane roadway which lies to the north of the property. Lane widths are 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 bath sides of the road. Clark Road SE is a north-south two-lane roadway that lies tv the west of the project. Lane widths are 12 feet, with grasslgravel shoulders. The posted speed limit is 25 mph. 4th Street SEINE is a north-south local road that lies to the west of the project. Total roadway width ranges from 1 S feet to 19 feet, with grasslgravel shoulders. Nv speed limit is pasted. B. Existing Peak Hour Volumes Field data for this study was collected frvrn May of 2DD5 to April of 2DD6. Counts were taken during the evening peak period between the hours of 4 PM and 6 PM. This specific peak period is targeted for analysis purposes since it generally represents a worst case scenario far office developments with respect tv traffic conditions. This is primarily due to the common 8 AM to 5 PM work schedule and the greater number of recreation and shopping trips associated with the early evening period. Drivers often travel home after work at approximately the same time of day, typically between 4 PM and 5 PM, which translates to a natural peak in intersection and arterial traffic loads. Figure 3 on the following page shows the evening peak hour counts taken at the key intersections of Yelm AvelPlaza Dr, Yelm AveNancil Rd, Yelm Avell D3rd Ave, Yelm AvelClark Rd, Yelm Avel4th St. Average daily traffic (ADT} volumes far State Routes are available from the Washington State Department of Transportation. i HEATH & ASSOCIATES, INC ~JCiSTiNG PM PEAK hQUI~ VQLUMES Transportation and Giail Engineering FIGUPE 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 [LQS} which is an established measure of congestion for transportation facilities. LOS is defined far a variety of facilities including intersections, freeways, arterials, etc. A complete definition of level ^f service and related criteria can be found in the HCM. The methodology for determining the LDS at signalized intersections strives to determine the volume to capacity [~Ic} ratios for the various intersection movements as well as the average control delay for those movements. Delay is generally used to measure the degree of driver discomfort, frustration, fuel consumption, and lost time. Control delay, in particular, includes movements at slower speeds and stops on intersection approaches as vehicles move up in queue position or slow dawn upstream of an intersection. Aside from the overall quantity of traffic, three specifc factors influence signalized intersection LQS. These include the type of signal operation provided, the signal phasing pattern, and the specific allocation of green time. The methodology far determining the LDS at unsignalized intersections strives to determine the potential capacities for the various 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 particular 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 availabilitylusefulness of gaps. The range for intersection level of service is LOS A to LDS F with the former indicating the best operating conditions with law control delays and the latter indicating the worst conditions with heavy control delays. Existing LOS is shown in Table 1 found on page 9. This analysis involved the Signal Za~O and HC5-2aQ0 programs which are based on Chapter i b and 17 procedures in the 200Q Highway Capacity Manual. As shown in Table 1, the highest delays are shown at the intersection of Yelm AvelPlaza 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 are currently operating with delays of LOS A to LQS C. 8 TABLE 1 Existing Level of Service Detays given in seconds per vehicle intersection Cantrod Approach LQS Delay Yelm AvelPlaza Dr Stop Northbound D 26.8 Southbound F 146.8 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 Ave1103rd Ave Stap Westbound C 22.0 Eastbound C i 8.5 Northbound LT B 10.1 Southbound LT B 10.6 Yelm AvelCiark Rd Signal Southbound C 26.8 Westbound A 2.4 Northbound C 26.7 Eastbound A 4.4 Overall A 5.0 Yelm Avel4th 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 nearest transit service available is an Yelm Avenue and 103rd Avenue. Intercity Route 94 runs from the Olympia Transit Center to the Nisqually Plaza, with service in the project vicinity between 6:00 AM and 7:30 PM. The nearest stop is located at the intersection of 103rd AvelPlaza St. At best, only minor transit usage would likely be realized in the future with most project trips made via passenger ear. No trip generation reductions were made for transit in order to have a conservative analysis. 9 1~. Sight Distance at Accesses A preliminary examination of the existing shared access locations onto Plaza Drive 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 Bvvk, a minimum entering sight distance of 335 feet would be required far a 30 mph design speed. Based on field reviews, this minimum is met. No obstructions were noted which would restrict sight distance. Horizontal and vertical curvature of the roadways is negligible. IV. FUT~TRE TRAFFIC DEtLI~4ND A. Trip Generation Trip generation is used to determine the magnitude of project impacts on the surrounding street system. Data presented in this report was based vn City of Yelm default trip generation values provided in Table 15.40.030.B.1 of the Yelm Municipal Code. The designated land uses far this project are defined by Commercial-Administrative Office [~9,g99 sq ft} and Miscellaneous Retail Sales. The Yelm data only provides far the 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 5Q% net new trip rate, and offices having a 90°/n net new trip rate. The average daily trips were obtained using ITE Trip Generation 5th Edition and 7th Editions for offices [LUC 710} and specialty retail [LUG 8I4}, respectively. The ITE data was also used to determine the inboundloutbound splits. Table 2 gives a summary of the estimated project trip generation. TABLE Z Trip Generation Volumes -Total Volumes 6, DDD sf fZetail 6, DDa sf nice Totals Gross (Newt Grass (New) Gross (New) AWDT 26b (133) 167 (150) 433 (283} PM Peak Enter 13 (5} 4 [4} 17 { 10} PM Peak Exit 1 b (S) 21 (18) 3 7 (2b} PM Total 29 (14) 2S (22} 54 (35} B. Trip Distribution Pattern Trip distribution describes the process by which project generated trips are dispersed onto the street network surrounding the site. Site generated trips are expected to follow the trip pattern shown in Figure 4 on the fallowing page. Note that the total project volumes should have an effect only at the entrance intersections and the Yelm AvelPlaza Dr intersection, while net new trips were applied to all other intersections. Also note that ld i 0 °~~ ~ o 4 °~sr Op N ~ ~ ~- .a O ~~^ p ~~~0~ ~ ~~ O ~ ~ ~ 5 ~ STOP i U ~ [~ f I O 6 2 O F ^ JS ELM . ~y / ~~`Sr }~_ -- 5~ / D ^ U ^-~J ~ ~o 4~ n .-,a °~T~~ \ O ^ D 7bTAL TRIP5 - PM PEAK INSOLiND: ! 7 VPtt bi1TBOUNQ: 37 VPH NEW TRIPS - PtN PEAK INBblJN6: I O VPH OUTBOUND: 2s? VPtt YELM PLAZA - ~ / NE 103RI] AVE 5~ ~, _ -_ ~L,~ { i ^ to `~~F~ ~ PLC w ~ ^ F,~ ~' ^ 5~ ` p~, [~ ]' SQ% 51T~ STOP f- a5 ~ ~ ~~ T 507 Q ~~o~ ~ 54'o s^7 .._ a a ,oo^ ^ ~~ ~ ~ D [I~aJI o 0 4--.. ~ FI2 I r 8-J ~ ~7 U-~ ~ ~ i + p~ STOP F6 ~D ^ I ~Tr~D ---- o ^ D / I NOTE TQTAL TRIPS APPLIEp 70 PROJECT ENTRANCE ANQ YELM AVE 1 PLAZA D2 HEATII & ASS~CIA'PES, INC Transportation and Civil Engineering I ~, TRIP D15TRI8UTION # A551GNIvSENT FIGURE A D ,, ~ / O "~ ~' 2 ~y3~ ~ , N ~ ~p C ~ ~ o -o --_ 2P, ~25 a ~~~~ , p r _~ _ o ~o ~ ~~ 1 '` ~~' f~ ~~ ~p6 9 0 --e,~ a~ r .~ ~ Tpp ~2 ~ ~ / ~ ~~5~ 7 \` o~_ _ ~~ r ~~M 26 4 35 26~ ~ ~ ~9 168 ~ F8B7 ~~T~~ rd 5 32 '~'~ LM PLAZA 6~ ~~6~,R ,IA 3 ~1v ~6 0 0 ~ ~J ~.2 ~ ~ -~--?- ~~ ~~~ 56 57 924 ~ ~b26 ~~Tr~~ 65 4^ 59 HEATH & ASSOCIA'T'ES, INC Transportation atzd Civil Engineering w ^~ K K O 35 O 24 47~ ~ ~31 042 SfUP F9A9 ~~Tr'~ 5 2 154 2G08 PM PEAK f10UR VDLUM>=S WI7h4ll7 P12flJECT FIGUf2E 6 8 J 6, ~ / O 2 ~N 22 Tpp ~~ •/~ ~ Jy~ O , 3/ ~~M 6~ 3 ~~66'R ~n 20 ~ ~0 1i "' R~ ~^ \~ ~ X92/ 3~ 26 6 ~8 SIOP~ T ~46 52 43 51T~ ~~ ~ 3~~ 28 28 +72~ ~ F697 i /// ~~ I ~~ r01 5 32 Y~LM PLAZA ~~ ~ 9~~ 56 57 928 ~ F838 +~~ t ~~ 165 4D 6D HEATH & ASSOCIATES, INC Transportation and Civil Engineering K D 1 ~ l 2~~ 55 38 D42~ ffii'~P F949 k2 135 ~~iT~~ 5 2 154 2006 PM PEAK k10U12 VpLUMES W1TF1 PROJECT ~IGUf2~ 7 easterly ^utbound project traffic is expected tv use the backdoor entrance to make a southbound left turn at the signalized intersection of Yeim AvelCreek St, instead of the difficult southbound left turn at the unsignalized intersection of Yelm AvelPlaza Dr. Also note that the Plaza Dr1103rd Ave intersection identified by the City of Yelm is expected tv only receive f~ PM peak hour trips which is below the typical study threshold, and was therefore not analyzed for LUS. C. Peak Hour Valumcs With ar~d Without the Project Corrapletivn of this subdivision is expected by the year 2008, therefore, future traffic vaiumes far the 2008 horizon year were targeted and analyzed. Baseline 2Q0$ peak hour volumes without the project were derived by applying a 2 percent growth rate per year to the existing volurncs of 1~~igure 3. The traffic from several pipeline projects were also considered for future volumes. These projects include Willow Glen 3, `Terra 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 200$ volumes with the project are shown in Figure 7. Note that future volumes at the Plaza DrlEntrance intersection are 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 vvtumes with and without project generated trips added to the primary intersections and entrance nodes. Results for intersection delay conditions were determined again through the use of the Signal 20fl0 and HCM 2000 programs. A summary of the analysis results is shown in Table 3 vn the following page. Again, since Plaza Dr1103rd Ave would only receive 6 PM peak hour project trips, the intersection was not analyzed for LQS. The 2008 LDS analysis both with and without the project indicate 3 approaches with high delays of LDS E or F. Northbound and southbound delays at the Yelrn AvelPlaza Dr intersection are calculated at LOS F without yr with project traffic added. With the additional through volumes on Yelm Avenue from growth and pipeline, the minor street left turn movements from Plaza would incur heavy delays. However, both of these movements have routing options that would shift the left turn to a signalized location. Southbound left turns have the option of using Algiers Drive or the internal access road to shift over to Creek Street which is signalized at Yelm Avenue. Northbound left turns have the option of moving west internally through the Safeway lot to shift over to Vancil Road, which is signalized at Yelm Avenue. These shifts may he expected to become attractive as through volumes on Yelm Avenue increase. An analysis of Ye1mlPlaza Dr with southbound left turn volumes shifted as described above results in southbound delays reduced to LDS C' at 20 seconds. Uther future intersection delays are generally in the LUS A to I~US D range. 