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Traffic (2) ..--'.' ,.,,,,-" 3404 1i" I', \ \ ~.;,.;';;_ :,rr;#[;;:;s:,:,-:'i ~..... ~"'"~,c.~'~<""'~~,., ,,= ", f -,' CI'-ROl-E 51EI'-OIlllM'1 'I ~ ;\ "':i,..,o. " pp..Y . ~ I I ( ~ [J5c; rl-5 - $ L.\cr3 -- . 1011-\ E. C . r' n ~ I<>.{ r t&JJ' ,/ ." ,,' ,-,' C,'l-,t~, /"" ,.' "./ <~" ORO'" Of ~. . '-- W",/"" ' - .~ }\ ." "",,,,,,,, ,"~ __,00 LL ^ R S ;~ (' ~ 0 r b l...) ,Q.,l"LlJ.;f ~r4-/t, L04.. ,/' J // / ,/ ,/ 'I' /I-'U" ",' """./-,,,;/ l 1VI' --- HEATH & ASSOCIATES Gregary B. Heath, P.E. Transportation & Civil Engineering 2214 Tacoma Road PUYALLUP, WASHINGTON 98371 (206) 770-1401 FAX (206) 770-1473 DATE 9-15-95 TO SUBJECT Cathy Carlson""""" City.ofYelm. . Nisqually..Estates .. > .fl:~:r::~?l:r::~fJY?c::::.QPJ?:.? ofth?;!:;:?Yi~?g""",tx"a,.fficanalysisfor.theabo'le . .P:r::Qj?c::::.t?llongwithlett?;!:;:aqqxe~~ing",c"Qmments.Showninthe. report, . ..th~Y??lr:J998.wa~.JJ~eq.a~ theho;!:;:izonf,orcastyear"."""... IfYo)JhaY?anYque~tion~,pleaseca,ll. ~ 40% Pre-Consumer Content -Qj 10% Post-Consumer Content o o ~ .... G B HEATH AND ASSOCIATES (206) 770~ 1401 H Transportatwn and Czvzl E ngmeenng September 14, 1995 Ms, Cathenne Carlson CIty of Yelm Planmng Department 105 Yelm Avenue West Yelm, W A 98597 Subject Nisqually Estates ResIdentIal SubdIvIsIon Traffic Impact AnalysIs Dear Ms. Carlson, ThIS letter addresses the comments made In the September 8th letter concermng reVISIons to the Nisqually Estates Traffic Impact Analysis, · As dIrected by the CIty of Yelm, EXIStIng peak hour traffic volumes were modIfied to reflect eXIstIng 1995 counts as provIded by the CIty Planmng Department. IntersectIOn volumes not provIded In the InformatIon gIven were Increased by a factor of 1 15 to better represent eXIstIng operatIng condItIons. All volume modIficatIOns are shown In Figure 4 of the reVIsed report, · The eXIstIng and future level of servIces for all IntersectIOns were re-analyzed USIng the modIfied traffic volumes. ThIS informatIon IS provIded In Table 1 of page 10 · References to LOS standards were modIfied to reflect CIty ofYelm standards as described in the ComprehensIve Plan. " The reference to pedestnan and bIcycle actIvIty was expanded to Included a dISCUSSIon on the proposed "Rails-to-Trails" nght of way corndor o Both LOS Tables were modIfied to reflect the new traffic projectIons · The nght turn lane analysIs, as described In the appendIx, confirms the need for a nght turn lane at the north project entrance. All references to nght turn tapers have been removed from the text. 2214 Tacoma Road · Puyallup, Washington 98371 . , 1 . The addItIOnal mItIgatIOn measures concernmg frontage Improvements, waiver of protest, and a nght turn taper for the south entrance have been mcorporated mto the revIsed report. I hope thIS letter addresses your key concerns as presented m the preVIOUS letter Please call If you have any further questIOns Best Regards, hk Greg Heath, P.E City of Yelm YELM WASHINGTON 105 Yelm Avenue West POBox 479 Yelm, Washington 98597 (360) 458-3244 INDIVIDUAL FACSIMILE TRANSMITTAL FORM f/uJ,fh c/- 475 () (..,- q((Lf I//~+n 71n - /1-13 TO COMPANY FAX NUMBER INDIVIDUAL G/l~[ ~~1r) FROM COMP ANY FAX NUMBER (360) 458-4348 NUMBER OF PAGES TO FOLLOW ~I I TIME SENT (5 , 2. -:;; (~s-h--f6 - '?kt(~ 6-1/ if 'bfAMf7c5'115 - 458 - {]1-0 f) DATE q-(J ,,1 ~ SUBJECT /VI5~c-(CLI17 IftT'tt- It tu /f2..--- d.1/I'1 ADDITIONAL COMMENTS ********IF YOU DO NOT RECEIVE ALL COPIES OR ANY COPY IS NOT LEGIBLE, PLEASE CALL (360) 458-3244 AS SOON AS POSSIBLE @ Recl'cled fXlper G B HEATH AND ASSOCIATES (206) 770 ~ 1401 H J' (, u n u n u n LJ n L.J ,\ U ii LJ n u n u n u n u \1 u "'1 u ('I I U rr u 11 u 'l u '" u ;l u TransportatlOn and Czvzl E ngmeenng NISQUALLY ESTATES RESIDENTIAL SUBDIVISION TRAFFIC IMPACT ANALYSIS THURSTON COUNTY, W A Project Proponent Landmark Development POBox 77 McKenna, W A 98558 Revised SEPTEMBER 1995 " ~ - ~.,-~.;~ , (; ; ~ o 'I> : ii ~....o ..p" ," \,'J 0"' ,tJ ,~~ ..~'G <,'[ ,",f de ,A. ."" ' L, "Q ""l). I:C'(;;!;.161!1,.,1t'-, ..'.' .; ~~/OPJfi,t "\;::~r~~I_\(' ~~.~~~~' ~~~~ IEXPtRES: 61301 ~_~ 2214 Tacoma Road · Puyallup, Washington 98371 n LJ n LJ '1 LJ NISQUALLY ESTATES RESIDENTIAL SUBDIVISION TRAFFIC IMPACT ANALYSIS [I LJ n TABLE OF CONTENTS LJ ., n u I. IntroductIon II. Project Descnptlon III. Roadway System IV Forecasted Traffic Demand V ConclusIOns 3 3 3 11 17 n u n U Appendix n u List of Tables n u 1 1995 EXistIng LOS 2. Tnp GeneratIon 3 Future LOS With and Without the Project 10 11 16 n u LIst of Figures n u 1 ViCInIty Map 2. Roadway System 3 SIte Plan 4 1995 EXIstmg Street Volumes 5 Tnp DIstributIon - Project Traffic 6 1998 Street Volumes Without the Project 7 1998 Street Volumes With the Project 4 5 6 9 13 14 15 If , LJ r u n LJ n LJ n LJ n LJ n LJ 2 f! , L.J '1 L.J NISQUALLY ESTATES RESIDENTIAL SUBDIVISION TRAFFIC IMPACT ANALYSIS '1 I i U n u I. Introduction '1 Vehicular travel IS an Important and dynamIc element of new development whlch dIrectly Impacts eXlstmg street tl,etworks and mtersections near a project. New development tYPIcally translates mto added vehlcle tnps on adjacent roadways WhICh often results m an mcrease m traffic congestlOn to the local area. Traffic Impact Analyses (TINs) serve to assess the Impacts of new development and provIde mumclpal agencIes and developers With mItigatmg measures to counteract these Impacts. The purpose of thIS study IS to assess the traffic Impacts assocIated WIth the proposed Nisqually Estates resIdential subdiVISion. To make such assessments, a data base of current traffic condItlOns and operatIons on the pnmary roadways and mtersecttons servmg the sIte IS first developed. The key roadways mclude Yelm Avenue, State Route 507, Bald Hill Road, 1st Street, Solberg Street, Mosman Street, Edwards Street, 103rd Avenue, Creek Street, and Morns Road. StandardIzed tnp generation and tnp dIstribution techmques are then employed to determme the magmtude of project Impacts and to determme where project traffic travels to and from. Finally, appropnate concluslOns are made to summanze the Impacts assocIated WIth thiS development. In addItlOn, the expected contributton of thIS project toward future roadway Improvement costs IS also determmed. ThIS study ultimately serves to msure safe and effiCient operatlOn of traffic m the area. 'l LJ , LJ Il LJ '1 L.J n LJ n u II LJ II. Project Description 'l LJ The project as proposed IS a 120 lot resIdentIal development located m the CIty of Yelm of Thurston County The SIte ltes southwest ofYelm Avenue and borders along the northwest sIde of SR-507 ThIS plat is expected to utiltze two pnmary access pomts dIrectly to SR-507 The land use for the SIte IS enttrely smgle family detached resIdentIal dwelhngs. Most neIghbonng development dIrectly surroundIng the proposed project IS also resIdentIal. However, slgmficant commercIal development bes northeast of the SIte along Yelm Avenue and 1st Street. For traffic purposes and based on the owner's prOjectIons, the project IS antIcipated to be built and occupIed by 1998 Figures 1 and 2 show the project locatIon and the surroundmg street network. The proposed SIte plan showmg the entrance and the overall lot layout IS shown on Figure 3 f! L.J fl U 'l U f( I LJ ill. Existing Conditions A. EXIstmg Street System f( LJ 1 Yelm Avenue is a two lane artenal which lies northeast of the SIte and has a posted speed limit whIch ranges from 20 mph to 35 mph near the project. The roadway surface IS pnmarily composed of asphalt concrete. Shoulders adjacent to the traveled '1 LJ 'l J 3 n I U Ct>.B t>. ~ \~S\\r.~. ~~ _s~t \ i3 uJ If) o a:. uJ If) o a:. ,4 p.O Sf. 1 J J l- v> l-uJ ZOVl d. 0:: '6 O\)p.t>.N'l 51 SF. $Olberq n IJ 0" -;;o<f y $:r:.<J:.'~ uJ If) o a:. .J .J \-II\..\.. BD sE. ~ uJ If) o a:. -s:. a:. 4 is () i'\ U \ ~09 t>. \) Sf. )<. o u. J J -- 1\ J J Vicinity tl\aP Figure " J J alld TrallSpo-rtation f;n.g\neerin& n \ \ \ llJ;:RR'l \/l^t.t.VI RD SJ;:' 1\ './'f. S,J '\ 05 ~1\"{ S'f. ti\ \fl ti\ ~ Ifl ~ ~ '" ~ 'd ~. '\ 09 1\ './'f. S~ $ '\ 03 1\'./'f. 'S~ ~ ~ ~ u .. J 1\ o Ii L.J 1\ U 1\ o \I U J>l \ \I, J II. U RoadvJaY System figure 2 J ;\ U J II. \ \ u '1 J 'l Li rr I I U J o o o n J 'J J J '1 I .J I I J I I , I I (, " ,I I I I I I I " :1 I I L_ 7 1S(, Site Plan Figure 3 n J 'l I L.J n L.J roadway are 3 to 5 feet and are composed of eIther asphalt and gravel or concrete curb and sIdewalk. Grades are generally level (0 to 2 percent) The roadway widens at Its mtersectIon WIth SR-507 to accommodate nght and left turn lanes m the southeast dIrectIon and a left turn lane m the northwest dIrectIOn. Lane WIdths are roughly 11 to 12 feet. n Ll 'l J 2 SR-507 IS a two lane desIgnated state hIghway whIch borders the southeast edge of the sIte. It WIdens at ItS mtersectIon WIth Yelm Avenue to accommodate left turn lanes on both the nQnheast and southwest approaches (the northeast leg becomes 1st Avenue) The posted speed hmIt along this roadway IS 25 mph near the Yelm Avenue/SR-507 mtersectIon. All lane WIdths are roughly 12 feet. The roadway surface consIsts of asphalt concrete with asphalt/gravel shoulders or curb and SIdewalk on both SIdes. J n J 'l J 3 Solberg Street IS a two lane roadway whIch has a posted speed hmIt of 25 mph near the project. Road surfacmg consIsts of asphalt concrete while shoulders are a combmatIon of asphalt and gravel and range from 3 to 5 feet m Width. Lane WIdths are generally 11 feet and grades are level (0 to 2 percent) '1 u II U 4 Mosman Avenue is a two lane roadway with a posted speed hmIt of25 mph. Lane Widths are roughly 10 5 feet while shoulders are 3 to 5 feet WIde. Road surfacmg