15 TABLE 3 Future 2008 Level of Service Delays given in seconds per vehicle Intersection Ye1mlPlaza Dr Ye1rnlVancil Rd Ye1m1103rd Ave Ye1mlClark Rd Yelml4th St PlazalEntrance Control Stop Signal Stop Signal Stop Stop Geometry Northbound Southbound Eastbound LT Westbound LT Southbound Westbound Northbound Eastbound Overall Westbound Eastbound Northbound LT Southbound LT Southbound Westbound Northbound Eastbound overall Northbound Southbound Eastbound Westbound Westbound Southbound Without Project LDS Delay F 78.2 F X1000 B 10.7 B 13.2 C 30.0 C 24,9 D 35.5 C 34.7 C 30.8 E 42.7 D 26.6 B 11.7 B 12.8 C 2G.9 A 4.1 C 27.0 B 13.0 B 10.i D 29.0 D 30.9 s l a.8 B 11.5 With Project Las D~l~y F 81.7 F X1000 B 10.$ B 13.2 C 30.0 C 26.0 D 35.5 D 35.4 C 31.5 E 43.5 D 26.7 B 11.7 B 12.9 C 26.9 A 4.2 C 27.0 B 13.4 B 10.3 D 29.3 D 3I.3 B 10.8 B 11.5 A 9.3 A 7.4 E. Left Turn Lane Warrants Left turn lanes are a means of providing a necessary storage area for Ieft turning vehicles at intersections. Methods have been developed by various agencies to determine under what circumstances a left turn lane would be needed. For this impact study, procedures from the WSDQT Design Manual, Figure 910-9a would be used to ascertain storage requirements on Plaza Drive at the project entrance. The analysis indicates that a left turn lane is not warranted based on the law volumes. Refer to the appendix for Figure 910-9a and the applicable input values. lb V C~NC~ tISIQNS AND MI'1'IGATIt7N The Yelm Plaza project proposes to add 3office-retail buildings far a total of 12,000 square feet of building area, split with 6,000 retail and 6,x00 office. The site is located vn the east side of Plaza Drive and north of Yelna Avenue in the City of Yelm. Access to Plaza Drive and Creek Street is through shared existing driveways. This project is expected to have an average of 433 total trip movements during a typical weekday, 2$3 of which would be new to the street system. An estimated 54 total trips are expected during the PM peak hour, 36 of which would lae new to the street system. Several intersections were reviewed for LQS. Based on this review, same slight increases in delay may be expected due to the addition of project traffic. As calculated, southbound delays on Plaza Drive at Yelm Avenue may he heavy, however, shifting of left turn volumes to the signal at Creek StlYelm Ave would reduce southbound delays at Plaza to LDS C. Sight distance at the project entrances is adequate. A left turn lane is nat warranted on Plaza Drive. Based on this analysis the following mitigation is identified: 1. Provide the city of Yelm mitigation fee far 36 net new PM peak hour trips. No other mitigation is identified. 17 YELM PLAZA TRAFFIC IMPACT ANALYSIS APPENDIX 28 LEVEL DF SERVICE The following are excerpts from the 2000 Hightivay Capacity Manual -Transportation Research Board Special Report 209. Quality of service requires quantitative measures to characterize operational conditions within a traffic stream. Level of service {LDS} 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 LDS are defined for each type of facility that has analysis procedures available. Letters designate each level, from A to F, with LDS A representing the best operating conditions and LOS F the worst. Each level ^f service represents a range of operating conditions and the driver's perception of those conditions. Level-of-Service definitions The following definitions generally define the various levels of service for arterials. Level of service A represents primarily free-flow operations at average travel speeds, usually about 94 percent of the free-flaw speed for the arterial classification. Vehicles are seldom impeded in their ability to maneuver in the traffic stream. Delay at signalized intersections is minimal. Level of service B represents reasonably unimpeded operations at average travel speeds, usually about 7d 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. Level of service C represents stable operations; however, ability to maneuver and change lanes in midbiock locations may be more restricted than in LDS B, and longer queues, adverse signal coordination, yr both may contribute to lower average travel speeds of about SO percent of the average free-flow speed for the arterial classification, Level of service D borders on a range in which small increases in flow znay cause substantial increases in approach delay and hence decreases in arterial speed. LDS D may be due to adverse signal progression, inappropriate signal timing, high volumes, ar some combination of these. Average travel speeds are about 4fl percent of free-flaw speed. Level of service E is characterized 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. 14 Level of service F characterizes arterial flaw at extremely law 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 ^f service quality and the operational variables used to describe them. Far each type of facility, levels of service are defined based an one or mare operational parameters that best describe operating quality for the subject facility type. While the concept of level of service attempts to address a wide range of operating conditions, limitations on data collection and availability make it 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 ^f effectiveness" or "MDE's", and represent available measures that best describe the quality of operation an 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 fallowing tables describe levels of service for signalized and unsignalized intersections. Level of service far signalized intersections is defined in terms of av_ erase control delay. 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 a_ f Service Control Delay per Level of Service Vehicle sec) A X10 B ~ 1 Q and ~ 20 C ~ 20 and ~3S D X35 and ~S5 E ~ 55 and ~ 8fl F ~ $0 2a Unsignalized Intersections -Level of Service Level of Service A B C D E F Average Total Delay per Vehicle (sec} c 1 ~ .~ ~l0and~15 ~15and~25 ~ 25 and X35 ~ 35 and X50 ~ 50 As described in the 2000 Highway Capacity Manual, level of service breakpoints for all- 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 at a signalised intersection for the same level of service. AWSC Intersections -Level of Service Level ^f Service A B C D E F Average Total Delay per Vehicle (sec] ~ 10 .~ ~ 10 and ~ 15 ~15and~25 ~ 25 and X35 ~ 35 and ~ 50 ~ 50 21 ~vo ~ d ~~~oi TABLi~ 15.40,R~Q.B.1. {C~~t,y TRIP (i~CEN RA'i"a }?i8~'AUIIi` YALF}~ - P.M. PFAI~ HOUR ~0 9, ~ s 9IC~`A ~A9- 90°r6 8.88 ~,~OQ - ~ 989 ~ fif~`A 2.Sfi 9 2.50 ~o ~ -99999 fG $ ffitCFA 2.DR 9fl~ 1.80 IUd.OQO.199.599 s fs; ItlCFA Lf4 OS4 g00 ODt3.299 9 9: >~rIC~`A 1.46 909 I.31 trey $DO,R49 ft ~}~A I.29 9tI4b L16 Medic. ~~ficelGlinic f't~FA 4.U8 7516 8.!]fi ~~ I>ad ~l4FA ~ ~' 0,98 1flQ~ • .98 IS+rlustrisl Ps~k s 2~>x`A fi.98 1~a 4.98 Warehawain s ftlCFA f3.'74 1D095 0.7¢ kFar uses eefth Unit of Measure ia'rc~ ft-141~`A" or "sci ~t'1GLA", tx~p rates 'ss ga~en as gips ger It30D sq ft of ~vss floor area [CFA) ar e'r+oes ieaaebls area (C}L~7. {~\d.ets~E06~kT02.ta~~ City of Yeirn flrdinartce 624 March Z5. 1948 Page 5 64U1444'd 6l8#~ ~blE 85b 09£ A34 l~Da-W~13A 34 ~I9 ~l~Zf 100-LZ--930 Summary of Trip Generation Calculation For 6 T.G.L.A. of Specialty Retail Center April d4, 200& Average Standard Adjustment Driveway Rate peviation Factor Volume Avg. weekday 2-Way Volume 44.32 15.52 1.DD 265 7-9 AM Peak Hour Enter D.00 O.Ob 1.DD 0 7-9 AM Peak Hour Exit 0.00 O.DO 1.OD 0 7-9 AM Peak Hour Total O.DO 0.00 1.OD 0 4-6 PM Peak Hour Enter 1.19 D.DO 1.DD 7 4-6 PM Peak Hour Exit 1.52 0.~0 1.OD 9 4-6 PM Peak Hour Total 2.71 1.83 I.DD 16 AM Pk Hr, Generator, Enter 3.28 O.DO 1.DD 20 AM Pk Hr, Generator, Exit 3.56 O.OD 1.D0 21 AM Pk Hr, Generator, Total 6.84 3.55 1.DD 41 PM Pk Hr, Generator, Enter 2.81 D.DO 1.OD 17 PM Pk Hr, Generator, Exit 2.21 D.DD 1.00 I3 PM Pk Hr, Generator, Total 5.02 2.3I 1.00 3D Saturday 2-Way Volume 42.04 13.97 1.DD 252 Saturday Peak Hour Enter 0.00 D.DO 1.DD 0 Saturday Peak Hour Exit 0.00 0.00 1.OD D Saturday Peak Hour Total D.00 D.00 1.00 0 Sunday 2-Way Volume 20.43 1x.27 1.DD 123 Sunday Peak Hvur Enter O.OD O.OD I.OD D Sunday Peak Hour Exit 0.00 O.OD 1.D0 D Sunday Peak Hour Total 0.00 O.Da 1.DD 0 Note: A zero indicates nv data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATIQN BY MICRCTRANS SUMMARY OF TRIP GENERATION CALCULATIQN FOR 6 TH.GR.SQ.FT. OF GENERAL OFFICE AVERAGE RATE STANDARD DEVIATION ADJUSTMENT FACTOR DRIVE WAY VOLUME AVG WKDY 2-WAY VOL 27.88 0.00 1.00 16 7-9 AM PI: HR ENTER 3.1$ 0.00 1.00 19 7-9 AM PK HR EXIT 0.39 O.DD 1.D0 2 7-9 AM PK HR TOTAL 3.58 D.40 1.00 21 4-6 PM PK HR ENTER 0.66 0.44 1.40 4 4-5 PM PK HR EXIT 3.23 D.00 1.00 19 4-6 PM PK HR TOTAL 3.90 0.D0 1.00 23 AM GEN PF{ HR ENTER 4.D0 O.DO 1.44 0 AM GEN PF{ HR EXIT O.DD 0.00 1.00 D AM GEN PK HR TOTAL 0.00 0.00 1.DD 0 PM GEN PFC HR ENTER 0.00 0.00 1.00 0 PM GEN PI{ HR EXIT 0.00 D.00 1.04 0 PM GEN PK HR TOTAL O.DD 0.00 1.00 0 SATURDAY 2--WAY VGL 2,37 0.00 1.00 14 PK HR ENTER 0.22 0.00 1.00 1 PK HR EKIT 0.19 0.40 1.00 1 PEA HR TOTAL 0.41 D.DD 1.00 2 SUNDAY 2-WAY VOL 0.98 0.00 1.00 6 PK HR ENTER 0.D8 0.00 1.00 D Px HR EXIT D.06 4.00 1.40 D PK HR TOTAL D.14 0.00 1.D0 1 Note: A zero rate indicates no rate data available The above rates were calculated from the following equations: AWD 2-Way Vol.(=800 TGSF} Ln{T) AWD 2-Way Vol. {800 TGSF7: 7-9 AM Pk Hr Total (=800 TGSF}: 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 TGSF} {=800 TGSF7: {800 TGSF): T = 0.41 * A, T = 0.14 * A, = 0.755Ln{A) + 3.755, R~2 = 0.82 T = 8.46 * A Ln {T} = 0 . 777Ln {A} + 1 .674 R"2 = 0.81, 89% Enter, 11% Exit T = 1.2 * A, 89% Enter. 11% Exit Ln{T} = 0.737Ln{A} + 1.831 R"2 = 0.78, 175 Enter, 83% Exit T = 1.08 * A, 17% Enter, 83~ Exit T = 2.37 * A, S.D. = 2.08 S.D. = 0,68, 54% Enter, 46$ Exit T = 0.9$ * A, S.D. = 1.29 S.D. = 0.38, 58~ Enter, 42% Exa.t Source: Institute of TranspQrtatian Engineers Trip Generation, 5th Edition, 1991. TRIP GENERATION BY MICROTRANS Heatf7 8~ Associates lnc. 2214 Tacoma Road Puyallup, WA 98311 r;miinc PrintaA_ I Inchifturt File Name : 258fia Site Code : x0002586 Start Date : 04!1112006 Page No : 1 PLAZA t?R NE ~ -._' . ~ 5R-567 PLAZA DR NE SR-507 Southbound Westbound Northbound Eastbound Start Time Ri ht Thru Left Ri ht Thru T Left fti ht Thru LeR Ri ht Thru Left int. Total Factor 1.0 1-D 1-0 1-0 1.D 1.D 1.0 1.0 1-0 7-0 1.0 1.0 D4:D0 PM 9 0 2 7 154 25 28 ~~ 1 6 10 1l8 9 429 04:15 PM 10 1 2 10 158 27 30 1 9 12 192 7 46D 04;30 PM 11 0 0 3 154 28 27 i 3 8 155 1D 42D 04;45 PM 8 0 7 8 159 38 38 Q 2 9 188 12 479 Total __ 38 1 _ ~ ~11~1 _ 28 646 118 _ ~~123 3 20 ~ 39 723 38 1788 05:D0 PM 8 D 3 6 176 27 36 1 2 ' 8 2D7 18 492 05:15 PM 11 0 4 9 155 33 38 D 7 1 D 165 8 434 05:30 PM 7 0 3 4 164 32 36 1 0 i 3 188 7 455 05:45 PM 15 3 2 9 143 ___ 30 31 4 2 8 174 10 431 Total 41 3 12 28 638 122 141 6 ~ 5 39 734 43 1812 Grand Total 79 4 23 56 1284 244 264 9 25 78 1457 Apprch 9'0 74.5 3-8 21.7 3.5 81.3 15-2 88.5 3.0 8-4 4.8 90.2 Total 3'o 2.2 0-1 D.5 1.6 35.7 6-7 7.3 D.3 0-7 2.2 40.5 PLAZA aR NE Dul In Total ias ios -..252 79 a 23 RighS Thru Letl ~-- ~o ~°~ ~~s f ~ North n iO f~ ~ ~ ~ ~ ~ 1111200fi 4;p0:Op PM rn 171/2006 5 d5:IJ0 PM ~ ~ n ~ LII'IStY1~0f1 ^ r ~~ -. ~1 ~ ~' Left Thru Ri ht i 25 9 26a I 322 _ 298 fi20 Du! In Total PLAZA DR NE D ~VQ A ~ ~m ~ _, ~ ~~ ~ ~ ~ w ~ ~ o V r N 1 ~o w~ A ~ i 81 35D0 ~-D 2-3 Heath & Associates Inc. 2214 Tacoma Road PuyallL~p, WA 98371 File Name : 2585a Site Code : OOQQ2586 Start Date : d4J11J2~~fi Page No : 2 PLAZA OR NE ~.. _ SR-507 PLAZA ^R NE SR-507 5outhbaund Westbound Northbound Eastbound Start Time Right Thru Left To a Right Ttfru Left T ta Right Thru Left Right To a Thru Left l o l t l Total reaK Hour rrom u4;w rm 1v va:4o rm - rep Intersection 04:45 PM Volume 34 0 17 51 Percent 66.7 0.0 33.3 05'00 8 D 3 11 Volume Peak Factor High Int. 04:45 PM Volume 8 0 7 15 Peak Factor 0.850 ~k1of1 27 664 130 821 3.3 80.8 15.8 fi 176 27 209 04:45 PM 8 1fi9 38 215 0.855 148 2 5 155 95.5 1.3 3.2 3fi 1 2 39 D4:45 PM 38 ~ 2 4D D. s6s 40 748 45 833 4.8 89.