consIsts of asphalt concrete and shoulders are composed of gravel. Grades along the roadway are generally level. II 5 Edwards Street hes north of the sIte and has two lanes wIth a posted speed lImIt of 20 mph. Lane WIdths are approxImately 11 5 feet and road surfacmg consIsts of asphalt. Shoulders adjacent to the travel lanes are eIther curb and SIdewalk or gravel and range from 3 to 6 feet m WIdth. u n LJ II i : U 6 103rd Avenue is a two lane roadway WhICh hes east of the SIte and has a posted speed hmIt of 25 mph. Lane WIdths are generally 11 feet and road surfac10g consIsts of asphalt concrete. Shoulders are 10 the form of curb and SIdewalk and are 3 to 5 feet 10 WIdth. At the roadway's mtersectIon wIth Yelm Avenue, the roadway WIdens to accommodate an exclusIve left turn lane. Roadway terram IS generally flat. 'l J n J 7 Bald Hill Road IS a two lane roadway whIch hes east of the SIte and has a posted speed hmit of 40 mph. Lane Widths for thIS road are roughly 11 feet and the road surface IS composed of asphalt concrete. Shoulders are composed of asphalt and gravel. n J n I U 8 Morns Road IS two lane roadway whIch 10tersects Bald Hill Road and SR-507 as a one way segment to form the "five corners" mtersectIon. Roadway surfacmg IS composed of asphalt concrete and lane WIdths are 11 to 14 feet. Shoulders are narrow along thIS roadway and are composed of gravel or grass. n I U 'l J 7 J rr J J 9 Creek Street compnses the fifth leg of the "five corners" mtersectIon. ThIS two lane roadway hes east of the sIte and has a posted speed hmIt of 25 mph. Grass shoulders flank the travel lanes whIch are roughly 10 feet wIde. The road surface consIsts of asphalt concrete. n J B EXIstmg Street Volumes and Patterns Il J All field data for thIS study was collected dunng August of 1995 Traffic counts used were taken dunng the ~yemng peak penod between the hours of 4 and 6 PM. The PM peak hour was used for analysIs purposes smce It generally represents a worse case scenano for a resIdentIal development wIth respect to traffic condItIons. This IS pnmarily due to the common 8 AM to 5 PM work schedule and the greater number of recreatIon and shoppmg tnps assocIated wIth the late afternoon penod. ResIdents tYPIcally return home after work at approxImately the same tIme of day, usually between 5 PM and 6 PM. J n tJ n J Shown below in Figure 4 are the PM peak hour counts taken at the SIX pnmary mtersectIons ofmterest. These mclude Solberg Street/Yelm Avenue, SR-507/Yelm Avenue, Edwards Street/Yelm Avenue, Mosman Street/SR-507, 103rd Avenue/SR-507, and SR-507/Bald Hill Road. All turnmg movements and available average daily traffic volumes are mcluded m thIS figure. II J 'l U C 1995 EXIstmg Level of ServIce n J The peak hour mformatlOn along wIth the general geometnc mtersectlOn data was used to perform capacIty computatIons m accordance wIth TransportatIOn Research Board SpecIal Report 209, commonly known as the 1985 Highway CapacIty Manual. CapacIty analysIs IS used to determme level of servIce (LOS) The methodology for determmmg the LOS at sIgnahzed mtersectIons stnves to determme the stopped delay for vehIcles desmng to move across conflictmg traffic streams WhICh have the nght-of-way Delay IS generally used to measure the degree of dnver dIscomfort, frustratIOn, fuel consumptIOn, and lost tIme. Stopped delay, m partIcular, IS defined as the amount of tIme a vehIcle, on average, spends not m motIon or statIOnary at an mtersectIOn. J 'l J n J The methodology for determmmg the LOS at unsIgnahzed mtersectIons, on the otherhand, stnves to determme the reserve capacItIes for the vanous vehIcle movements. Reserve capacIty measures the number of addItIOnal vehIcles that could effectIvely use a partIcular movement, whIch IS essentIally the eqUIvalent of the dIfference between the movement capacIty and the eXIstmg movement volume. The range for sIgnahzed mtersectlOn level of servIces IS LOS lA', mdicatmg httle or no delay, to LOS 'E', mdIcatmg capacIty For un sIgnalized mtersectlOns, LOS 'A' mdIcates a large reserve capacIty, translatmg to very httle delay, while LOS lEI mdIcates a small reserve capacIty, 1 e. near capacIty condItIons. n U J n ! U J Note that for analysIs purposes, Yelm Avenue IS generally labeled as an east-west route while SR-507 (near the project) IS consIdered a north-south route. The exceptIOns he wIth the 103rd Avenue/Yelm Avenue and the SR-507/Bald Hill Road mtersectIons m WhICh n L.J 8 B!':1'.1'.'l' '11'1..1..1>'1 1'.P s!': '\ J [I U \I U \I J n J ts1 tJi ~ ~ '$ '\ 09 r>-'\!-e S-e n U n \J J J 1995 !,:~isting street volu~es 'figure 1\ J n u n '. 1 LJ J o J J J J Yelm Avenue IS consIdered a north-south route and SR-507 IS consIdered an east-west route. Also note that the five-leg SR-507/Bald Hill Road IntersectIon was treated as a four-leg IntersectIon SInce Morns Road IS a one way outbound leg whIch does not Impact conflIctIng vehIcles much differently from vehIcles entenng the Bald Hill Road sectIon. In order to replIcate a four leg IntersectIOn scheme, sImilar turnmg and through volumes were combIned. For example, eastbound nght turnIng vehIcles from SR-507 to eIther Morns Road or Bald Hill Road affect traffic In a sImilar manner Therefore, these nght turnIng volumes were combIned Into one nght turn movement. ThIS approach IS reasonable SInce only fq\lr legs of thIS locatIon actually contribute traffic Into the intersectIon. The results of the LOS analysIs IS found In Table 1 below A detailed definItIOn of level of servIce as well as appropnate cntena measures are proVIded In the first sectIOn of the appendix. ~ LJ TABLE 1 1995 Existing LOS lntersection Control Geometry 1995 Solberg StNelm Ave Stop Northbound D Southbound D Edwards StNelm Ave Stop Northbound B Southbound D SR-507/Yelm Ave SIgnal Southbound C Westbound C Northbound D Eastbound C SR-507/Mosman St Stop Westbound B Eastbound A 103rd Ave/Yelm Ave Stop Eastbound C Southbound L T A SR-507/Bald Hill Rd Stop Northbound F Southbound D n J n LJ n u J 'l u n LJ As shown In the table above, most of the approaches at these IntersectIons are operatIng above acceptable levels of congestIOn. ThIs IS expected consIdenng the moderate volumes on most SIde streets along the major corndors. However, SIgnIficant congestIon IS noted at the SR-507/Bald Hill Road IntersectIon. The northbound approach for thIS "five corner" locatIon presently expenences LOS F condItIons whIch mdIcates severe delays and the need for mItIgatmg measures. VehIcles on the Bald Hill Road approach are noticeably delayed while attemptmg theIr movements mto the SR-507 traffic stream whIch IS moderately congested dunng the peak hour City of Yelm standards state that LOS D tYPIcally represents the minImal acceptable level of congestIOn wIthIn cIty ltmits while LOS C represents the mInImUm outside city lImits. For the most part, vehicles at the other five locations expenence mInor to moderately long delays dUrIng the PM peak hour perIod. J J o n U J 10 n u '1 u D Pedestnan and BIcycle ActIVIty n LJ n LJ While no desIgnated pedestnan and bIcycle paths presently eXIst In the ImmedIate area near the project, asphalt/gravel shoulders and sIdewalks on SR-507 (northeast of the sIte) provide adequate space for this type of traffic In additIon, an abandoned railway corndor WhICh borders the entire southeast edge of the sIte IS planned to be converted Into a pedestnan walkway for foot traffic along SR-507 and Into and out of the central CIty core. AccordIng to CIty ofYelm forecasts, thIS IIRails-to-TrailslI project IS expected to be undertaken In the near ,f;uture. Negligible bicycle actIvity was noted dunng field observatIons for the subject IntersectIOns. SImilarly, very lIttle pedestnan actIvIty was observed. n I L.J '1 LJ IV. Forecasted Traffic Demand and Analysis n u A. Tnp Generation 11 L.J n Tnp generation IS used to determIne the magmtude of project Impacts. ThIS IS usually denoted by the quantity or specIfic number of new tnps that enter and eXIt a project dunng a deSIgnated time penod, such as a peak hour (AM or PM) or an entIre day The tnp generation data presented In thIS report was based on the Institute of TransportatIon EngIneer's publIcatIon Trip Generation, Fifth EdItion. The land use code used for thIS project was SIngle Family Detached HOUSIng less than 300 umts (LUC 210) The PM peak hour between the 4 PM to 6 PM was used as the deSign hour Data for thiS partIcular time penod was applIed to the street system In order to be used for future capacIty analYSIS. Table 2 below summanzes the tnp generation used for thiS project. n L.J n u u TABLE 2 Trip Generation, LUC 210 n L.J n u Time Period AWDT PM Peak Inbound PM Peak Outbound PM Peak Total AM Peak Inbound AM Peak Outbound AM Peak Total 120 Units 1,221 vph 83 vph 45 vph 127 vph 25 vph 70 vph 95 vph f'I u '1 J n LJ As shown In the table, approxImately 75 percent of the total PM peak tnps are generated for the AM peak hour penod. Though AM peak hour penod usually contaInS a Similar number of work related tnps, It tYPIcally does not contaIn as many recreatIOnal and shoppIng tnps as the PM peak hour penod whIch IS the reason the PM peak IS used for analYSIS purposes. For the most part, adjacent street volumes follow about the same Inbound/outbound pattern In the resIdential areas. n U n LJ n 11 u 'I LJ ~ u B Tnp AssIgnment and DIstributIon 'I I U The destmatIon and ongmatlon of the generated traffic dIrectly mfluences the SIX key mtersectIons whIch will effectIvely receIve the bulk of proJect related traffic. In traffic engmeenng, tnp assIgnment and dIstributIOn IS used to determIne and apply the expected future proJect traffic, 1.e. the number oftnps as determIned by tnp generatIon, to the road system and the pnmary roadways. 