$ 5.4 8 207 1$ 233 05:00 PM 8 207 18 233 D.s94 PLAZA ^R hfE Dul In Toth 74 51 725 34 0 17 Ri ht Thru Leff ~~ 1 ~' s `~ ~ ~~~ a~ r m v_ ~ ~~ ~~-~ ~~ ~o p ~' OC North !17!2006 4:45;00 PM !17!2006 5:34:00 PM lJnshiRed w ~~ ~~ V f~2 m ~ A ~ r ~ ~ ~ ~~ ~ I Left Thru Ri h! 5 ~ 148 179 155 325 Dut In Told PLAZA OR NE lnt. Total 18fi0 492 0.945 Heath $~ Associates Inc. 2214 Tacoma Raab Puyallup, WA 98371 Grauos Printed- Llnshifted File Name : untitled2 Site Cvde : fl00fi258fi Start Date : fi411212fi0fi Page Nv : 1 VANCIL RD 5E 5R-507 VANCIL RD 5E SR-507 Southbound Westbound Northbound Eastbound Start Time Ri ht Thru 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 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 18 14 17 7 154 14 13 2 26 22 164 11 460 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 16 9 42 47 167 12 482 04:45 F'M 15 11 28 12 152 8 7 8 28 29 154 15 463 Total 53 48 75 49 565 34 49 34 140 136 640 55 1878 05:00 PM 13 12 34 05:15 PM 7 9 20 05:30 PM 14 13 20 Grand Total 102 95 159 Appreh °~ 28.7 26.7 44.7 Total °~ 2.7 2.5 4.3 13 138 11 17 6 45 37 152 10 494 14 128 5 13 4 32 35 170 12 449 10 117 12 8 10 37 32 188 10 471 10 131 13 14 2 38 36 150 9 445 47 514 41 52 22 152 140 B70 41 1859 96 1079 75 901 56 292 276 1310 95 3731 7.7 86.3 6.0 22.5 12.5 65.0 16.4 77.9 5.7 f 2.6 28.9 2.0 2.7 1.5 7.8 7.4 35.9 2.6 VANCIL Ra SE 0~ In 248 35fi Total 804 102 95 759 RighS Thru Leff ~f 1 ~--- ~~ s"' ~ W ~ ~ ~ ~ NOrth (Y "' ~ ~O ~ ~n r r --- 1212006 4:00:00 PM r' 1212006 5:45:00 PFA ~ rte'- O~ ~D h .~ ~ ..-~ llnshiRed I ~ Lefl Thru Ri ftt I 292 56 101 ® 449 895 Ou! In Total VANC3L RD SE ~~ d~ R+ ~~ ~?o Nj inn c m a p V r .y ~~~ W~ o ~ Heath & Associates Inc. 2214 Tacoma Road Puyallup, WA 9$371 File Name : untitled2 Site Code : fififiQ258fi Start Date : a4J1212a06 Page Na : 2 VANCIL RD SE SR-507 VANClL RI] SE -~ 5R-507 Southbound Westbound Northbound Eastbound Start Time Right Thru Left Total f~lght Thru Lett T t l Right Thru Left ota Right Thru Left ~o o a T l al ~ cpn ~ 1V U1 1 IV I 11 VT.yV TIYI lV VJ.`hJ r1Y1 - rC[ Intersection 04:15 PM Volume 50 46 88 184 Percent 27.2 25.0 47.8 05'00 13 12 30 55 Volume Peak Factor High Int. 05:00 PM Volume 13 12 30 55 Peak Factor 0.836 In 1 vl 1 55 549 31 635 8.7 88.5 4.9 13 138 11 162 04:45 PM 12 152 8 172 0.923 53 38 159 250 21.2 15.2 63.6 17 6 45 68 04:15 PM 13 15 44 72 0.868 151 638 54 843 17.8 75.7 6.4 37 162 10 209 04:30 PM 47 167 12 226 0.933 VANClL RD E Out In Total 747 ,_. 164 331 I 5U 48 88 Right Thru Left r! ~ ~, ~~ m Q ~ ~ u~i ~~ ~ ? ~1 ~ ~. J ~~ft}1 S N ~ ~ ~ 7 W '° g m m r ~ 1212006 4:15:00 PM ~--~ a~ 3 ~, ~ ~ 7 21200fi 5:00:00 PM ~ m w ~ o ~ ~~ LJnshifted ~m~ j o A m ~~ _.. _....__._ __-I I I I ~~ i r Left Thru Ri ht 159 38 53 i i 228 250 d78 put In Total Int. Total 1912 494 o.s6a Heath 8~ Associates Inc. 2214 Tacoma Road Puyallup, WA 98371 File Name : 2382h Site Code : fl~~O2382 Start Date : ~512312OD5 Page N^ : 1 Groups Printed- Unshifted f ~YELM AVE 103RD AVE 5E YELM AVE ENTRANCE 5authhound westbound Northhaund Eastbound Start Time Ri ht Thru Left R' ht Thru Left Ri ht TI1ru Left Ri ht Thru Left Int. Total Factor 1.0 1-D 1-0 1.D 1.0 1.4 1.Q 1.D 1-D 1.D 1.4 1.4 D4:OD PM 0 212 15 11 D 3 5 169 D D 4 4 407 44:15 PM 1 245 24 9 4 1 7 175 3 2 0 4 463 Q4:30 PM D 209 14 19 0 5 5 194 Q 2 4 0 44$ 44:45 PM 0 238 23 21 D -- _ 3 4 180 2 3 0 _ . 4 • - 474 - Total 1 904 72 6~ 0 --- 12 -- - 21 710 5 7 _ ._ ._. ~ -- - ~ - 1792 O5:D4 PM 3 218 19 13 05:15 PM D 221 15 18 05:30 PM 0 20D 7 19 05:45 PM 1 198 14 7 Total 4 837 55 57 Grand Total 5 1741 127 117 Apprch °Io 4-3 93.D 6.8 84.2 Total °1° 0.1 48.4 3.5 3.3 D D 457 1 0 ~ 461 D a ass D o 420 ~ 4 1aD6 1 0 3598 6.3 D.0 D.D D.0 D 3 5 193 D 3 4 2 3 2D0 4 1 4 2 3 235 1 1 D 3 5 189 D 3 Q io is 817 1 s 4 22 37 1527 fi 15 0.4 15.8 2.4 97.3 0.4 93.8 D.D D.6 1.0 42.4 0.2 0.4 YELM AVE Out In Total 1644 1873 3517 i 5 1741 127 j Ri ht Thru LeR /~ ~ ~..~ N a ~ ° a~ ? * ~7 J ~ c w J NOflh L-oe^ V o U m ~'' Z ~ ~ ~ ~ ~ D - r-- 23!2045 4'40:04 PM i---? ~ ~ y Z ~ 2312445 5:45:00 PM ` c ~ m w~~ O `~ ~~ Unshifted ~~ ~ no m ~~ I i ~I T r Left Thru Ri ht i 6 7527 37 i i I ~ 1778 1574 3348 Out In Total Heath & Associates Inc. 2214 Taccma Road Puyallup, WA 98371 File Name : 23$2b Site Code : ~~~023$2 Start ^ate : D512312005 Page No : 2 ~~ ~ ~ ~ YELM AVE Southbound 103RD AVE 5E _ Westbound YELM AVE Northbound ENTRANCE Eastbound Start Time Right Thru Left Total Right Thru Left ~s~ Right Thru Left - Total Right Thru Left ~~! Tatal i Peak Hour From 44:00 PM to 05:45 PM -Pea k 1 of 1 Intersection 44:45 PM Volume 3 877 64 944 71 0 10 Si 15 808 3 $2fi 8 1 D 9 i 1860 Percent 0.3 92-9 6.8 87.7 0.0 12.3 1-8 97-$ 4-4 88.9 11.1 D.D j 0 u 0 238 23 263 21 4 3 24 4 180 2 186 3 D D 3 4 474 Vo l me Peak Factor i 4-981 High Int. 04:45 PM 44:45 PM 05:30 PM 04:45 PM ~ Volume 0 238 23 261 21 0 3 24 3 235 1 239 Peak Factor 0.944 0.844 0.864 3 0 D 3 0.750 YELM AVE Ou[ In Total 879 _..944 1823 ~ 3 877 64 Right Thru LeR 1 ~ 4 - '-/ mr ~ ~ North ~ ~ ° °w [] o~ x] T r~ 23128054:45'00 PM ~, ~ ~ y ~ 12312005530'oOPM ~ ~ ~ w m~ 0~ ~--, llnsYwRed ~~ o ~~ o[ i ~ m ~-, T r Lett Thru Ri M f ~ 3 BOB 15 895 826 1721 j pul In Total V Heath ~ Associates Inc. 2214 Tacoma Road Puyallup, WA 98371 Grauns Printed- Unshifted File Name : untitfed2 Site Code : OOOQ2585 Start Date : 0411312~i35 Page No : 1 PRAIRIE PARK ST 5R-507 CLARK RD SE SR-507 Southbound Westbound Northbound Eastt}ound Start Time Ri ht Thru Left Ri ht Thru Left Ri ht Thru Left Ri ht Thru Left Int. Total Factor 1.0 1.0 1.0 1.D 1.D 1.0 1.0 1.0 1.D 1.4 1.0 1.0 04:D0 PM fi 4 10 4 157 _ ~ 14 8 2 2 2 249 7 457 04:15 PM 6 1 7 7 143 11 4 1 3 2 239 fi 430 04:30 PM 6 2 9 7 156 20 fi 2 2 1 202 7 420 D4:45 PM 7 _ 1 $ 9 1fi3 12 9 0 1 3 196 7 41fi Total 25 4 34 27 619 53 27 5 8 8 886 27 9723 05:OD PM 6 4 9 11 167 14 9 0 4 2 215 5 446 D5:15 PM 6 0 8 4 151 27 13 2 5 1 202 8 427 05:30 PM 4 D 6 2 130 8 5 2 3 1 179 4 344 05:45 PM 3 2 3 7 1$7 15 1 fi 0 6 4 195 2 440 Total ~19 6 26 24 635 64 43 4 18 8 791 19 1657 Grand Total 44 10 fi0 51 1254 117 70 9 2fi ~ 16 1677 4fi 3380 Apprch 9'° 38.6 8.8 52.6 3.fi 88.2 8.2 fifi.7 $.6 24.8 0.9 96.4 2.fi Total °Io 1.3 0.3 1.8 1.5 37.1 3.5 2.1 0.3 0.$ I 0.5 49.fi 1.4 PRAIRIE PARK ST put In Total 106 114 220 4a 1o so Right Thru r'J ~m c~ ~~ ~~~ n ~ C ~ m L N ~F ~ L ~ ~ P~ ~ ~ ~ ~ North 113121H7fi 4:00:00 PM 11312006 5:45:00 PM ur~rrlned ---- T ~? o r.~. ~ ''~~ J U A N N _ ~ ~ cn ~ V r ~~ N ~1 ~ IND ~ Left Thru Ri tR 2fi 9 70 I .......-- ~. 143 105 248 Out In Total C~R~R~S~i Heath & Associates Inc. 2214 Tacoma Road Puyallup, WA 98371 File Name : untitled2 5i#e Code : QQDD2586 Start Cate : 04113120QB Page Na : 2 PRAIRIE PARK ST SR-5D7~ ~ CLARK RD SE SR-507 5authbound Westbound _ Northbound Eastbound Start Time Right Thru Left To a~ Right Thru Left Right Thru Left Ta a Right Thru Left Total l Total reap Hour rrom u4:uU rnn tv u5:45 rm - rep Intersection 04:00 PM Volume 25 4 34 63 Percent 39.7 6.3 54.0 04:DD 6 0 10 18 Volume Peak Factor High Int. 04:3D PM Volume 6 2 9 17 Peak Factor D.926 ~xior~ 27 519 53 699 27 5 8 40 3.9 88.6 7.6 67.5 12.5 20.0 4 157 14 171 ~ 8 2 2 12 04:45 PM ` 04:DD PM 9 163 12 184 8 2 2 12 0.950 D.833 s sa6 z7 s21 0.9 952 2.9 2 249 7 258 04:00 PM 2 249 7 258 0.892 PRAIRkE PARK ST Oul In Total 59 63 722 25 4 34 Rigfit Thru Left ~f ~ '-1 n N t F~ N~~ ~ A~ J North V ~ N V °' W ~ ~ rt 312Up6 a:op:oa PM t- ~ ~ ~ ; ~ r1312p06 4:45:00 PM 2 m m ° V 5 ~ ~ llnsfbfted ~ Q raw ~ ~~ ~ T r Left Thru Ri ht I 8 ~ 5 27 i 65 40 1p5 ^ut in Total Int. Total 1723 457 0.943 Heath ~ Associates Inc. 2214 Tacoma Rvad Puyallup, WA 98371 Groans Printed- tlnshiHPd File Name : untitled2 Site Cade : l3d~d258fi Start Date : D411 812 0 0 6 Page No : 1 4TH ST NE SR-507 4TH 5T SE _ 5R-5D7 _~ Southbound Westbound Northbound Eastbound Start Time Ri ht Thru Left R' ht Thru Left Ri ht Thru Left Ri ht Thru Left Int. Total Factor 1.0 1.0 1.0 1.D 1.D ' _ - 1.D 1.0 1.0 1.D 1.0 1.D 1.0 D4AD PM D D 1 3 _ 212 ~~ 0 0 D 2 213 2 433 D4:15 PM 2 D 2 2 187 2 1 0 1 0 226 1 424 04:34 PM 3 0 0 3 207 0 1 0 D 1 241 2 458 04:45 PM 0 D 3 3 181 0 2 __ D D 0 230 3 422 Total 5 0 6 11 787 2 4 { D _ 1 3 910 S 1737 05:00 PM 3 D D 05:15 PM 2 D 1 05:3D PM 1 D D D5:45 PM 2 0 1 Total 8 D 2 Grand Total 13 D 8 ApprCh °la 61.9 0.0 38.1 Total °/0 4.4 D.0 D.2 3 207 D 2 4 177 2 0 4 176 4 1 D 18D 1 D 11 74D 7 3 22 1527 9 7 i.4 98.D 0.6 70.0 D.6 44.0 0.3 0.2 D 2 D 24D 0 457 0 D D 233 4 423 0 0 D 255 1 442 D D 0 234 1 415 D 2 D 958 6 ~ __ 9737 D 3 3 1868 14 3474 0.D ~ 3D.0 0.2 99.1 D.7 0.0 D.1 0.1 53.8 D.4 dTH ST ME Out In Tote! ® 21 57 73 0 8 Ri ht Thru Left ~-~ ~ ~- Wry ~~ ~ ~ T ~a A W~ ~ Morth ~ r, "' c ~ ~ r~ i 8120^fi 4:00:00 PM ~-~ ~ u+ ~ ~~„ ~ ' ~ !1812006 5:45:00 PM ~ v m ~ V M 5 ~ ~ lJnshiftad ~ - ~ ~~ I ~~ T r LeR Thru Ri ht 3 ^ ~ 7 1z 1a zz' Out In Total 4 T Heath ~ Associates Inc. 2214 Tacoma Raab Puyallup, WA 98371 4TH 5T NE SR-507 4TH 5T SE Southbound Westbound Northbound Start Time Right Thru Left T ta Right Thru Left To o Right Thru Left a r f eak Hour From 44:04 PM to 05:45 P M -Peak 1 of 1 Intersection 44:15 PM Volume 8 4 5 13 11 782 2 795 6 D 3 Percent 51.5 4.0 38.5 1.4 98.4 0.3 66.7 O.D 33.3 44'30 3 0 0 3 3 207 D 210 1 D 0 Volume Peak Factor High Ont. 04:15 PM 04:30 PM D5:40 PM Volume 2 0 2 4 3 207 D 210 2 4 2 4 Peak Factor 0.813 0.945 x.563 d H 7 NE Qul In Total 17 13 30 S 0 5 ' Right Thru ;rf 1 i s ~ ~~ ~~ T ~ T ~~ North T-voA r "~'' ~ ~ m t---/ 78120084:75:00 PM ~~ ~ ~ ~ ~~„ y r /18/2008 5:00:00 PM ~ ti v+ ° r~ o~i T .~r-~ IJYtSrrRed ~r o p ~ rL + ~ N A 91 W ~ T r Left Thru Ri ht 3 0 8 9 12 Dul In Total File Name : untitieci2 Site Cade :00002588 Start Date :0411812006 Page No : 2 Eastbound Right Thru Left 9 1 1 937 6 944 0.1 89.3 0.6 1 241 2 244 04:30 PM 1 241 2 244 0.967 1761 458 0.9fi1 TWD-WAY STEP CONTROL SUMMARY eneral Information ite Information nal st Intersection Plaza Dr & Yelm Ave en ICo. urisdiction Date Pertvrmed na sis Year nal sis Time Period Pro'ect ^escri lion EKISTING PM PEAK HOUR VOLUMES EasWVest Street: Yelm Ave 5R-547 orthl5outh Street: Plaza Orrve Intersection Orientation: East-West tud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R olume vehlh 45 748 40 430 fifi4 27 Peak-hour factor, PHF 0.89 0.89 0.$9 0.9fi 0.9fi 0.96 Hourly Flow Rate {vehlh] 50 840 44 435 691 28 Proportion of heavy vehicles, PHV 4 4 Median type Undivided RT Channelized? 0 0 Lanes i 4 4 4 '! 4 vnfigurativn L T R L T R U stream 5i nal 0 0 Minor Street Northbound Southbound Movement 7 S 9 14 11 12 L T R L T f2 vlume vehlh 5 2 148 i7 0 34 Peak-hour factor PHF 0.9T 0.97 0.97 0.85 0.85 0.85 Hourly Flow Rate {vehlh} 5 2 452 i9 0 39 Proportion of heavy vehicles, PHV 0 0 0 1 4 ~ Percent grade (°k} 0 0 Flared approach N N Storage 0 0 T Channelized? 