1 u 'l I L.J The trIpS generated by tbe proJect are expected to follow the general tnp patterns as shown In Figure 5 ThIS figure reflects pnmarily the home based and work based tnps expected to be taken by proJect related traffic dunng the peak hour The dIstributIon pattern of traffic IS based pnmarily on the results of a tnp dIstributIon and assIgnment model known as T-ModeI2. ThIs model was run by Chamberlam & AssocIates of Lacey, W A to determIne expected travel patterns based on commerCIal actIvIty and forecasted resIdentIal development. Roughly 30 percent of all proJect traffic IS expected to be to and from the northwest VIa Yelm Avenue. Another 30 percent of traffic IS expected to be to and from the southeast along SR-507, Bald Hill Road, and Morns Road. 10 percent of traffic should be toward the northeast along 1st Avenue while 5 percent of traffic should be toward the southwest along SR-507 The remaInIng portIon oftraffic should be Into and out of the nearby resIdentIal areas. Based on thIs dIstributIOn, detailed assIgnment on how traffic will access the roadway system IS determIned. 'l J n u n L.J If u n u C Future Traffic Volumes With and Without the ProJect n The owners of the proJect antICIpate a completIon date for the buildout of thIS proJect by 1998 for traffic purposes. As dIrected by the City of Yelm, the 1998 was used as the hOrIzon forecast year The future 1998 traffic volumes WIthout the proJect built out were denved by applYIng a 4 percent growth rate per year to the eXIstIng traffic volumes shown In Figure 4 ThIS growth rate IS based on hIstoncal traffic growth In the area as well as on antICIpated development patterns as determmed by the City of Yelm. Figure 6 represents 1998 traffic WIthout the proJect In place. Figure 7 represents 1998 traffic WIth the proJect and was denved by applymg the project generated tnps from Figure 5 and dIstributIng them to the roadway volumes found on Figure 6 ' u '1 L.J '1 u Ii U D Future LOS With the ProJect '1 J A level of servIce analYSIS was performed usmg the new peak hour volumes WIth the proJect peak hour tnps applIed. ThIs analysIs Involved the use of two traffic analysIs computer packages known as the NCAP and SIgnal 85 analYSIS programs. The NCAP program, whIch follows the Highway CapaCIty Manual's Chapter 9 and 10 procedures for sIgnahzed and unslgnahzed IntersectIOns, was used to analyze the stop-controlled IntersectIons of Solberg StreetIYelm Avenue, Edwards StreetIYelm Avenue, SR- 507/Mosman Avenue, 103rd AvenueIYelm Avenue and SR-507/Bald Hill Road. The SIgnal 85 program, whIch follows the Chapter 9 procedures for SIgnalIzed mtersectIOns, was used to analyze the SIgnalized IntersectIon ofYelm Avenue/SR-507 A general 'l L.J Ii LJ n u n 12 u n J n 5 %1r;~1\ ~ J 0 11~1.- J o~ I J \1 "3 1 u D- ..,.1 A,D).:::rv'i /<Jf ,0 1- / ~"'" 0 3f? \ /.., .~ % 30 '8BRR'l Vt>.'l.\..B'l RD sB 'l U '\ 03 t>.VF. S-e ~ % ~ ~ U % 1 j ~ U n LJ 4D '\ 09 1'>."y;:.. S'f. TriP Distribution .. project Traffic figUx:e S J J t Ci'lil and Transportatlon ~gU1eerlng n \ l n I . U tiI tf) ~ >j j-I' ~ ,,09 p. 'l'f. s'S 'BERR"'l 'lM...l.$"'l RD s'S \ \ J l U J f\ J 'I J f\ U \l U J J J J street Volumes ~itnout tne project Figure 6 II \ ~1!.ltlt'l 'i1't.t.J!."l I'D S1': -z.1..- 1-1 \3 ~ T?,o 4{, i'& ~ ?pI t ~:::\I?A b'5 L-~'" ';b '\ \ J II J 1\ J n o II J n U n J J n \ U c::;," '-') 4/ '? 15> o \\~10 ~I jBt, '\ 09 'f'.'J'B S'B VJ'th the -project ,998 5t~eet volumes' ~igu~e 1 n U \ . c\.:"u o,n.d. 'I1"t).l1:JYor\:.6.UO"tl ~\:p'eer\ll& r \ , U II J Il J n I summary of the LOS analysIs results for the mtersectIons comparIng the varIOUS scenarIOS IS found m Table 3 below LJ TABLE 3 Future LOS With and Without, the Project Intersection Control Geometry 1995 1998 1998w Solberg St/Yelm Ave Stop Northbound D D D .. Southbound D D D Edwards St/Yelm Ave Stop Northbound B B C Southbound D D D SR-5071Yelm Ave Signal Southbound C C C Westbound C D D Northbound D D E Eastbound C D E SR-507/Mosman St Stop Westbound B B C Eastbound A A B 103rd AvelYelm Ave Stop Eastbound C C D Southbound L T A A A SR-507/Bald Hill Rd Stop Northbound F F F Southbound D E E SR-507 IN Entrance Stop Eastbound D Northbound LT A SR-507/S Entrance Stop Eastbound C Northbound LT A n J 'I J n , I U ~ LJ n i I U n LJ n I U n LJ J As shown m the table, by the year 1998, some congestion IS expected for most of the approaches at the eIght mtersectIons studIed. The pnmary cause of thIS degradatIon IS anticIpated traffic growth m the local area. As one will notice, only a portIOn of the mtersectIOn approaches show a fall m LOS as a result of the proJect. The level of servIce for the SR-507/Bald Hill mtersectIon northbound approach reaches LOS F