0 0 ones f ~ 0 4 ~ 0 onfiguration L TR ~ TR ontrol aela Cueue Len th level of Serv ice pproach EB W6 Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR olume, v (vph} 50 435 5 454 i9 39 opacity, G„ {vph} 88T 770 38 344 29 446 Ic ratio 0.06 0.48 0.43 0.45 0.90 0.09 ueue length (95°/°) 0.48 0.83 0.4i 2.25 2.55 0.29 ontrol Uelay {slveh} 9.3 40.7 443.6 24.0 420.4 43.8 LOS A B F C F B pproach delay (slveh} -- -- Z6.8 44fi.9 pproach LDS -- -- D F N(-.71W0~++ Copyright O 2003 Cniversuy of Florida, All R~ghu Reserved Version 4.] E TWD-WAY STOP CONTROL SLfMMARY eneral Information ite Information na st Intersection Plaza Dr & Yelm Ave en ICo. urisdiction ate Performed nal sis Year nal sis Time Period Pro'ect Oescri lion 2008 PM PEAK HOUR VOLUMES WITHOUT PROJECT EastlVllest Street: Yelrrr Ave 5R-507 NorthlSouth Street: Plana L3rrve Intersection Orientation: East-West Stud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma or Street Eastbound Westbound Movement 1 2 3 4 5 8 L T R L T R ^lume vehRi 47 1042 42 i35 949 39 Peak-hour factor, PNF 0.89 0.89 0.89 0.96 0.9fi 0.96 HQUrIy flow Rate {vehlh} 52 X970 47 940 988 32 Proportion of heavy vehicles, PHV 9 _ _ 9 _ Median type Undivided RT Channelized? 0 0 Lanes ~ 9 f i 1 ~ onfiguration L 7' R L T R U stream Si nal 0 0 inor Street Northbound 5outhhound Movement 7 S 9 10 11 12 L T R L T R plume vehlll 5 2 954 29 0 35 Peak-hour factor, PHF 0.97 0.97 0.97 0.85 0.85 0.85 Hourly Flaw Rate [vehm} 5 2 i58 24 0 49 Proportion of heavy vehicles, tiv 0 0 0 i T 9 ercent grade {°I°} 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes ~! f 0 9 ~ 4 onfiguration L tR L TR antrol be[a Queue Len th Level of Sero lee pproach E8 WB Northbound 5outhbaund Movement t 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR plume, ~ [vph} 52 940 5 960 24 49 opacity, c„, (vph] 684 577 99 206 4 349 Ic ratio 0.08 0.24 0.45 0.78 6.00 0.94 ueue length [95°I°] 0.~5 0.94 Z.a4 5.39 4.50 0.47 ontrol l?elay {slveh} 90.7 93.2 495.9 55.7 3952 18.8 LOS B B F F F G pproach delay {slveh} -- -- 78.2 '1471 pproach L05 -- -- F F ff('.S?400n~ C'np}•ngh[ 1J 2UU3 C;niversily of Flunda_ All Righf_ti Reserved Version 4.1 i TWO-WAY STDP CDfVTROL SUMMARY eneral Information ite Information nal st Intersection laza Dr &Yefm Ave en lCa. urisdiction Date Performed na! sis Year nal sis Time Period Pro'ect Descri tion 2008 PM PEAK NpUR VpLUMES WfTN PRpJECT EastlWest Street: Yefm Ave 5R-507 Narthl5outh Street: Plana Drive Intersection Orientation: East-West tud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma yr Street Eastbound Westbound Movement ~ 2 3 4 5 fi L T R L T R olume vehlh 55 9042 42 '135 949 38 Peak-hour factor, PHF 0.89 4.89 D.89 0.95 4.96 0.96 Hourly Flvw Rate {vehlh} b1 9970 47 140 988 39 Proportion of heavy vehicles, PHV .1 _ _ 1 Median type undivided RT phanneiiied? 0 0 Lanes 9 9 9 't 9 1 anfiguratian L T R L T R U stream 5i nal 0 0 inar Street Northbound Southbound Movement 7 8 9 1t} 11 12 L T R L T R olume vehlh 5 2 954 21 0 53 eak-hvurfactar, PHF 0.97 0.97 D.97 0.85 4.85 D.85 Hourly Flaw Rate {vehlh} 5 2 958 24 0 82 Proportion of heavy vehicles, PHv 0 D D 9 9 ? Percent grade {°k] 0 0 Flared approach N N Stora e D 4 RT Channelized? 4 0 Lanes 1 ? 0 9 9 0 ^nfegurativn L TR L TR ontrnl Dela Queue Len th Leve[ of Serv ice pproach E6 W6 Northbound Southbound Movement 1 4 7 8 9 1fl 11 12 Lane Configuration L L L TR L TR OIumO, v [vph} 69 940 5 9&0 24 &2 opacity, c,,, {vph) 680 577 90 204 3 309 Ic ratio 0.09 0.24 0.50 0.7$ 8.04 0.21 ueue length {95°k} D.29 0.94 1.09 5.47 4.59 0.76 ontral Delay [slveh} 90.8 93.2 558.5 fi6.$ 5388 20.0 Las B B F F F C pproach delay {sNeh} -- -- 89.7 1598 pproach LOS -- -- F F Nr:S•?r~oa~~~ ~1~f~Y*~~h[ CJ 2003 i:nie~ersuy n1' Flnnda. Al] k~ghL~ knserveS Version s if TWO-WAY STOP CaNTR~L SUMMARY enerai Information its Information nal st Intersection Playa Dr & Yelm Ave en ICa. urisdiction Date Performed nal sis Year nal sis Time Period Pro'ect Descri tion 2008 PM PEAT( NOlJR VOLUMES W1tH PRpJECT 5B L7 VOL AUJIJS EastMlest Street: Yelm Ave 5R-507 NorthlSouth Street: Playa Drive Intersection Orientation: East West tud Period hrs : D.25 ehicle Volumes and Ad'ustments Ma'ar Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R plume vehlh 55 1042 42 '135 949 38 Peak-hour factor, PHF 0.89 0.89 0.89 0.98 0.98 0.98 Hourly Fiow Rate {vehlFs} 81 1170 47 140 988 39 Proportion of heavy vehicles, Pr+v 1 _ _ 1 Median type Undivided RT Channeiixed? 0 0 Lanes f 1 1 f 1 1 onfiguration L T R L T R U stream Si nal 0 0 inar Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R alums vehlt+ 5 2 154 ~ 0 53 Peak-hour factor, PHF 4.97 0.97 0.97 0.85 0.85 0.85 Hourly Flow Rate [vehlh} 5 2 158 0 0 62 Proportion of heavy vehicles, HV 0 0 D '! 7 1 ercent grade [°/°} D 0 Flared approach IV N Storage 0 ~ RT Channelized? 0 4 Lanes 1 i 0 1 1 0 onfiguration L TR L TR ontrol Dela Clueue Len th Level of Serv iee pproach Ef3 WB Northbound Svuthbau nd Movement 1 4 7 8 9 1D 11 12 Lane Cvnfiguraticn L L L TR L TR ^lume, v [vph} 8f 140 5 't fi0 0 62 opacity, c,r, {vph] 680 577 10 204 3 30i Ic rakio 0.09 0.24 4.50 0.78 0.00 0.21 ueue length [95°/°} 0.29 0.94 1.09 5.47 0.00 0.78 ontrol delay [slosh} 10.$ 13.2 558.5 86.8 ?205 24.0 LOS B 8 F F F C pproach delay [sNeh] -- -- 81.7 2D.0 pproach LOS - -- F C Hl'.S?nOP~~ Cnl~ynglH C 2003 Umversi[y of Yiorida, All F~ghw krye~reJ Version 4.1 f YELM COMiHERCIAL YELM AVE & VANCIL RD EXISTING PM PEAK HOUR VOLUMES 05/03/05 16:13:25 SIGNAL20001TEAPAC[Ver 2.7D.07] - HCM Input Worksheet Intersection # 1 - Area Location Type: NONCBD I I II 50 I 46 I 88 I{ D.0 112.0 112.0 I{ 0 1 1 1 1 II I I II 1 I 1 54 ---------- 12.0 -- 1 ~ 638 ----- 12.0 --- 1 -- 151 12.D 1 1 i I I Heavy veh, $HV Pk-hr fact, PHF Pretimsd or Act Strtup lost, 11 Ext eff grn, e Arrival typ, AT Ped vol, vped Bike val, vbic Parking lacatns Park mnvrs, Nm Bus stops, NS Grade, $G I Key: VOLUMES -- ] I I WII]THS I v LANES ~ 55 12.0 1 -------------------- 1!1 -- 549 12.0 1 i -------------------- I 1 31 12.0 1 North 1 I 1 ----- II I I I II 159 I 3$ I 53 I II 12.D 112.0 112.D I II 1 1 1 1 1 1 II I i 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 .o .o .0 .84 .84 .84 A A A 2.0 2.0 2.0 2.D 2.0 2.0 3 3 3 0 0 Nv D 0 .D .0 2.D .D .92 .92 .92 A A A 2.D 2.0 2.0 2.0 2.0 2.0 3 3 3 0 D NO 0 0 .D .0 .D .a .87 .87 .87 A A A 2.D 2.D 2.0 2.0 2.D 2.0 3 3 3 D D No 0 .0 .D 2.0 .D .93 .93 .93 A A A 2.D 2.0 2.0 2.D 2.0 2.0 3 3 3 D D No n 0 .0 Sq 14 { Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 I Phase 6 1 **1** ----------_----------------------------------------__---------------------- {+++ I I I I i f {+++ I I ++++I I i f 111 {[+ + +7 I I ~++++I { i I i ! v { ****I I i I I { I {++++ v I I I I I North I [* + +71 I****~ I I I i 1 I *++{ I++++ I I I ~ I *++ I~ I v I I I I C= 60"I G= 13.8" I G= 5.0" I G= 29.2" I G= 0.0" I G= 0.0" I G= O.D'~ ~ I Y+R= 4.0" I Y+R= 4.0" I Y+R= 4.0" 1 YtR---- 0.0" I Y+R= 0.0" I Y+R= 0.0" I YELM CCA9~IERCIAL YELM AVE & VANCIL RI] EXISTING PM PEAK HOUR VOLUMES SIGNAL20D0/TEAPAC[ver 2.70.07] - HCM volume Adjust & Satflvw worksheet Volume Adjustment Volume, V Pk-hr foot, PHF Adj my flow, vp Lane group, LG Adj LG flow, v Prop LT, PLT Prop RT, PRT Saturation Flow Rate Base satflo, sv Number lanes, N Lane width, fW Heavy veh, fHV Grade, fg Parking, fp Sus 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 RT 1900 1 1.0DD 1.DDD 1.o0D 1.DOo 1.DDa 1.000 1.DOa 1.DOa .85D 1.OOD 1.DD0 1.000 1615 $B WB NB EB RT TH LT RT TH LT RT TH LT RT TH LT 5D 46 88 55 549 31 53 38 159 151 638 54 .84 .$4 .84 .92 .92 .92 .87 .87 .87 .93 .93 .93 60 55 ID5 60 597 34 61 44 183 162 686 58 RT+TH LT RT TH LT RT TH LT RT TH LT 115 105 6D 597 34 fit 44 183 162 685 58 .000 1.40 .000 .D00 1.00 .QOD .004 1.00 .DOD .DDD I.00 .522 .QO^ I.DDD .000 .ODD 1.000 .ODD .000 1.ODD .000 .00D SB RT TH LT RT 1900 1900 19DD 1 1 1 1.000 1,D0 1.ODD 1.000 1.04 1,DD0 1.DOD 1.oD 1.DO0 1.000 1.oD 1.Dao 1.000 1.DD 1.D00 l.DOO 1.00 1.o0D l.DaO 1.D0 1.000 1.00D .728 1.004 .922 1.DD .850 1.000 1.DD 1.D00 1.000 1.0D 1.0DD 1.000 1.04 1.DDD 1751 1384 1615 WB TH I900 1 l.oo .98D 1.0D 1.00 1.00 1.DD 1.D0 1,00 l.Do 1.OD 1.OD 1.00 1853 LT 1900 1 1.D0 1.D0 1.OD 1.Do 1.00 1.00 1.00 .950 1.00 1.00 1.00 1.00 1805 NB RT TH 19DD 19DD 1 1 1.DD0 1.00 1.DD0 1,DD 1.000 1.00 1,ODD 1.00 1.000 1.v0 1.0oD I.aD 1.ooD 1.Do I.DaD 1.DD .sSD 1.oD 1.DDD 1.00 1.00D 1.08 1.DD^ 1.0a 1615 19DD LT 1900 1 1.00 1.04 1.00 1.D0 l.Da l.oa l.oo .683 1.00 1.00 1.D0 1.OD 1298 SIGNAL200D/TEAPAG[Ver 2.70.07] - HCM Capacity and LOS Worksheet Capacity Analysis Lane group, LG Adj Flow, v Satflow, s Last time, tL Effect green, g Grn ratio, g/C LG capacity, c v/c ratio, X Flaw ratio, v/s Crit lane group Sum Grit v/s,Yc Crit v/c, Xc SB RT TH LT RT+TH LT 115 105 1751 1384 4.0 4.D 13.8 13.8 .23D .230 404 319 .285 .329 .456 .076 D.541 .6'17 WB RT TH LT RT TH LT 6D 597 34 1615 1863 1805 4.D 4.0 4.0 29.2 29.2 5.D .486 .486 .D83 785 906 150 .076 .659 .227 .D37 .320 .019 Total lust, L NB RT TH LT RT TH LT 61 44 183 1615 190D 129$ 4.0 4.0 4.0 13.8 13.8 13.8 .23D .230 .230 372 438 299 .164 .100 .612 .038 .D23 .141 12.0 05/D3/06 16:13:25 EB TH LT 1900 19DD 1 1 1,DD 1.00 .9$0 1.DD 1.00 1.00 1.DD 1.DD 1.00 1.00 1.00 1,00 1.DO 1.DD l.ao .950 1,oD 1.DD 1.DD 1.00 1.00 1.00 1.00 1,aD 1863 1805 ES RT TH LT RT TH LT 152 685 58 1615 1863 1805 4.D 4.0 4.0 29.2 29.2 5.0 .486 .486 .D83 785 906 150 .206 .757 .387 .1D0 .368 .032 YELM COMMERCIAL YELM AVE & VANCIL RD EXISTING PM PEAR HOUR VOLUMES SIGNAL20a0/TEAPAC[Ver 2.70.D7] - HCM Capacity and LOS Worksheet Delay and LOS Lane group, LG Adj Flow, v LG capacity, c v/c ratio, x Grn ratio, g/C Unif delay, d1 Incr calib, k Incr delay, d2 Queue Delay, d3 Unif delay, d1* Prog factor, PF Contrl delay, d Lane group LOS Final Queue,Qbi Appr delay, dA Approach LOS Appr flow, vA SB RT TH LT WB RT TH LT RT TH LT 6D 597 34 785 906 150 .076 .659 .227 .486 .486 .483 8.2 11.7 25.7 .11 .23 .11 .a 1.8 .8 .0 .D .a .0 .a .0 1.04 1.00 1.00 8.3 13.4 25.5 A B+ C+ D 0 0 13.6 B+ 691 NB RT TH LT Intersection: RT+TH LT 115 105 4a4 319 .285 .329 .23D .230 19.0 19.2 .11 .11 .4 .6 .D .a .0 .D 1.DD 1.D0 19.4 19.8 S B D D 19.6 B 220 Delay 16.3 LOS B RT TH LT 61 44 183 372 438 299 .164 .1DD .612 .23D .23v .23D 18.5 18.2 20.7 .11 .11 .20 .2 .1 3.7 .a .a .6 .a .o .a 1.D6 1.Da 1.aa 1$.7 18.3 24.4 H H C+ 0 0 0 22.2 C+ 288 05/63/06 16:13:25 EB RT TH LT RT TH LT 152 685 58 785 905 15a .206 .757 .387 .48fi .485 .483 8.8 12.5 25.a .11 .31 .11 .1 3.7 1.7 .a .D .D .o .D .o 1.ao 1.aa 1.00 8.9 16.3 27.7 A B C 0 a a 15.7 B 9D5 YELM COl~Il~RCIAL D5/D3/DS YELM AVE & VANCIL RD 15:13:25 EXISTING PM PEAK HOUR VaLUMES SIGNAL2DDD/TEP,PAC[Ver 2.7D.D7] - Evaluation of Intersection Performance Intersection # 1 - Sq 14 I Phase 1 1 Phase 2 i Phase 3 1 I + + + I I I I + + + I I ++++I 11~ iC+ + +] I I C++++I I I v I ****I I i I++++ v I I North i C* + +]I I****] I I I *++ I I++++ I I * + + Im I v I i G/C=0.23D I G/C=D.083 I G/C=0.486 I i G= 13.8 " I G-= 5.0 " { G= 2 9.2 " I i Y+R= 4.0" I Y+R= 4.D" I Y+R= 4.D" I I Off= 0.0~ i ^ff=29.7'k I Off=44.7 I C= 60 sec G= 4$.0 sec = 8o.a$ Y=12.D sec = 2D.D~ Ped= D.0 sec - D.D~ MVMT TOTALS SB Appr~ Param:Units RT TH AdjVol: vph 6D 55 Wid/Ln:ft/# D/D 12/1 g/C RgdL~C:~k 0 1D g/C Used: 'k D 23 SV @E: vph D 4D4 Svc Lv1:LOS B Deg Sat:v/c D.DD D.28 HCM Del:s/v D.D 19.4 Tat Del:min 8 9 # Stops:veh D 24 Fuel: gal ^.0 D.4 CO Em: kg 0.0 0.4 Queue l:veh 0 3 Queue 1: ft 0 75 each WB Approach NB Appr~ LT RT TH LT RT TH 1D5 5D 597 34 51 44 1211 1211 1211 12/1 1211 12/1 12 6 35 4 7 4 23 49 49 8 23 23 319 785 906 140 372 438 B A B+ C+ B 8 D.33 D.D$ D.55 0.23 D.1fi 0.1D 19.8 8.3 13.4 25.5 1$,7 18,3 9 2 33 4 5 3 22 8 113 8 12 9 0.4 D.1 1.9 0.1 D.2 D.2 0.4 0.1 1.9 0.2 D.2 D.2 3 1 14 1 2 1 7^ 25 357 26 39 27 each EB Approach Int LT RT TH LT Total 183 1fi2 586 58 21D5 12/1 12/1 12/1 12/1 19 14 4D 5 23 49 49 8 299 785 9D6 14D 5494 C+ A S C B 0.61 0.21 D.75 D.39 D.56 24.4 8.9 16.3 27.7 16.3 19 6 45 7 143 41 23 139 14 413 D.7 0.4 2.3 0.2 6.9L D.8 D.4 2.4 D.3 7.3L 5 3 18 2 1$ 137 74 446 46 446 YELM CO~RCiAL YELM AVE & VANCIL RD ExISTING PM PEAK HOUR VOLUMES 05/03/06 16:13:25 SIGNAL2DDD/TEAPAC[Ver 2.70.D7] - Evaluation of Intersection Performance APPR TOTALS Param:Units AdjVol: vph Svc Lv1:LOS Deg Sat:v/c HCM Del:s/v Tot Del:min # Stvps:veh Fuel: gal CD Em: kg Queue 1:veh Queue 1: ft int SB Approach WB Approach NB Approach EH Approach Total 220 691 288 9D6 21D5 B H+ C+ B B D.31 0.59 4.44 0.63 0.56 19.6 13.6 22.2 15.7 16.3 18 39 27 59 143 45 129 62 176 413 D.8 2.1 1.1 2.9 6.9L 0.8 2.2 1.2 3.1 7.3L 3 14 5 18 18 75 357 137 44fi 446 YELM CO1~lERCIAL YELM AVE & VANCIL RD 2008 PM PEAK HQUR VDLUNIES WITHDLIT PRDJECT SIGNAL20001TEAPAC[Ver 2.70.07] - HCM Input Worksheet Intersection # 1 - I I II 52 I 48 I 92 II o.D 11z.a 112.0 II 0 I 1 I ~ II I I fl 1 ! 1 56 12.0 1 1 924 12.0 1 -- 157 12.0 1 1 I I I Heavy veh, ~HV Pk-hr fact, PHF Pretimed or Act Strtup lust. 11 Ext eff grn, e Arrival typ, AT Ped vol, vped Bike vvl, vbic Parking iocatns Park mnvrs, Nm Bus stops, NB Grade , 'k G ss RT TH D5/03/06 16:22:41 Area Location Type: NONCBD I Key: voLCnKES -~- ~ f I WIDTHS I v LANES 57 12.D 1 ------------------- 111 -- 826 12.^ 1 I 35 12.0 1 North 1 I 1 II 165 I 40 I 59 I Phasing: SEQUENCE 14 II 12.D 112.D 112.0 I PERMSV N N N N 1 1 1 1 1 1 1 1 DVERLP N N N N II I I I LEADLAG LD Ln WB NB EB LT RT TH LT RT TH LT RT TH LT .0 .o .D .84 .84 .84 A A A 2,4 2.0 2.D 2.D z.a Z.D 3 3 3 0 0 ND D 0 .a .D 2.D .D . 92 . 92 .92 A A A 2.0 2.0 2.0 2.D 2.0 2.0 3 3 3 v D ND 0 D .D .o .o .o .D z.o .o .87 .87 .87 .93 .93 .93 A A A A A A 2.0 2.0 2.0 2.0 2.D 2.0 2.D 2.0 2.D 2.0 2.D 2.0 3 3 3 3 3 3 0 4 0 0 ND NO 0 D ^ 0 .D .a Sq 14 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 **1** ---------------------------------------__--_-_----------------------------- I+++ I I I I I I+++ I I ++++I I 1 111 I~+ + +~ I I t++++I I 1 I v I ++++I I 1 I f ^ f**** v I I I I I North I t* + +~I I****~ I I I i I I *++ I I++++ I I 1 I *++ I f v I I I I C= 9^"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.D" I Y+R= 4.D" I Y+R= D.D" I Y+R= 0.D" I Y+R= O.D" I YELM CO1~~RCIAL YELM AVE & VANCIL RD 2D08 PM PEAK HO[7R VOLUI4ES WITHOUT PRDJEGT SIGNAL2000/TEAPAG[Ver 2.70.07] -- HCM Volume Adjust & Satflaw Worksheet Volume Adjustment Volume, V Pk-hr fact, PHF Adj my flaw, vp Lane group, LG Adj LG flow, v Prop LT, PLT Prop RT, PRT --------------- Saturation Flow Rate Hose satflo, so Number lanes, N Lane width, fW Heavy veh, fHV Grade, fg Parking, fp Bus block, fbb Area type , f a Lane util, fLU Left-turn, fLT Right-turn, fRT PedSike LT,fLpb PedBike RT,fRpb Local adjustmnt Adj satflow, s RT 169 .aDo 1.OOD RT 19DD 1 1.000 1.DDD 1.DDD 1,aDa 1.DOD 1,DDa 1.aD0 1.DDD .850 1.000 1.DD0 1.ODD 1615 $H WB NB EH RT TH LT RT TH LT RT TH LT RT TH LT 52 48 92 57 826 35 59 4a 165 157 924 56 .84 .84 .84 .92 .92 .92 .87 .87 .87 .93 .93 .93 62 57 110 62 898 38 68 46 190 169 994 6D RT+TH LT RT 119 11D 62 .ODD 1.OD .OOD .521 .DDD 1.ODD ------------ ---- SB RT TH LT RT 19DD 19a0 19DD 1 1 1 1.000 1.00 1.DDa 1.DOO 1.DO 1.000 1.Daa 1.aD 1.aaD 1,DDa 1.DD 1.aD0 1,DDD 1,DD I.aDD 1.DDD 1,Da 1,aDD 1.DD0 1.DD 1.aDD 1.DOD .727 1.ODD .922 1.OD .85D 1.aaa 1.aa 1.Da0 1.aDD 1.OD 1.DDD 1.DDD l.DD 1.DDD 1752 1381 1615 TH 898 .ODO .ODD WB TH 19DD 1 1.DD .980 1.aD 1.OD 1.DD 1.Do 1.D0 1.D0 1.ao 1.a0 1.OD 1.aD 1853 LT 38 1.D0 .000 LT 19DD 1 1.00 1.00 1.DD 1.DD 1.DD 1.DD 1.DD .95D 1.aa 1.aa 1.aD 1.OD 1805 RT TH 68 46 .ODD .004 1.DDD .000 NB RT TH 190D 19D0 1 1 1.DDO 1.DD 1.oaa 1.aa 1.000 l.D^ 1,OOD l,aa 1.aaD 1.aa 1.000 l.aa 7..000 1.Da 1.000 1.00 .850 1.00 1.DD0 1.00 1.000 1.Da 1.DOO 1.DD 1615 19D0 LT 19D 1.00 .D00 LT 19D0 1 1.DD 1.aa 1.aD 1.aa 1,aD 1.DD 1.DD .648 1.Da 1.Da 1.OD 1.00 1231 SIGNAL200D/TEAPAC[Ver 2.7D.a7] - HGM Capacity and LDS Worksheet Capacity Analysis Lane group, LG Adj Flow, v Satflow, s Lost time, tL Effect green, g Grn ratio, g/C LG capacity, c v/c ratio, x Flow ratio, v1s Crit lane group Sum Grit v/s,Yc Crit v/c, xc SB WB RT TH LT RT TH LT RT+T: 119 1752 4.0 2D.0 .222 389 .3a6 . D68 H LT 110 1381 4.D 20.0 .222 306 .359 .D80 RT s2 1615 4.D 49.9 .555 896 .069 .038 TH LT 898 38 1863 18D5 4.D 4.D 49.9 8.1 .555 .D90 1033 163 .869 .233 .482 .021 0.721 Total lost, L .832 NB RT TH LT RT TH LT fib 46 190 1615 1900 1231 4.0 4.0 4.0 2a.a 2D.D 2D.D .222 .222 .222 358 422 273 .190 .1D9 .696 .042 .024 .154 12.0 05/D3/06 15:22:41 TH LT 994 6D .oDD 1.aD .ODD .000 EB TH LT 1900 1900 1 1 1.oD 1.DD .980 1.Da 1.DO 1.Da 1.DO l.aa 1.Da 1.aD 1.DO 1.aD 1.D0 1.Da 1.00 .950 l.o0 1.00 1.DD 1.00 1.00 1.aa 1.D0 1.00 1863 1805 EB RT TH LT RT TH LT 159 994 60 1615 1863 1805 4.0 4.0 4.0 49.9 49.9 8.1 .555 .555 .090 895 1033 163 .189 .962 .368 .105 .534 ,D33 YELM COMNiLRCIAL YELM AVE & VANCIL RD 2008 PM PEAEt HOUR VOLUi~:S WITHOUT PROJECT SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Capacity and LOS Worksheet Delay and LDS 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, d1* Prog factor. PF Contrl delay. d Lane group LOS Final Queue,Qbi Appr delay, dA Approach LOS Appr flaw. vA Intersection: SB RT TH LT RT+TH LT 119 110 389 306 .3D6 .359 .222 .222 29.2 29.6 .11 .11 .4 .7 .0 .0 .D .o 1.DD 1.00 29.7 30.3 C C ~ a 30.0 c 229 Delay 30.8 WB RT TH LT RT TH LT 62 898 38 895 1D33 163 .069 .859 .233 .555 .555 .D9D 9.3 17.2 38.0 .11 .4D .11 .0 8.1 .7 .D .0 .D .o .D .D 1.OD 1.OD 1.00 9.3 25.3 38.8 A C+ D+ D D D 24.9 c+ 998 L05 C NB RT TH LT RT TH LT 68 46 190 358 422 273 .19D .109 .696 .222 .222 .222 28.4 27.9 32.2 .11 .11 .26 .3 .1 7.5 .0 .0 .D .o .~ .D 1.D0 1.00 1.00 28.7 28.0 39.7 C C D+ 4 0 D 35.5 n+ 304 051D3/D6 16:22:41 EB RT TH LT RT TH LT 169 994 60 896 1033 163 .189 .962 .368 .555 .555 .D90 1D.D 19.1 38.5 .11 .47 .11 .1 19.5 1.4 .D .D .0 .0 .D .0 1.00 1.D0 1.00 10.1 38.6 39.9 s+ D+ n+ 0 0 ^ 34.7 C 1223 YELM COMMERCIAL YELM AVE & VANCIL RD 2x08 PM PEAK HOUR VOLUMES WITHOUT PROJECT 05/03/05 16:22:41 SIGNAL2DD4/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 I C++++I I I v I ++++I I I I I**** v I I North I C* + +]I I****] I I I *++ I I++++ I I ++ I I v 1 I G/C=0.222 I GIC=D.090 I GIC=0.555 I I G= 20.0" 1 G-- 8.1" I G= 49.9" I I Y+R= 4.D" I Y+R= 4.0" I Y+R= 4.0" I I Off= ^.D~ 1 Off=26.6 I Off=40.1 I C= 90 sec G= 78.0 sec = 86.7 Y=12.0 sec = 13.3 MVMT TOTALS Param:Units AdjVal: vph Wid/Ln:ft/# gIC Rqd@C:~ gIC ^sed : 'k SV @E: vph Svc Lv1:LOS Deg Sat:v/c HCM Delis/v Tot Del:min # Staps:veh E~.iel: gal CD Em: kq Queue l:veh Queue 1: ft SB Approach WB RT TH LT RT 62 57 11D 62 0/0 12/1 12/1 12/1 0 15 17 14 0 22 22 55 D 389 300 896 C C A o.DD D.31 D.36 D.o7 0.0 29.7 3D.3 9.3 0 15 14 2 0 25 23 7 0.0 0.5 0.4 0.1 0.0 0.5 0.5 0.1 0 5 4 1 0 115 110 34 Approach NB Appr~ TH LT RT TH 898 38 6$ 45 1211 1211 1211 1211 52 13 15 13 55 9 22 22 1033 145 355 422 C+ D+ C C 0.87 0.23 0.19 D.11 25.3 38.$ 28.7 2$.D 95 6 8 5 193 9 14 9 3.4 0.2 0.3 0.2 4.0 0.2 0.3 0.2 35 2 3 2 893 42 55 43 Psd= D.0 sec = 0.0~ aach EB Approach LT RT TH LT 19D 169 994 60 12/1 12/1 12/1 12/1 24 19 56 14 22 55 55 9 265 896 1033 145 D+ B+ D+ D+ 0.74 0.19 0.96 0.37 39.7 1D.1 38.6 39.9 31 7 160 10 44 21 237 14 0.8 D.4 4.5 0.3 1.1 0.4 5.9 0.4 9 4 46 3 216 99 1153 58 Int Total 2754 5879 C 0.74 38.8 353 596 11.1E 13.7E 46 1153 YELM CD1~.~RCIAL YELM AYE & VANCIL RD 2DD$ PM PEAS{ HDUR VDLL]MES WITHQUT PRQJECT D51D3~D5 16:22:41 SIGNAL2DDD~TEAPAC[Ver 2.7D.D7] - Evaluation of Intersection Performance APPR TDTALS Param:Units AdjVol: vph Svc Lv1:LDS Deg Sat:v~c HCM Ael:s~v Tot Del:min # Stops:vah E~xel: gal CO Em: kg Queue 1:veh queue 1: ft Int SB Approach WB Approach 13B Approach EB Appraaah Total 229 998 3D4 1223 2754 C C+ D+ C C D.33 D.BD 4.49 D.83 D.74 3D.D 24.9 35.5 34.7 3D.$ 29 1D3 44 177 353 48 209 67 272 596 0.9 3.7 1.3 5.2 11.1E 1.1 4.3 ]..6 fi.7 13,7E 5 35 9 45 46 116 893 216 1163 11fi3 YELM COMMERCIAL YELM AVE & VANCIL RD 2008 PM PEAK HOUR VOLUMES WITH PROJECT SIGNAL2DOD/TEAPAC[Ver 2.70,D7] - HCM Input Worksheet Intersection # 1 - I I li 52 I 48 I 92 I I O.D 112.0 112.0 II D I 1 ! 1 II I I fl 1 I 1 56 12.D 1 1 92$ 12.0 1 -- ----------- 15T ------ 12.0 --- 1 ~ I I I 05/D31D5 15:24:24 Area Location Type: NONCBD I xey : voLVr~s -- ~ I I WIDTHS I v LANES 1 57 1Z.D 1 -------------------- 111 -- 838 12.0 1 I ------------------- I 36 12.0 1 North -.~...___---__= __= I 1 I 1 II 165 I 40 I 5D I Phasing: SEQUENCE 14 II 12.0 1 12.0 112.0 I PERMSV N N N N I I 1 1 1 1 1 1 oVERLP N N N N I I I I I LEAL7LAG LD LD SB WB NB EB RT TH LT RT TH LT RT TH LT RT TH LT Heavy veh, ~HV .0 .0 .0 .D 2.0 .0 .0 .0 .D .0 2,D .0 Pk-hr fact. PHF .84 .84 .84 .92 .92 .92 .87 .87 .87 .93 .93 .93 Preti.med or Act A A A A A A A A A A A A strtup lost, 11 2.D 2.D z.o 2.D 2.0 2.0 2.D 2.o z.o z.o 2.0 2.0 Ext eff grn, a 2.0 2.0 2.0 2.D 2.0 2.0 Z.0 2.0 2.D 2.D 2.D 2.0 Arrival typ, AT 3 3 3 3 3 3 3 3 3 3 3 3 Ped val, vped 4 0 D ~ Bike val, vbia D 0 D 0 Parking locates NO NO NO ND Park mnvrs, Nm Q 0 d D Bus stops, NS 0 0 0 0 Grade, $G .0 .0 .0 .0 Sq 14 I Phase 1 1 Phase 2 I Phase 3 i Phase 4 1 Ph ase 5 1 Phase 6 I **1** ----~-------- ----- --- ------ ----------- ------ ----- ---~--- _------ ----- ---- ---- I+++ I I I I I I I+++ I I ++++I I I 111 I[+ + +7 I I [++++I I I I I v I ++++ I I i i I 1 I**** v I I I I North I [* + +~I I****~ I I 1 I I I *++ I I++++ I I I I *++ I ! v I I I c= 90~~ l G= z0. DT~ I G= 8 .1" I G= 49.9« I G= D. D" I G= o. o~~ I G= o. oar I I Y+R= 4.D" I Y+R= 4 .D" I Y+R= 4.0" I Y+R= ^.D" I Y+R= 0.0" I Y+R= 0.0" f YELM COI~ASERCIAI, D5/031D6 YELM AVE & VANCIL RI7 1fi:24:24 2DD8 PM PEAK HDUR VOLUi~S WITH PROJECT SIGNAL20001TEAPAC[Ver 2.7D.D7] - HCM Volume Adjust & Satflaw Worksheet Volume SB WB NB EB Adjustment RT TH LT RT TH LT RT TH LT RT TH LT Volume, V 52 48 92 57 838 3fi 60 40 165 157 928 56 Pk-hr fact, PHF .84 .84 .84 .92 .92 .92 .87 .87 .87 .93 .93 .93 Adj my flow, vp 52 57 110 62 911 39 69 46 19D lfi9 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 19D 169 998 60 Prop LT, PLT .000 1.DO .DDO .44D 1.DD .044 .4DD 1.D4 .DDD .000 1.00 Prop RT, PRT --------------- .521 ---------- .DDD ---- 1.000 ----- .000 ----- .DDO ---- 1.000 ----- .04D ----- .000 ---- 1.Oa0 ------ .ODO ---- .4DD ------ Saturation SB WB NB EB Flow Rate RT TH LT RT TH LT RT TH LT RT TH LT Base satflo, so 1900 1900 19DD 1900 1900 19D0 1900 190D 190D 1900 194D Number lanes, N 1 1 1 1 1 1 1 1 1 1 1 Lane width, fW 1.4DD 1.DD 1,DDD 1,4D 1.DD 1.DDD 1.DD 1.04 1.D00 1.00 1.00 Heavy veh, fHV 1.000 1.40 1.400 .9$0 1.a0 1.DOa 1.00 1.D0 1.DOD .980 1,D0 Grade, fg 1.000 1.00 1.OOD 1.00 1.00 1,D04 1.DD 1.44 1,DD4 1.Da 1.00 Parking. fp 1.400 1.DD 1.DOD 1.DD 1.DD 1.ODD 1.00 1.0^ 1.000 1.00 1.aD Hus block, fbb 1.400 1.D0 1.000 1.aD i.ao 1.000 1.OD 1.D0 1.OOD 1.00 1.40 Area type, fa 1.000 1.00 1.OOD 1.00 1.00 1.000 1.OD 1.04 1.aD0 1.OD 1,0D Lane util, fLU 1.000 1.00 1.a44 1.40 1.D4 1,44D 1.D0 1.4D 1.DD4 1.00 1.00 Left-turn, fLT 1.044 .727 1.aD0 1.OD .950 1.000 1.OD .648 1.OOD 1.D0 .950 Right--turn, fRT .922 1.00 .850 1.00 1.Oa .85D 1.00 1.OD .85D 1.D0 1.00 PedHike LT,fLpb 1.000 1.00 1.000 1.00 1.00 1.DDD 1.Oa 1.oD 1.000 1.00 1,4D PedBike RT,fRpb 1.000 1.00 1.OOD 1.00 1.00 1.000 1.a0 1.a0 1.OD0 1.44 1,D0 Local adjustmnt 1.000 1.00 1.OOD 1.00 1.00 1.000 1.00 1.OD 1.D00 1.44 1,DD Adj satflow, s 1752 1381 1615 1863 1845 1615 1940 1231 1615 1863 1805 SIGNAL2000/TEAPAC[Ver 2,74.47] - HCM Capacity and LDS Worksheet Gapacity Analysis Lane group, LG Adj Flaw. v Satflow, s Lost time, tL Effect green, g Grn ratio, gIC LG capacity, c v/c ratio, X Flow ratio, v/s Crit lane group Sum Grit v/s,Yc Crit v/c, Xc SB RT TH LT RT+TH LT 119 110 1752 1381 4.D 4.0 zo.4 z4.4 .222 .222 389 30fi .305 .359 .068 .DBD D.723 .835 WB RT TH LT RT TH LT 62 911 39 1515 1853 18D5 4.0 4.0 4.D 49.9 49.9 $.1 .555 .555 .090 896 1033 153 .069 .882 .239 .038 .489 .022 Total. lest. L NB RT TH LT RT TH LT 69 46 190 1615 1900 1231 4.0 4,^ 4.0 20.0 2a.a 2D.0 .222 .222 .222 358 422 273 .193 .109 ,696 .443 .424 .154 EH RT TH LT RT TH LT 169 998 fi0 1615 1863 18D5 4.D 4.0 4.0 49.9 49.9 8.1 .555 .555 .D9D 896 1433 153 ,189 .96fi .368 .105 .536 .433 12.0 YELM COA+RHERCIAL YELM AVE & VANCIL RD 2DD$ PM PEAK HCUR VOLUi~S WITH PROJECT SIGNAL2DDD~TEAPAC[Ver 2.70.07] - HCM Capacity and LOS worksheet Delay and LOS SB RT TH LT w6 RT TH LT RT TH LT 62 911 39 896 1033 163 .069 .882 .239 .555 .555 .D9D 9.3 17.5 38.1 .11 .41 .11 .0 9.1 .8 .D .D .0 .a .D .0 1. DO 7.. DD 1.00 9.3 26.5 38.8 A C+ D+ D 0 D 26. D C+ 1D1z NB RT TH LT Lane group, LG Adj Flaw, v LG capacity, c vac ratio, X Grn ratio, g~C Unif delay. d1 Incr calih, k Incr delay, d2 Queue Delay, d3 Unif delay, dl* Prag factor, PF Contrl delay, d Lane group LOS Final Queue,Qbi Appr delay, dA Approach LOS Appr flaw, vA Intersection: RT+TH LT 119 11D 389 3D6 .306 .359 ,222 .222 29.2 29.5 .11 .11 .4 .7 .D .D .