condItions by the year 1998 whIch mdicates heavy congestIOn and substantIal delays to motonsts. The southbound approach for thIS mtersectIOn falls to LOS E. The mtersectIon of SR-507 and y elm Avenue IS also expected to operate at hIgh levels of congestIon by 1998 WIth the proJect. The northbound and eastbound approaches should operate at LOS E condItIons With the proJect completed. Recall that the range of LOS C to LOS D IS generally used to describe the mimmal acceptable level of congestion according to City of Yelm standards. All movements and approaches not lIsted m the above table should operate WIth only mmor delays by the year 1998 VehIcles entenng and eXItmg at the proJect entrance location should do so With only moderate delays. n J n LJ J fl U J J E. Left Turn Warrant AnalYSIS for SR-507 When necessary, left turn lanes may be used as an effectIve means for allevIatmg potentIal safety and progreSSIOn problems at an mtersectIon. When congestIon occurs at a proJect n i LJ 16 11 LJ 'l LJ 11 J entrance, It IS often the result of left turnmg vehIcles "blockmg" the larger through traffic volume m the same dIrection. Left turn lanes enable left turnIng vehIcles to watt m a desIgnated pocket to complete theIr maneuvers while causmg lIttle dIsruptIOn to through traffic. A left turn warrant analysIs was conducted to determme whether or not a left turn pocket would be necessary to mitIgate potentIal progressIOn and safety hazards at the project entrances. ThIS analYSIS was based on procedures described m the 1990 AASHTO publIcation, "A Pohcy on Geometnc DeSIgn of Highways and Streets II as well as those described m the WSDOT DeSIgn Manual. The results of the analysIs mdIcate that left turn pockets would not be Q~eded at these locatIOns m the near future. A detailed summary of the analYSIS IS gIven near the end of the appendIx. '1 J '1 J n I LJ F RIght Turn ChannelIzatIon for SR-507 'l LJ RIght turn lanes and tapers are often necessary at certam mtersectlOns on two-lane and multI-lane roadways to allow smoother, more effiCIent, and safer through-traffic progressIOn. These lanes and tapers enable nght turnmg vehIcles to decelerate m a deSIgnated area while affectmg through traffic only mInImally As directed by WSDOT, nght turn channelIzatIOn was studIed at the two proJect entrances on SR-507 to determme whether or not nght turn lanes or tapers would be requIred at these locatIons. ThIS study was based on procedures described m the WSDOT DeSIgn Manual. The results of the study mdIcate that no nght turn lane would be needed at the south entrance for the proJect. However, at the north entrance, a deSIgnated right turn lane would be needed. According to the deSIgn procedures described, thIS turn lane should be a mmImum of 60 meters m length (includmg taper) and 3 6 meters Wide. An illustratIon of thIS type of deceleratIOn facility IS given m the appendix. '1 I LJ '1 I LJ 'l J '1 J V. Conclusions and MitIgating Measures 'l I U n J The Nisqually Estates proJect IS expected to generate 1221 new tnps per day to the local traffic stream. Of thIS daily traffic, apprOXImately 83 tnps are expected mto the SIte and 45 tnps are expected to travel out of the SIte dunng the PM peak hour Dunng the AM peak hour, 25 tnps are expected mto the SIte WIth 70 tnps outbound. n LJ As discussed m the preVIOUS sectIOn, notIceable congestIOn IS expected m the general area by the year 1998 AntIcIpated traffic growth IS the pnmary cause of thIS congestIOn. Most of the key movements and approaches for the studIed mtersectIons should operate at acceptable levels of delay by 1998 WIth the proJect built out. However, as mentIoned earlIer, certam approaches are expected to expenence hIgh levels of delay m the next five years. Of partIcular concern are the northbound and southbound approaches (Bald Hill Road) for the five comer SR-507/Bald Hill Road mtersectIon WhICh are expected to operate at LOS F and LOS E by 1998 WIth the proJect built out. ThIS mtersectIon has been targeted for extenSIve Improvements by the CIty of Yelm. As dIrected by thIS agency, all proJects Impactmg the five comers mtersectlon should be reqUIred to contribute theIr faIr share of Improvement costs based on the total number of peak hour proJect generated tnps utihzmg the mtersectlOn. For each peak hour tnp, an arbitrary J '1 J '1 J n LJ n 17 LJ J '1 LJ 'l J Improvement contributIon of$300 IS reqUIred. For thIS proJect, a total of39 peak hour proJect tnps utilize thIS locatIon. Therefore, a total of (39)($3 00) = $11,700 should be contributed by the developer toward mtersectIon Improvements. n LJ In addItion to the planned Improvements at the five corners mtersectIOn, a nght turn lane should be constructed at the north proJect entrance to allevIate potential congestIon at thIS locatIOn. As mentIOned m SectIon F above, thIS nght turn lane should have a total length of at least 60 meters. ThIS lane should be constructed to meet all applIcable WSDOT standards as described )1lchapter 9 of the deSIgn manual. 