~ .D 1.DD 1.Do 29.7 30.3 C C D ^ 30.0 C 22 9 Delay 31.5 LOS C RT TH LT 69 45 190 358 422 273 .193 .109 .696 .222 .222 .222 28.5 27.9 32.2 .11 .11 .26 .3 .1 7.5 .D .D .0 .D .v .D 1.00 1.OD 1.OD 28.7 28.D 39.7 c ~ n+ 0 D D 35.5 D+ 3D5 05~D31D6 16:24:24 EB RT TH LT RT TH LT 169 998 64 896 1033 163 .189 .966 .368 .555 .555 .D90 1D.D 19.2 38.5 .11 .47 .11 .1 2D.2 1.4 .0 .D .D .D .D .D 1. DD ~.. DD 1. DD 1D.1 39.5 39.9 B+ D+ D+ D D 0 35.4 D+ 1227 YELM CdMNIERCIAL YELM AVE & VANCIL RD 2DD8 PM PEAK HOUR VOL[JMES WITH PROJECT D51D3/06 15:24:24 SIGNAL20D0ITE.APAC[Ver 2.70.07] - Evaluation of Intersection Performance Intersection # 1 - Sq 14 I Phase 1 1 Phase 2 1 Phase 3 I I + + + I I I . I + + + I I ++++I 111 I[+ + +7 I I ~++++I I I v I ++++I I I ! 1**** v I I North I [* + +71 I****~ k I * + + I I++++ I I *++ I I v I GIC=0.222 I G/C=D.D9D I G/C=0.555 I I G= 2D.D" J G= 8.1" I G= 49.9" I I Y+R= 4.D" 1 Y+R= 4.0" I Y+R= 4.0" I I Off= 0.0~ I Off=26.6 I Off=4D.1~ C= 9D sec G= 78.0 sec = 86.7 Y=12.D sec = 13.3 MVMT TOTALS Param:Units AdjVol: vph WidlLn:ftl# gIC Rqd@C:fir gIC Used: ~ SV @E: vph Svc Lv1:LOS Deg Sat:v/c HCM Delisly Tat Del:min # 8tops:veh Feel: gal CO Em: kg Queue 1:veh Qu~+ue 1: f t SB Approach WB RT TH LT RT 62 57 110 62 D/D 1211 12/1 1211 D 16 17 14 D 22 22 55 0 389 300 896 C C A D.OD 0.31 ^.36 D.07 O.D 29.7 3D.3 9.3 0 15 14 2 0 25 23 7 0.0 0.5 D.4 D.1 0.0 0.6 D.5 ^.1 D 5 4 1 D 116 110 34 Approach NB Appr~ TH LT RT TH 911 39 59 46 1211 1211 12/1 12/1 52 13 15 13 55 9 22 22 1033 145 355 422 C+ D+ C C 0.88 Q.24 0.19 0.11 26.5 38.8 28.7 28.D 101 6 8 5 199 9 14 9 3.6 D.2 D.3 D.2 4.2 D.2 0.3 0.2 36 2 3 2 923 44 65 43 Ped= D.D sec = 0.0~ each EE Approach LT RT TH LT 190 169 998 60 12/1 12/1 12/1 12/1 24 19 57 14 22 55 55 9 265 896 1D33 145 D+ H+ D+ D+ D.7D D.19 D.97 D,37 39.7 1D.1 39.5 39.9 31 7 164 1^ 44 21 239 14 D.8 0.4 4.5 0.3 1.1 D.4 6.0 D.4 ----- -------------- 9 4 47 3 216 99 1177 68 Int Total 2773 5879 C D.74 31.5 3 63 6D4 11.3E 14,0E 47 1177 YELM COMMERCIAL YELM AVE & VANCIL RD 2008 PM PEAK HOUR VOLUMES WITH PROJECT 05/03/05 15:24:24 SIGNAL2000/TEAPAC[Ver 2.70.D7j - Evaluation of Intersection Performance APPR TOTALS Param: [Inits AdjVal: vph Svc Lv1:L0S Deg Sat:v/c HCM Delis/v Tot Del:min # Stops:veh Fuel: gal CO Em: kg Queue 1:veh ¢ueue 1: ft Int SB Approach WB Approach NB Approach EH Approach Total 229 1012 305 1227 2773 C C+ D+ D+ C 0.33 0.81 0.49 0.83 0.74 30.0 25.0 35.5 35.4 31.5 29 109 44 181 363 48 215 57 274 504 0.9 3.9 1.3 5.2 11.3E 1.1 4.5 1.5 5.8 14.0E 5 36 9 47 47 116 923 215 1177 1177 TWO-WAY STOP CONTROL SUMMARY eneral Infnnnation ite Information Yelm Ave Date Pertormed Analysis Time Period Hourly Flow Rate, HFR Percent Heavy Vehicles edian Type T Channelized Hourly Flow Rate, HFR Percent Heavy Veh'scies Peroent Grade [°k] fared Approach torage T Channelixed Lane Configuration [vph] [m] [vph] Ic 5°k queue length ontrol Qelay LQS pproach Delay pproach LOS 3 0 T t L io o: s4 11 r 0 tr of Ser NB 1 L 3 794 o. 00 O.ai 90.9 B Year Northbound 2 T 808 0.86 939 T a 0.8~ 4 1 N 0 5B 4 L 71 795 0.90 0.33 90.6 8 o. ss o. sa 17 7i - 3 Two way Left Tum Lane 4 0 9 TR L R L 71 0 1.84 0.75 84 0 1 4 1 0 R Westbound 7 $ 9 LT R 11 s4 131 318 0.08 0.26 4.27 9.44 35.0 20.3 ^ C 22.0 C 974 1 T R 1 s o.7s 0.75 1 is o ^ 0 N 0 0 1 0 LTR Eastbound 1{} 11 12 LTR 11 27T 0.04 O.iP 78.5 C 18.5 C Rights Reserved F1C52a0Ur*~ Copyright C 2003 i!niversiry of Florida. All Rights Acscrved Version d. if Version 4 I r TWO-WAY STOP CONTROL SUMMARY eneral Infonnatinn Ite Information nalyst Intersection Yefm Ave & 103rd Ave gencylCa. urisdiction Date Performed nalvsis Year ourly Flow Rate, HFR ercent Heavy Vehicles Median Type RT Channelized Hourly Flow Rate, HFR Percent Heavy Vehicles Percent Grade ~°k] Flared Approach tarage RT Channelized Lane Con£guration {vph} gym} {vph} IC 5% queue length ontrol Delay LQS pproach Delay pproach LD5 1 2 L T 3 1487 0.8fi 0.8fi 3 9283 0 T 1 L L zD ].8~ 23 i 0 LT of $er NB 1 L 3 542 o.D9 0.02 99.7 B T 0 0.8~ 0 1 0 H 0 9 SB 4 L 74 533 0.14 0.48 7 Z.8 8 2S 74 - 3 Twa Way Leif Tum tame 0 0 9 TR L R L T4 0 1.84 0.7 88 D r ^ D 9 ^ R Westbound 7 8 9 LT R 23 88 77 204 0.30 0.43 1. TO 2.00 7D.5 35.4 F E 42.7 F 929? 3 D 9 6 TR 11 12 T R 1 8 0.75 D.75 9 10 0 0 D H 0 0 i D LTR Eastfi~ound 1D 11 12 LTR 11 178 0.06 0. PO P6.6 a 26.6 D NCS~a~Frn+ Copyright O 2003 University of Florida, All Rrghls i[cscrvcd Version d I F 7WQ-WAY STQP CONTROL SUMMARY enerai Information ite In#ormation nalyst gencylCo. Date Pertormed nal sis Time Period Intersection urisdictian natysis Year Yefm Rve 8 903rd Ave Pro'ect Descri Lion 20Q8 PM PEAK HOUR VOLUMES WITH PROJECT EastlWest 5kreet: 743rd Avenue SE NorthlSvuth Street: Yehn Rvertue SR-507 lntersectian ^rientation: NoM~-South tud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 B L T R L T R plume 3 1499 25 67 9966 3 Peak-Hour Factor, PHF 0.8fi 4.86 0.88 0.90 4.94 0.90 Hourly Flow Rate, FiFR 3 9277 29 74 9295 3 Percent Heavy Vehicles Q - - 3 - - Median Type Two Way Left Tum Lane RT Channelized 0 0 Lanes 9 9 0 9 9 Q onfiguration L TR L TR stream Si na1 0 4 Minor Street Westbound Eastbound Movement 7 8 9 1D 11 12 L T R L T R vlume 2Q 4 74 4 ? 8 eak-Hour Factor, PFIF QB4 4.84 0.84 0.75 Q. TS Q.75 ourly Flaw Rate, HFR 23 4 88 0 9 1Q ercent Heavy VehiGes 9 9 i 0 0 0 ercenk Grade [%} 0 0 Eared Approach N N torage 4 4 T Channelized 4 0 nes d ? ? 0 9 4 onfiguration tT R LTR DeEa 4ueue Len th and Level of Service preach N8 SB Westbound Eastbound Movement 1 4 7 8 9 1p 11 12 Lane Configuration L L LT R LTR [vph} 3 74 23 88 99 {m}[vph] 540 527 77 240 977 Io 4.49 4.94 4.34 4.44 4.4fi 5°k queue length 4.02 Q.49 9.90 2.4fi 0.2Q ontrol Delay 99.T 92-9 70.5 38.4 25.7 O5 B B F E 0 preach Delay - - 43.5 28.7 pproach LflS _ -- E o Rights Reserved HC'S?000 Copyright b 2003 University of Fkorida, All Righ[s Itcscrvcd Version 9. ] f 4'ersion 4.1 f YELM CO1~Q~+lERCIAL YELM AVE & CLARE{ RDIPRAIRIE PARR ST EXISTING PM PEAR HOUR VOLUMES SIGNAL2000/TEAPAC[Ver z.70.07] - HCM Input Worksheet Intersection # 1 - I I II Z5 I 4 I 34 II v.o I iz.a 112.0 II v I ~ I 1 II I I II 1 I 1 27 12 . o ~. 1 sss iz.v 1 -- ---------- 8 ------- 8.0 --- ~ ~ I I I Heavy veh, $HV Pk-hr fact, PHF Pretimed or Act Strtup lost, 11 Ext eff grn, e Arrival typ, AT Ped vvl, vped Bike vvl, vbic Parking locates Park mnvrs, Nm Bus stops, NB Grade, $G I 1 -------------- I 27 I Phasing: a.o I 0 I I v51v~1v6 16:47:31 Area Location Type: NONCBD I Key: VOLUMES -- ] I I wlnTHs I v LANE$ 1 z7 a.0 v -- 619 12.0 1 53 lz.d ~ II i I II $ i 5 k II 12.0 112.0 II 1 I 1 I II I I SB RT TH LT .v .v .o .93 .93 .93 A A A 2.0 z.Q Z.0 2.D 2.0 2.0 3 3 3 v a NO 0 0 .0 WB RT TH LT .0 2.d .D .95 .95 .95 A A A 2.a z.v z.v Z.0 2.0 2.0 3 3 3 0 0 ND .0 NB RT TH LT .0 .0 .D .83 .83 .83 A A A z.0 2.0 2.0 z.v z.o z.o 3 3 3 a 0 NO d D .0 11/ I I North I SEQUENCE Y1 PERM$V N N N N OVERLP N N N N LEADLAG LD LL7 EB RT TH LT .o z.v .v .89 .89 .$9 A A A z.D z.0 2.0 2.0 2.0 2.0 3 3 3 v 0 NO 8 D .D Sq 11 I Phase 1 1 Phase z l Phase 3 1 Phase 4 1 Phase 5 1 Phase 6 1 **1** ----------~------------------------------------ I**+ I I I I I I 111 IC* * +] I t++++I I I v I ++++I I I I i I I I+*++ ~ I I I I I North I C+ + +]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" 1 G= 0.0" 1 G= 0.0" I I Y+R 4.0" I Y+R= 4.0" I Y+R= 0.0" I Y+R= 0.0" I Y+R= 0.U" I Y+R= D.0" I ------------------------------------------------------------------------- YELM CaHD.KERCIAL YELM AVE & CLARK RD/PRAIRIE PARK ST E7tI STING PM PEAK HOUR VOL[]MES SIGNAL2aav/TEAPAC[Ver 2.70.07] - HCM Volume Adjust & satflow Worksheet Volume Adjustment Volume, V Pk-hr fact, PHF Adj my flaw, vp Lane group, LG Adj LG flow, v Prop LT, PLT Prop RT, PRT Saturation Flow Rate Base satflo, so Number lanes. N Lane width, fW Heavy veh, fHV Grade, fg Parking, fp Bus black, fbb Area type, fa Lane util, fLU Left-turn, fLT Right-turn, fRT PedHike LT,fLpb PedHike RT,fRpb Laval adjustmnt Adj satflow, s SS RT TH LT 25 4 34 .93 .93 .93 27 4 37 RT+TH LT 31 37 .aDa 1.aa .871 .000 S8 RT TH LT 19D0 1900 1 1 1.ooa 1.aD 1.000 l.aa 1.000 1.aa x.aDO 1.oa 1.aDa 1.aa 1.OaD 1.00 1.000 1.oa 1.000 .800 .865 1,a0 l.ooo l.aa 1.DDD 1.00 1.000 1.00 1652 152D WB RT TH LT 27 619 53 .95 .95 .95 28 652 56 RT+TH LT 58a 56 .Daa 1.oa .D41 .ODD WB RT TH LT 19aa 19aa 1 1 l.aaa 1.00 .981 1,aa l.oaD 1.aD 1.OOa 1.D0 1.ooa 1.00 1.aa0 1.00 1.DaD l.aD 1.a0a .220 .994 1.00 1.aao 1.00 1.D0a 1.00 1.ooa 1.vv 1853 419 NB RT TH LT 27 5 $ .83 .83 .83 33 6 la RT+TH LT 39 10 .OaO 1.aa .846 .000 NB RT TH LT 19aD 19Dv 1 1 1.oao 1.aD 1.000 1.aD 1.oaD 1.oa 1.DDa 1.a0 1.aDD 1.Da 1.DOa l.Da 1.ooa 1.oa l.aao .800 .$73 1.DD 1.x00 1.00 1.D00 1.00 1.000 1.04 1659 152D RT+TH LT 39 10 1559 1520 4.0 4.0 5.0 5.0 .083 .D83 138 127 .283 .079 .024 .007 EB RT TH LT 8 886 27 .89 .89 .89 9 996 3D RT+TH LT 1DD5 3D .DOD 1.Do .0a9 .aaD E8 RT TH LT SIGNAL2D0D/TEAPAC[Ver 2.70.07] - HCM Capacity and LQS Worksheet Capacity Analysis Lane group, LG Adj Flow, v satflow, s Lost time, tL Effect green, g Grn ratio, g/C LG capacity, c v/c ratio, X Flow ratio, v1s Crit lane group Sum Grit v/s,Yc Crit v/c ~ Inc SB RT TH LT RT+TH LT 31 37 1652 1520 4.0 4.a 5.0 5.0 .083 .083 138 127 .225 .291 .019 .024 0.564 .651 WB RT TH LT RT+TH LT 680 56 1853 419 4.0 4.D 47.a 47.0 .783 .783 1451 328 .4fi9 .171 .367 .134 NB RT TH LT 1900 1900 1 1 1.aDa 1.00 .981 1.aa 1.aoo 1.ao 1.DOO 1.aa 1.000 1.00 1.Oaa 1.00 1.ODa 1,DD 1.000 .373 .999 1.00 1.000 1.00 1.000 1.DD 1.Dao l.oa 1861 708 EB RT TH LT 05/03/06 16:47:31 RT+TH LT 1005 30 18x1 7a8 4.0 4.0 47.0 47.0 .783 .783 1457 555 .69D .054 .540 .D42 Total lost, L 8.0 ]CELM COM~RCIAL 051Q31Q6 YELM AVE & CLARK RDIPRAIRIE PARK ST 1fi:47:31 EXISTING PM PEAfC HOUR VOLUMES SIGNAL2QDQITEAPAC[Ver 2.70.07] - HCM Capacity and LDS Worksheet relay SB WB NB EB and LOS RT TH LT RT TH LT RT TH LT RT TH LT Lane group, LG RT+TH LT RT+TH LT RT+TH LT RT+TH LT Adj Flaw, v 31 37 680 55 39 1D 1D05 30 LG capacity, c 138 127 1451 328 138 127 1457 555 vIc ratio, X .225 .291 .469 .171 .283 .079 .690 .Q54 Grn ratio, gIC .D83 .D83 .783 .783 .083 .083 .783 .783 Unif delay, d1 25.7 25.$ 2.2 1.5 25.$ 25.4 3.1 1.5 Incr calib, k .11 .11 .11 .11 .11 .11 .2fi .11 Incr delay, d2 .8 1.3 .2 .2 1.1 .3 1.4 .0 Queue Delay, d3 .0 .Q .0 .D .D .0 .D .D ^nif delay, dl* .D .0 .0 .0 .0 .Q .0 .Q Prag factor, PF 1.00 1.00 I.DD 1.DD 1.00 1.QQ 1.OQ 1.OQ Contrl delay, d 25.5 27.1 2.5 1.9 25.9 25.fi 4.5 1.5 Lane group LDS C+ C+ A A C+ C+ A A Final Queue,Qbi 0 0 0 Q Q Q Q 0 Appr delay, dA 25.8 2.4 2fi.7 4.4 Approach LOS C+ A C+ A Appr flow, vA fi$ 736 49 1035 intersection: Delay 5.D LOS A YELM CO1~~RCIAL YELM AVE & CLARK RDIPRAIRIE FARE{ ST EXISTING PM PEAK HDUR VQLUMES 05/03/05 16:47:31 SIGNAL2DODITEAPAC[Ver 2.7D.07] - Evaluation of Intersection Performance Intersection # 1 - Sq 11 I Phase 1 1 Phase 2 1 * * + I . I * * + I ++++I 111 k[* * +] k [++++I I I v I ++++I I I I++++ v I North I [+ + +]I****] I I I + + + I**** I Im +++ k v I k GIC=D.D83 1 GIC=D.783 I I G= S.oT~ I G= 47.D}' I I Y+R= 4.D" I Y+R= 4.0" I I Off= 0.0~ I Off=15.D~ I C= fiD sec G= 52.0 sec = 8fi.7~ MVM'P TOTALS Param:Units AdjVa1: vph WidlLn:ft/# gIC Rqd@C:~ g/C Used: ~ SV @E: vph Svc Lv1:L0S Deg Sat:vlc HCM Del:s/v Tot I}el:min # Stops:veh F~e1: gal CO Em: kg Queue l:veh Queue 1: ft Y= 8.D sea = 13.3$ Ped= 0.0 sec = D.0~ SB Approach WB Approach NB Approach EB Approach Int RT TH LT RT TH LT RT TH LT RT TH LT Total 27 4 37 28 652 56 33 6 10 9 996 30 1888 0/0 12/1 12/1 D/D 12/1 12/1 D/O 12/1 1211 DID 12/1 12/1 D 4 D ^ 44 0 0 4 0 D 55 D ^ 8 8 D 78 78 D 8 8 D 78 78 ^ 127 116 0 1451 328 D 127 11fi 0 1457 555 4277 C+ C+ A A C+ C+ A A A D.00 0.22 D.29 D.DO 0.47 D.17 D.DD D.28 D.08 0.00 0.69 0.05 D.56 D.0 26.5 27.1 O.D 2.5 1.9 D.D 26.9 25.6 0.0 4.5 1.5 5.0 0 3 4 D 7 0 ^ 4 1 D 7.9 D 3$ D 7 9 ^ 58 4 0 9 2 D 118 2 2D9 D.D D.1 0.2 0.0 1.0 D.1 0.0 0.2 D.D 0.D 2,D O.D 3.6L D.D 0.1 D.2 D.0 0.8 D.1 O.D 0.2 D.D D.D 1.7 0.^ 3.1L D 1 1 ^ 8 1 0 1 ^ 4 15 D 15 D 24 29 0 195 13 0 3D 8 0 391 6 391 YELM CO~RCIAL 45/031D6 YELM AVE & CLARK RD/PRAIRIE PARK ST 16:47:31 EXISTING PM PEAK HOUR VOLUMES SIGNAL240DITEAPAC[Ver 2.70.073 - Evaluation of Intersection Performance APPR TOTALS Int Param:Units SB Approach WB Approach NB Approach EB Approach Total AdjVal: vph ----------- 68 -------------- 736 -------------- 49 --------------- 1035 -------------- 1888 - ----- Svc Lv1:LOS C+ A C+ A A Deg Sat:vlc 4.26 D.45 0.24 0.67 0.55 HCM Delis/v 25.8 2.4 26.7 4.4 5.0 Tct Del:min 7 7 5 19 38 # Stdps:veh 16 52 11 124 2D9 del: gal 4.3 1.1 0.2 2.0 3.GL CO Em: kg 4.3 D.9 D.2 1.7 3.1L Queue 1:veh 1 8 1 15 15 Queue 1: ft 29 195 30 391 391 YELM Cd~SERCIAL YELM AVE & CLARK RnIPRAIRIE PARR ST 20D8 PM PEAK HQUR VOLi]MES WITHOUT PRdJECT SIGNAL2D^DITEAPAC[Ver 2.7D.07] -- HCM Input Worksheet Interseativn # 1 - I II 2fi I 4 I 35 II D.^ 112.o 112.o II D I 1 1 1 I! I II 1 I 1 2a 12.D i 1 11fi8 12.D 1 -- 8 ---------- D.D ------ 0 ---- 1 --- I I I D51D3ID6 15:5D:43 Area Location Type: NdNCBn I xey: VOLUMES -- ] I I wlnTHs I v LANES --------------------- 1 28 O.D D ------------------- 111 -- 887 12.D 1 ------------------- I 1 58 12.D 1 North --____--_- ------ I 1 I II I !I 1D I 5 II 12.D 112.D I I[ 1 f 1 I II I I RT SB WB TH LT AT TH 1 3Z I Phasing: SEQUENCE 11 0.D I PERMSV N N N N D I ovERLP N N N N I LEAI]LAG LD LD NB EB LT RT TH LT RT TH LT Heavy veh, ~HV .D .0 .^ .D 2.D .D .0 .D .^ .D 2.D .D Pk-hr fast, PHF .93 .93 .93 .95 .95 .95 .83 .83 .83 .89 .89 .89 Pretimed yr Act A A A A A A A A A A A A Strtup lost, 11 2.D 2.D 2.0 2.D 2.D 2.0 2.D 2.^ 2.0 2.D 2.0 2.D Ext eff grn, a 2.0 2.D 2.0 2.0 2.D 2.D 2.0 2.0 2.D 2.D 2.4 2.D Arrival typ, AT 3 3 3 3 3 3 3 3 3 3 3 3 Ped vol, vped D D 4 D Hike vv1.. vbic D D D D Parking lvcatns ND ND No NO Park mnvrs, Nm ^ ^ U D Bus stops, NB ^ ^ D D Grade. $G .^ .D .^ .^ Sq 11 I Phase 1 I Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 5 1 I**+ I I I I 1 I I**+ I ++++I I I I I 111 IC* * +] I [++++I I I I I v I ++++I I I 1 I I I I++++ v I I I I f North I C+ + +]I****] I I I I k 1 I +++ I**** I I I ! I Im +++ I v I I I I I C= 60"I G= 5.D" I G= 47.^" I G= D.D" I G= D.D" I G= ^.D" I G= D.D" I I Y+R= 4.D" I Y+R= 4.0" I Y+R= D.0" I Y+R D.D" I Y+R= D.D'r { Y+R= O.D" YELM COMMERCIAL YELM AVE & CLARK RD/PRAIRIE PARK ST 2DD$ PM PEAK HOUR VOLUMES WITHOUT PROJEGT RT+TH LT 45 12 1653 1520 4.0 4.0 5.0 5.D .083 .D83 138 127 .326 .094 .027 .D08 SIGNAL2000/TEAPAC[Ver 2.70.07] - HGM Volume Adjust & 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 Elaw Rate Base satflo, so Number lanes, N Lane width, fW Heavy veh, fHV Grade, fg Parking, fp Bus blank, fbb Area type, fa Lana util, fLU Left-turn, fLT Right--turn, fRT PedEike LT, fLpb PedBike RT,fRpb Local adjustmnt Adj satflvw, s SB RT TH LT 26 4 35 .93 .93 .93 28 4 38 RT+TH LT 32 38 .ODD 1.DD .875 .ODD SB RT TH LT 194D 1900 1 ~. 1.DaD 1.DD 1.000 1.DD 1.DDD 1.00 1.DOD 1.DD 1.DDD l.Do 1.000 1.aD 1.DDO 1.aD 1.000 .800 .859 1.00 1.ODD 1.D0 1.DDD 1.DD 1.D0^ 1.40 1651 152D WB RT TH LT 28 887 58 .95 .95 .95 29 934 61 RT+TH LT 963 51 .DOD I.DD .030 .OOD WB RT TH LT 1900 190D 1 1 1.040 1.00 .981 1.OD 1.400 1.00 1.DDD 1.Do 1.ODD 1.DD 1.DDO 1.00 1.DDD 1.ao 1.D00 .085 .995 1.OD 1.D00 1.00 1.D00 1.DD 1.vDD 1.DD 1855 162 NB RT TH LT 32 5 10 .83 .83 .83 39 6 12 RT+TH LT 45 12 .ODD 1.OD .867 .ODD NS RT TH LT 190D 190D 1 1 1.DDD 1.00 1.000 1.D0 1.000 1.OD 1.ODO 1.DD 1.000 1.DD ~.DDD 1.Do 1.DDD 1.Do 1.0D0 .800 .870 1.00 1.DD0 1.00 1.OD4 1.00 1.oDD 1.Do 1653 152D D5/03/06 16:50:43 EB RT TH LT 8 1168 28 .89 .89 .89 9 1312 31 RT+TH LT 1321 31 .DOD 1.D0 .DD7 .ODD SIGNAL200D/TEAPAC[Ver 2.70.07] - HCM Capacity and LOS Worksheet Capacity Analysis Lane group, LG Adj Flow, v Satflow, s Lost time, tL Effect green, g Grn ratio, g/C LG capacity, c v/c ratio, X Flaw ratio, v/s Crit lane group Sum crit v/s,Yc Crit v/c, Xc SH RT TH LT RT+TH LT 32 38 1651 152D 4.0 4.0 5.0 5.0 .483 .083 138 127 .232 .299 .019 .D25 D.737 .s5a WB RT TH LT RT+TH LT 963 fit 1855 162 4.0 4.0 47.0 47.D .783 .783 1453 127 .663 .48D .519 .377 NB RT TH LT E8 RT TH LT 19DO 19DD 1 1 1.OD0 1.DD .981 1.00 1.000 1.00 1.DD0 1.OD 1.DDD 1.00 1.DaD 1.aD 1.DDD 1.aD 1.OD0 .239 .999 1.00 1.000 1.00 1.ODD 1.00 1.ODD 1.00 1861 454 EB RT TH LT RT+TH LT 1321 31 1$61 454 4.D 4.4 47.0 47.^ .783 .783 1458 356 .906 .D87 .710 .05$ Total lost, L 8.0 YELM GOM[~RCIAL YELM AVE & CLARK RD/PRAIRIE PARK ST 2D08 PM PEAK HOUR VOLUMES WITHOUT PROJECT SIGNAL2DDOITEP,PAC[Ver 2.70.07] - HCM Capacity and L{]S Worksheet Delay SB WB and LOS RT TH LT RT TH LT Lane group, LG RT+TH LT RT+TH LT Adj Flow. v 32 38 953 61 LG capacity, c 7.38 127 1453 127 v1c ratio, X .232 .299 .663 .480 Grn ratio, gIC .483 .083 .783 .783 Unif delay, d1 25.7 25.9 2.9 2.3 Incr calib, k .11 .11 .24 .11 Incr delay, d2 .9 1.3 1.1 2.8 Queue Delay, d3 .0 .D .0 .D Unif delay, d1* .D .D .D .D Prog factor, PF 1.D0 1.DD 1.DD 1.00 Ccntrl delay. d 26.6 27.2 4.1 5.1 Lane group LO5 C+ C+ A A Final Queue,Qbi 0 D 0 0 Appr delay, dA 26.9 4.1 Approach IRS C+ A Appr flaw, vA 7D 1D24 Intersection: Delay 10.1 LOS B+ o51D31Ds 16:5D:43 NB HB RT TH ~,T RT TH LT RT+TH LT RT+TH LT 45 12 1321 31 138 127 1458 356 .326 .094 .906 .087 .083 .083 .783 .783 25.9 25.4 4.9 1.5 .11 .11 .43 .11 1.4 .3 8.5 .1 .D .o .D .D .4 .v .o .o 1.D^ 1.D0 1.00 1.00 27.3 25.7 13.3 1.6 C+ C+ B+ A a o D D 27.0 13.0 C+ B+ 57 1352 YELM COHRr1ERCIAL YELM AVE & GLARIC RDIPRAIRIE PARK ST 2DD8 PM PEAEC HOUR VDLLTMES WITHOUT PROJECT v51D31D6 1£:5x:43 SIGNAL2000/TEAPAC[Ver 2.7D.D7] - Evaluation of Intersection Performance Intersection # 1 - Sq 11 I Phase 1 1 Phase 2 1 I * * + I { . ! * * + I ++++I 111 !~* * +~ I ~++++I ! I v I ++++I I I I++++ v I North I C+ + +]I****] I I + + + I**** I Im +t+ I v I -- -- - --- - ---- - --- - - -------- { GIC=0.483 I GIC=0.783 I G= 5.0" I G= 47.0" I { Y+R= 4.D" I Y+R---- 4.0" I I Dff= 0.0'~ I Cff=15 . D~ C= 60 sec G= 52.0 sec = 86.7~r MVMT TgTAL$ Param:Units AdjVol: ugh WidlLn:ft/# g1C Rqd@c:~ sIG used: ~ SV @E: vph Svc Lv1:LDS Deg Sat:vlc HGM Delisly Tot DQl:mzn # Stops:veh Ebel: gal CD Em: kg Queue l:veh Queue 1: ft SB Approach WB RT TH LT RT 28 4 3$ 29 010 1211 121x DID 0 4 0 0 0 8 $ a D 127 116 a C+ C+ o.DO D.23 D.30 0.00 D.v 26.6 27,2 a.a 0 4 4 0 D 7 9 0 0.0 0.1 0.2 0.0 0.0 0.1 0.2 0.0 0 1 1 a 0 25 3a a Y= 8.0 sec = 13.3 Ped= D.0 sec = 0.0~ Approach NB Approach ES Approach Int TH LT RT TH LT RT TH LT Total 934 61 39 6 12 9 1312 31 25x3 1211 1211 DID 1211 12/1 Ola 12/1 1211 53 D 0 5 D D 71 a 78 78 0 8 8 D 78 78 1453 125 0 127 115 v 1458 356 3878 A A C+ C+ B+ A B+ D.65 a.48 o.DD D.33 0.09 a.oo 0.91 o.a9 0.76 4.1 5.1 a.D 27,3 25.7 a.D 13.3 1,B 1D.1 16 1 0 5 1 ^ 73 0 104 108 5 0 11 3 0 247 2 3g2 1.8 0.1 0.0 0.2 0.1 0.0 4.1 0.0 6.6L 1.5 0.1 0.a 0.2 D.1 0.0 4.2 0.0 6.5L 14 1 D 1 v 0 33 0 33 359 22 0 35 9 0 835 7 835 YELM COMMERCIAL YELM AVE & CLARK RD~PRAIRIE PARK ST 2DQ8 PM PEAIf HO[3R VQLUMES WITHO[]T PRO~7ECT Q5/Q3/Q6 16:5Q:43 SIGNAL2QQQ/TEAPAC[Ver 2.7Q.07] - Evaluation of Intersection Performance APPR TOTALS Param:Units AdjVol: vph Svc Lvl:LDS Deg Sat:v/c HCNt nel : sIv Tot Del:min # Stops:veh EYxel: gal CD Em: kg Queue l:veh Queue 1: ft Int SB Appraaah WB Approach NB Approach EB Approach Total 70 1Q24 57 1352 2503 C+ A C+ B+ B+ 0.27 4.65 D.Z8 Q.89 D.76 26.9 4.1 27.v 13.D lv.l 8 17 6 73 1Q4 16 113 14 249 392 Q.3 1.9 Q.3 4.1 6.6L 0.3 1,7 Q.3 4.2 6.5L 1 14 1 33 33 3Q 359 35 835 835 YELM CDt~iERCIAL YELM AVE & CLARK RD/PRAIRIE PARK ST 2008 PM PEAK HOUR VOLUMES WITH PRO~7ECT SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Input Worksheet Intersection # 1 - I II 26 I 4 1 35 I I D.D ] I2.0 112.0 II D I 1 1 I I I I I II 1 I 1 28 12.0 1 ---------- 1172 -----_- 12.0 --- 1 -- 8 ---------- v.D ------- o --- 1 --- I I I Heavy veh, $HV Pk-hr fact, PHF Pretimed ar Act Strtup lost, 11 Ext eff grn, e Arrival typ, AT Ped vol, vped Bike val, vbic Parking locates Park mnvrs, Nm Bus stops. NB Grade, $G + 05/03/06 16:52:4$ Area Location Type: NONCHD i Key : VDLUt~S -- ] I I WIDTHS I v LANES 1 2s o.o D -- s97 12.0 1 ~ s0 1z.o 1 1 I 1 -------------- II I I II 1D I 5 I 32 II 12.0 i 12.0 I 0.0 I II 1 1 Z I D I li I I I SB RT TH LT .o .0 .D .93 .93 .93 A A A 2.D 2.D 2.D z.o z.a 2.D 3 3 3 0 a NO 0 0 .D WB RT TH LT .0 z.o .o .95 .95 .95 A A A 2.D 2.D 2.0 2.0 2.D 2.D 3 3 3 D 0 Na 0 D .0 Phasing: NB RT TH LT .o .o .^ .83 .83 .83 A A A 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 0 a No 0 0 .Q 111 I I North I SEQ[]ENCE 11 PERMSV N N N N OVERLP N N N N LEADLAG LD LL7 EB RT TH LT .o z.o .o .89 .89 .89 A A A 2.0 2.0 2.0 2.0 2.0 2.0 3 3 3 D D NO 0 D .D Sq 11 I Phase 1 1 Phase 2 1 Phase 3 1 Phase 4 1 Phase 5 1 Phase 5 1 1**+ I I I I I I . I**+ i ++++1 I I I I 111 I~* * +~ i C++++I I I 1 I I I ~ I ++++I I I I I I I ^ I++++ v I I I I 1 North I C+ + +]I****] I I f I I f I +++ I**** I I f 1 I I~ +++ I v I I 4 I I c= 6D'~ I G= 5. o ~T i G= 4 7. o ~T I G= o. D ~~ I G= a. 0 ~~ I G= D. o T~ I ~= D. 0 =~ I I Y+R= 4.D" I Y+R= 4.0" ~ Y+R= 0.0" I Y+R= 0.0" i Y+R= 0.0" I Y+R= O.D" I YELM CONR~IERCIAL YELM AVE & CLARK RD/PRAIRIE PARK ST 2048 PM PEAK HOUR VOLUMES WITH PROJECT SIGNAL200D/TEAPAC[Ver 2.7D.07] - HCM Volume Adjust & Satflow Worksheet Volume Adjustment Volume, V Pk-hr fact, PHF Adj my flaw, vp Lane group, LG Adj LG flow, v Prop LT, PLT Prop RT, PRT Saturation Flaw Rate Base satfla, sa Number lanes, N Lane width, fW Heavy veh, fHV Grade, fg Parking, fp Bus block, fbb Area type, fa Lane utii, fLU Left--turn, fLT Right-turn, fRT PedSike LT,fLpb PedHike RT,fRpb Local adjustmnt Adj satflow, s $B RT TH LT 26 4 35 .93 .93 .93 28 4 38 RT+TH LT 32 38 .DDO 1.DD .875 .000 S8 RT TH LT 19D0 1900 1 1 1.oao 1.aD 1.000 1.DD 1.OD0 1.DD 1.aDD 1.DD 1.DOD 1.00 1.O0D 1.DD 1.000 1.00 1.OO0 .800 .869 1.00 1.DDD 1.Do 1.DDD 1.D0 1.ooD l.oD 1651 1520 WB RT TH LT Z8 897 60 .95 .95 .95 29 944 63 RT+TH LT 973 63 .OOD 1.OD .O3D .DOD WB RT TH LT 19DD 19D0 1 1 1.DDO 1.00 .987. 