'l J '1 J Due to the hIgh speeds of vehIcles along SR-507 near the proJect, a nght turn taper should be constructed at the south entrance for the southbound approach on SR-507 ThIS taper would mmImIze the dIsruptIon of southbound through traffic and would help reduce the occurrence of rear-end aCCIdents. Though the nght turn lane analysIs for the south entrance does not mdIcate a need for thIS taper (see appendIx), the benefits of thIS measure would be sIgmficant and would ensure safe vehIcle progreSSIOn at thIS locatIon. n u '1 LJ n LJ SIte frontage Improvements to SR-507 conformmg to an urban artenal standard should be deferred until other adjacent propertIes develop ThIS method of Implementmg roadway Improvements ensures that a smgle proJect can be built out WIthout the problem of pIece- meal constructIOn. 'l I L.J The project owner should be willIng to SIgn a tlWaIver ofProtesttl for a future Local Improvement DIstnct (LID) n u The above mentIoned Improvements at the locatIon of SR-507 & Bald Hill Road, the nght turn lane and taper at the proJect entrances, and the comments regardmg SIte frontage Improvements constItute the only recommended mItIgatmg measures for thIS proJect. Traffic mto and out of the SIte should expenence moderate delays in the future WIth generally safe progreSSIOn at the proJect entrances. With the Improvements mcorporated at SR-507 & Bald Hill Road and the entrances, area WIde traffic should contmue to operate sattsfactorily Overall, the Nisqually Estates reSIdentIal development IS only a moderate generator of traffic and should not Impact area WIde traffic congestIon severely 'l , U n J r: u J '1 J n I U n I L.J n J 18 J 'l J 'l LJ n LJ Il U ,I NISQUALLY ESTATES '1 RESIDENTIAL SUBDIVISION J TRAFFIC IMPACT ANALYSIS n APPENDIX U n u 'l LJ 'l . U n U 'l U 'l LJ n U 'l I J '1 J Ij LJ 'l . U n 19 U 'I I LJ 1 u LEVEL OF SERVICE J 11 J The followmg are excerpts from the 1985 Highway Capacity Manual - Special Report 209 'I U The concept oflevel of servIce IS defined as a qualItatIve measure describmg operatIonal condItIOns wIthm a traffic stream, and theIr perceptIon by motonsts and/or passengers. A level of servIce (LOS) .defimtIon generally describes these conditIons m terms of such factors as speed and travel tIme, freedom to maneuver, traffic mterruptIOns, comfort and convemence, and safety J 11 LJ SIX levels of servIce are defined for each facilIty for whIch analYSIS procedures are available. They are gIven letter deSignations, from A to F, WIth LOS A representmg the best operatmg condItIons and LOS F the worst. n Level-of-ServIce defimtIons LJ II The followmg defimtIons generally define the vanous levels of servIce for umnterrupted flow facilItIes. u n LJ Level of service A represents free flow conditIons. IndiVIdual users are virtually unaffected by the presence of others m the traffic stream. Freedom to select desIred speeds and to maneuver wIthm the traffic stream IS extremely hIgh. The general level of comfort and convemence proVIded to the motonst, passenger, and pedestnan IS excellent. 'I L.J 'I U Level of sen'ice B IS m the range of stable flow, but the presence of other users m the traffic stream begms to be notIceable. Freedom to select desIred speeds IS relatIvely unaffected, but there IS a slight declme m the freedom to maneuver wIthm the traffic stream from level of servIce A. The level of comfort and convemence proVIded IS somewhat less than at the level of servIce A, because the presence of others begms to affect mdIvIdual behavIOr 'I I U n U Level of sen'ice CIS m the range of stable flow, but marks the begmmng of the range of flow m whIch the operatIOn of mdIvIdual users becomes sIgmficantly affected by the mteractIOns WIth others m the traffic stream. The selectIon of speed IS now affected by the presence of others, and maneuvenng wIthm the traffic stream reqUIres substantIal VIgilance on the part of the user The general level of comfort and convemence declines notIceably at thIS level. J J n J Level of service D represents hIgh-densIty, but stable, flow conditIOns. Speed and freedom to maneuver are severely restricted, and the dnver or pedestnan expenences a generally poor level of comfort and convemence. Small mcreases m traffic flow will generally result m the occurrence of operatIOnal problems at thIS level. 