1.DD 1.ODD 1.D0 1.aaD I.DD 1.ooD l.aD 1.DDD 1.aD 1.DDD 1.DD 1.00D .D$5 .996 1.00 1.DO0 1.DO 1.OO0 1.DD 1.DaD 1.oD 1856 162 NB RT TH LT 32 5 1D .83 .83 .83 39 6 12 RT+TH LT 45 12 .DOD 1.Do .867 .DDO NB RT TH LT 19DD 19DD 1 1 1.000 1.OO 1.DDO 1.DD 1.000 1.00 1.000 1.00 1.DDD 1.D0 1.ODD 1.D0 1.DOD 1.OD 1.000 .BDD .870 1.oD 1.4D0 1.00 1.DDD 1.0D l.o0a l.oa 1653 1520 D51D31os 16:52:48 EB RT TH LT 8 1172 28 .89 .89 .89 9 1317 31 -------------- RT+TH LT 132E 31 .ooo 1.DD .407 .000 EB RT TH LT SIGNAL2D0D/TEAPAC[Ver 2.70.07] -- HCM Capacity and LDS Worksheet Capacity Analysis Lane group, LG Adj Flow, v Satflow, s Last time, tL Effect green, g Grn ratio, g/C LG capacity, c v/c ratio, x Flow ratio, v1s Crit lane group Sum Grit v/s,Yc Crit v/c, Xc 5B RT TH LT RT+TH LT 32 38 1651 1520 4.D 4.0 5.D 5.D .083 .083 138 127 .232 .299 .019 .025 WB RT TH LT NB RT TH LT RT+TH LT 973 63 1856 162 4.O 4.0 47.D 47.0 .783 .783 1453 127 .670 .496 ,524 .39D EB RT TH LT RT+TH LT 45 12 1653 1520 4.D 4.0 5.O 5.0 .0$3 .083 138 127 .326 .D94 .027 .008 1900 1900 1 1 1.DD4 1.DD .981 1.00 1.DO0 1.00 1.DDO 1.DD 1.040 1.DD 1.000 1.D0 1.DDD 1.00 1.D00 .235 .999 l.aD 1.DOD 1.aD 1.QOD 1.00 1.OD0 1.00 1861 446 RT+TH LT 1326 31 1861 446 4.0 4.O 47.D 47.0 .783 .783 7.458 349 .909 .D89 .712 .o7D D.740 Total lost, L 8.0 .854 YELM CQHIl~RCIAL YELM AVE & CLARK RD/PRAIRIE PARE{ ST 2008 PM PEAR HOUR VOLUMES WITH PR0~7ECT SIGNAL2000/TEAPAC[Ver 2.70.07] - HCM Capacity and LOS Worksheet Delay SB WS and LQS RT TH LT RT TH LT Lane group, LG RT+TH LT RT+TH LT Adj Flow, v 32 38 973 63 LG capacity, c 138 127 1453 127 v/G ratio, X .232 .299 .670 .496 Grn ratio, g/C .083 .083 .7$3 .783 Unif delay, dl 25.7 25.9 3.0 2,3 Incr calih, k .11 .11 .24 .11 Incr delay, d2 .9 1.3 1.2 3.0 Queue Delay, d3 .0 .Q .D .0 Unif delay, d1* .0 .0 .D .D Prvg faCtar, PF 1.04 1.00 1.OD 1.OD Cvntrl delay, d 26.6 27.2 4.2 5.3 Lane group LOS C+ C+ A A Final Queue,Qbi 0 0 0 0 ----------------- Appr delay, dA ---------- 2G.9 ---- ---------- 4.2 ---- Approach LQS C+ A Appr flow, vA 70 1036 Intersection: Delay 10.3 LQS B+ 05/03/06 1fi:52:48 NB EB RT TH LT RT TH LT RT+TH LT 45 12 138 127 .326 .094 .083 .083 25.9 25.4 .11 .11 1,4 .3 .D .o .D .0 1.a0 1.00 27.3 25.7 C+ C+ 0 0 27.a C+ 57 RT+TH LT 1326 31 145$ 349 .909 .089 .783 .783 4.9 1.5 .43 .11 8.8 .1 .D .D .0 .0 1.D0 1.00 13.7 1.6 B+ A 0 0 13.4 B+ 1357 YELM CO1~.~+IERC IAL YELM AVE & CLARK RD/PRAIRIE PARK ST 20D$ PM PEAK HOUR VOLUi~S WITH PROJECT D51D31D5 15:52:48 SIGNAL20DD/TEAPAC[Ver 2.7D.D7] - Evaluation ^f Intersection Performance Intersection # 1 - Sq 11 I Phase ~. I Phase 2 I * * + I I 111 i~* * +~ I ~++++I I { v ! ++++I I I {++++ v I North I [+ + +]{****] I i I + + + I**** I Im +++ I v I G/C=D.D83 I G/C=D.783 { I G= 5.D" I G= 47.D" { I Y+R= 4.D" I Y+R= 4.0" I I ^ff= 0 . D'~ I Off=15.0 I C= 6D sec G= 52.D sec = 85.7$ NiVMT TOTALS Param:Units AdjVol: vph Wid/Ln:ft/# gIC Rqd@C:$ g/C Used: ~ $V @E: vph Svc Lv1:LDS Deg Sat:v/c HCM Del:s/v Tot Ael:min # Stops:veh Ebel: gal C4 Em: kg ¢ueue 1:veh Queue 1: ft SB Approach WH RT TH LT RT 28 4 38 29 0/D 12/1 12/1 D/D D 4 D D D 8 8 D D 127 116 D C+ C+ D.DD D.23 D.3D D.DD D.D 26.5 27.2 D.0 D 4 4 D ^ 7 9 0 D.D D.1 D.2 D.D D.D D.1 D.2 D.D D 1 1 D D 25 30 D Y= 8.D sec = 13.3 Ped= D.0 sec = D.D'k Approach NB Approach EB Approach Int TH LT RT TH LT RT TH LT Total 944 63 39 6 12 9 1317 31 252D 1211 12/1 DID 12/1 12/1 D/D 12/1 12/1 54 D D 5 D D 71 D 78 78 D 8 8 D 78 7$ 1453 125 D 127 116 D 1458 349 3871 A A C+ C+ B+ A B+ D.57 D.SD D.DD D.33 D.D9 D.DD D.91 D.D9 D.75 4.2 5.3 D.D 27,3 25.7 D.D 13.7 1,6 1D.3 17 1 ^ 5 1 D 75 D 1D7 111 6 D 11 3 D 25D 2 399 1.9 D.1 D.0 D.2 D.1 D.D 4.2 O.D 6.8L 1.s o.1 D.o 0.2 D.1 D.v 4.2 0.o s.SL --------- -------------- -------------- ----- 14 1 D 1 D D 33 0 33 355 23 D 35 9 D 847 7 847 YELM CONA~lERCIAL YELM AVE & CLARK RDIPRAIRIE PART{ ST 20D8 PM PEAR HDUR VQLUMES WITH PROJECT 05103/Ofi 16:52:4$ SIGNAL20D0ITEAPAC[Ver 2.74.07] - Evaluation of Intersection Performance APPR TOTALS Param:Units AdjVvl: vph Svc Lv1:LOS Deg Sat:v/c HCM Delis/v Tat Del:min # Staps:veh F•tiie 1: gal CD Em: kg Queue l:veh Queue 1: ft Int SB Approach WB Approach NB Approach EB Approach Total 7D -------- 1036 -------------- 57 -------------- 1357 -------------- 2520 ----- ------- C+ A C+ B+ B+ 0.27 D.65 D.2$ 0.89 0.76 26.9 4.2 27.D 13.4 10.3 8 18 6 75 1D7 16 117 14 252 399 D.3 2.0 0.3 4.2 fi.8L D.3 1.7 0.3 4.2 6.5L 1 14 1 33 33 30 3fifi 35 847 847 TWO-WAY STOP CONTROL SUMMARY eneral Information ite Information nal st Intersection Yelm Ave & 4th St en 1Co. urisdictian Uate Performed nal sis Year na sis Time Period Pro ect oescri tion EX15TfNG PM PEAK HOUR VOLUMES EastNVest Street: Yefm Avenue SR-507 Northl5outh Street: 4th Street SFJNE Intersection Qrientatian: East-West tud Period hrs : D.PS ehicle Volumes and Ad'ustments Ma'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R plume vehlh 6 937 1 2 782 11 Peak-hour factor, PHI= 0.97 0.97 0.97 4.95 4.95 D.95 Hourly Flvw Rate {vehllt] 6 965 1 2 823 91 roportion of heavy vehicles, PkV 0 0 _ _ Median type Two Way LeR Tum Lane RT Channelized? D 0 Lanes 1 1 0 1 r D onfiguratian L TR L TR U stream 5i nal D 0 Minor Street Northbound 5outfibound Movement 7 8 9 1D 11 12 L T R L T R plume vehlh 3 ~ 6 5 D 8 eat-hour factor, PHF D.5& 0.58 D.56 0.8i D.B~ 0.8'f Hourty Flow Rate {vehlh} 5 0 ~D B 0 9 Proportion of heavy vehicles, PHV 0 0 0 D 0 0 Percent grade [°I°} 0 Q Flared approach N N Storage D D RT Channelized7 0 D Lanes 0 ? 0 4 7 D ^nfiguration LTR LTR ontrof Deia Queue Len th Level of Serv ice pprvact~ EB W8 Northbound Southbound Movement 1 4 7 8 9 i p 11 12 Larne Configuration L L LTR LTR plume, v {vph] 8 2 15 15 opacity, G„ {vph] 808 72i 246 255 Ic ratio D.47 0.40 0.48 0.06 ueue length [95°I°] D. D2 D.0? 0.79 0. i9 ontrol Qelay [slveh} 9.5 90.0 20-b 20.0 L~5 R 8 C C pproach delay {slveh} -- -- 20.6 20-0 pproach LOS -- -- C C y~-,pzpp~~ Copyright P.2W7 Lfni~ersiTy oFF]anda, .4lI Riy~his Reserved Version d Ir TWD-WAY STOP CDNTRaL SUMMARY eneral Information its In#armation nal st Intersection Yelm Ave & 4th 5t en ICo. urisdiction Date Pertvnned nal sis Year nal sis Time Period Pro'ect Descri tion 2008 PM PERK HOUR VOLUMES WlTHOUTPROJECT EastlWest Street: Yefm AverrUe SR-5D7 onhl5outh Street: 4th Street SEINE Entersection Orientation: Fast-West kud Period hrs 4.25 ehicle Volumes and Ad'ustments a'or Street Eastbound Westbound Movement 1 2 3 4 5 fi L T R l T R plume vehlh B 1218 9 3 'l055 92 Peak-hvurfactar, PHF 0.97 0.97 4.97 D.95 D.95 0.95 Hourly Flow Rate (vehm} 6 ?255 1 3 f 910 92 Rroparlion of heavy vehicles, PHV 0 _ - 0 _ -- Median type Twv Way Left Tum Lane RT Channeliied7 0 0 lanes i 1 4 i 9 0 onfiguration L TR L TR U stream 5' nal 0 0 Inar Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R alums vehlh 3 0 7 7 0 8 Peak-hour factor, PHF D.SB 0.56 0.56 0.8i 0.89 4.81 Hourly Flaw Rate {vehm} 5 0 92 8 0 9 Proportion of heavy vehicles, prsv 0 0 0 D 4 0 Percent grade (°/o} 0 4 Flared approach N N Storage 0 0 RT Channelized? 4 D Lanes D 1 D 4 T D onfiguration L TR LTR ontrol Qela Queue Len th Level of Service pproach EB WB Northbound Southbound Movement 1 4 7 8 9 16 11 12 Lane Confgurativn L t LTR LTR plume, v (vph] 8 3 97 i7 opacity, Grn (vph) 630 5B1 i67 95fi Ic ratio D.D9 0.0'1 D.9D 4.19 ueue length [95°I°} O.D3 0.02 a.33 D.36 ontrol Delay [slosh) 14.8 19.5 29.4 30.9 LO5 B B ~ A pproach delay (slush} -- -- 29.D 30.9 pproach lO5 -- -- D ^ HC:S?000~r Copyright 6 Y003 Ifnie~ersrly of F4orida, All Rights Reserved Version a.lf TWA-WAY STDP GDNTROL SUMMARY eneral information ite Information nal st Intersection Yelm Ave & 4th St en ICo. urisdictian Oate Performed nal sis Year nal sis Time Period Pro'ect Descri tion 2008 PM PEAK NOtJR VpLiJMES WfTN PROJECT EastNVest Street: Yetm Avenue 5R-507 NorthlSouth Street: 4th 5treat SFJNE Intersection Orientation: East-West tud Period hrs : 0.25 ehide Volumes and Ad'ustments a'or Street Eastbound Westbound Movement 1 2 3 4 5 fi L T R L T R plume vehlh 6 1222 1 3 9065 12 Peak-hour factor, PHF 4.97 0.97 0.97 D.95 0.95 0.95 Hourly Flow Rate {vehlh] 6 9259 1 3 112i 12 Proportion of heavy vehicles, PHV 0 _ _ 0 - -- Median type Two Way Left Tum Lane RT Ghannelized? 0 D Lanes ? i D i 1 D vnfiguratian L TR L TR U stream 5i nal 0 0 Minor 5tree# Northbound Southbound Movement 7 $ 9 10 11 12 L T R L T R otume vehlh 3 0 7 7 0 8 Peak-hour factor, PHF 0.56 D.5S 6.56 0.89 4.89 0.89 ourty Flow Rate {vehlh} 5 t7 12 8 D 9 rvportion of heavy vehicles, PHV 0 D 0 0 0 D Percent grade {°I°] 0 0 Flared approach N N Storage 0 D RT Channelized? 0 v Lanes 0 1 4 4 ? 0 ontlguration LTR LTR vntrol Dela Queue Len th Level of Service pproach EB WB Northbound Southbound Movement 1 A 7 8 9 10 11 12 Lane Configuration L L LTR LTR plume, v {vph} 6 3 17 i7 opacity, c,,, {vphy 624 559 165 954 Ic ratio 4.01 0.09 0. i0 0.1 T ueue length [95°I°} D.03 4.42 4.34 4.36 vntrol Oelay {slveh} 14.8 91.5 29.3 37.3 LOS 6 B D Q pproach delay {slveh] -- -- 29.3 31.3 pproach L45 -- -- Q Q ff('52000n~ CopyriKht O 2003 L:niversi[y o£Fiorida, All R~gh1s Rcscn~cd L'crsi°n 4.l[ TWO-WAY STEP CONTROL SUMMARY eneral Information ite Information nalyst gencylCo. ate Performed pal sis Time Period Intersection urisdiction nalysis Year Plaza Dr & Entrance Pro'ect ^eseri tion 2008 PM PE4K HOUR VOLUMES W1TN PRpJECT EastlVllest Street: Entrance NorthlSouth Street: Plaza Drive Intersection Qrientation: No-th-south tud Period hrs : D.PS ehicZe Volumes and Ad'ustments a or Street Northbound Southbound Movement 1 Z 3 4 5 8 L T R L T R plume 0 52 43 6 P8 0 Peak-Hour Factor, PHF 0.94 0.94 0.94 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 57 47 fi 39 0 ercent Heavy Vehicles 0 -- -- 0 - Median Type Undivided RT Channelized 0 0 Lanes 0 ? 0 0 9 0 anfiguration TR LT lJ stream Si na! 0 0 inor Street Westbound Eastbound Movement 7 8 9 10 11 1 ~ L T R L T R olume 48 D 8 D 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.94 0.9D 0.90 curry Flew Rate, HFR 59 0 8 D 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade {°~f 0 0 Flared Approach N N torage 0 D RT Channelized 0 ~ Lanes 0 D 0 D 0 0 onfrgurativn LR Dela Queua Len th and Level of Service preach NB 5B Westbound Eastbound Movement 1 d 7 $ 9 1p 11 12 Lane Configuration LT LR {vPhl 6 59 {m] {vphl 9500 887 IC 0.00 0.07 5°k queue length 0.09 ^-29 ontrol pelay 7.4 9.3 LQS A ~ pproach Delay - - 9.3 pproach Lp5 -- A Rights Reserved yf .S7000~ Copyright ^ 2W3 lin~rers~ty of Florida, All Righu Reserved Version 4.if Vers~°n 4.if iiw 1100 shoo s~ao aoo 4 T00 `~ W ~ ~ t.! ~ 2 ~ ~ n ~ ~ W ~ ~ ~f 80D !V ~ \ y\ a ~- a- ~ ~ a ~ ~ ~ ~ ~ W ~ ~ ~ ~ 600 ~ Q ~ .. a ~. . . 7 ~ ~' ~ ~ x ~ ~ ~ ~ A _ ~ _ ~ I4 ~ ~ w ~" ~ t"` W 4.G. (1 } DHV is total volume from both directions. (2} Speeds are posted speeds. Left-Turn Storage Guidelines Two-Lane, Unsignalizedy Figure 9i0-$a DeslgR 1lrlar+ual M 22-01 Intersections At Grade January 2005 Page 9!0-19 26 24 15 1~ 6 0 96 Toted dFIV Tumirp Le4t talrgfe tumlrw mov+emenq