'I LJ n U 20 '1 LJ '1 LJ '1 J Level of service E represents operatmg condItIons at or near the capacIty level of a gIven facihty All speeds are reduced to a low but relatIvely uruform level. Freedom to maneuver wIthm the traffic stream IS extremely dIfficult, and It IS generally accomplIshed by forcmg a vehIcle or pedestnan to "gIve way" to accommodate such maneuvers. Comfort and convenience levels are extremely poor, and dnver or pedestnan frustratIon IS generally hIgh. OperatIons at thIS level are usually unstable, because small mcreases m flow or mmor perturbatIons wIthm the traffic stream will cause breakdowns. 'l I U '1 J '1 LJ Level of service F IS used to define forced or breakdown flow This conditIOn eXIsts whenever the amount of traffic approachmg a pomt exceeds the amount whIch can traverse the pomt. Queues form behmd such locatIons. OperatIons wIthm the queue are charactenzed by stop-and-go waves, and they are extremely unstable. VehIcles may progress at reasonable speeds for several hundred feet or more, then be reqUIred to stop m a cyclic fashIon. Level-of-servIce F IS used to describe the operatmg condItIons wIthm the queue, as well as the pomt of the breakdown. It should be noted, however, that m many cases operatmg condItIons of vehIcles or pedestnans dIscharged from the queue may be qUIte good. Nevertheless, it is the point at which arrival flow exceeds discharge flow whIch causes the queue to form, and the level-of-servIce F IS an appropnate desIgnatIon for such pomts. '1 LJ '1 u n LJ These defirutIons are general and conceptual m nature, and they apply pnmarily to unmterrupted flow Levels of service for mterrupted flow facihtIes vary WIdely m terms of both the user's perceptIOn of service quality and the operatIonal vanables used to describe them. n L.J '1 L.J F or each type of facihty, levels of servIce are defined based on one or more operatIonal parameters whIch best describe operatmg quality for the subJect facility type. While the concept oflevel of servIce attempts to address a WIde range of operatmg condItIons, hmItatIons on data collectIon and availabihty make It ImpractIcal to treat the full range of operatIOnal parameters for each type offacihty The parameters selected to define levels of service for each facIhty type are called "measures of effectiveness" or "MOE's", and represent those available measures that best describe the quahty of operatIon on the subJect facility type. '1 LJ '1 , LJ 11 LJ Each level of servIce represents a range of condItIons, as defined by a range m the parameters gIven. Thus, a level of servIce IS not a discrete conditIOn, but rather a range of condItIons for whIch boundanes are estabhshed. J '1 , u The followmg tables describe levels of service for signalized and unsIgnahzed mtersections. Level of service for sIgnahzed mtersectIons is defined m terms of delay Delay IS a measure of dnver dIscomfort, frustratIOn, fuel consumptIOn and lost travel tIme. Specifically, level-of-servIce cntena are stated m terms of the average stopped delay per vehtcle for a 15-mmute analysts penod. Level of servIce for unsIgnahzed mtersectlOns IS measured m terms of unused, or reserve capacity of the lane in questIon. '1 J '1 LJ n 21 LJ rr L.J [I u n LJ Signalized Intersections - Level of Service ;1 Level of ServIce A B C D., E F L.J 'I U n LJ Stopped delay per VehIcle (sec) less than 5 1 5 1 to 15 0 15 1 to 25 0 25 1 to 40 0 40 1 to 60 0 greater than 60 0 u Unsignalized Intersections - Level of Service II II Reserve CapacIty 400+ 300-399 200-299 100-199 0-99 <0 u Level of ServIce A B C D E F II u 'I L.J I I LJ Expected Delay to Minor Street Traffic LIttle to no delay Short traffic delay Average traffic delay Long traffic delays Very long traffic delays The level of service for a four-way stop controlled mtersectlon IS not as well defined as other forms of control. The followmg three tables show the capacIty for a four-way stop and the approximate level of service C volumes for four-way stop-controlled mtersectlons. n LJ 'I LJ Capacity of Two-by- Two Lane Four-Way Stop Controlled Intersection for Various Demand Splits n U Demand Spht 50/50 55/45 60/40 65/35 70/30 'l U n U n LJ 'l LJ n 22 u CapacIty(vph) 1900 1800 1700 1600 1500 'l J '1 I LJ 'l LJ Capacity of Four-Way Stop Controlled Intersections with 50/50 Demand Split for Various Approach Configurations Il I U IntersectIOn Type 2-lane by 2-lane 2-lane by 4-lane 4-lane by 4-lane CapacIty (vph) 1900 2800 3600 'l J ,. n J Approximate Level of Service C Service Volumes for Four-Way Stop-Controlled Intersections n LOS C ServIce Volume, vph Number of Lanes LJ n Demand SplIt 50/50 55/45 60/40 65/35 70/30 2 by2 1200 1140 1080 1010 960 2 by4 1800 1720 1660 1630 1610 4 by4 2200 2070 1970 1880 1820 '1 LJ LJ 'l LJ n u n u n U n U '1 LJ '1 U '1 I U '1 L.J n 23 LJ Il , u J NISQUALLY ESTATES SUMMARY OF TRIP GENERATION CALCULATION fl U FOR 120 DWELLING UNITS OF SINGLE FAMILY DWELLINGS '1 J n DRIVE AVERAGE STANDARD ADJUSTMENT WAY .. RATE DEVIATION FACTOR VOLUME AVG WKDY 2-WAY VOL 10.17 0.00 1.00 1221 7-9 AM PK HR ENTER 0.20 0.00 1.00 25 7-9 AM PK HR EXIT 0.58 0.00 1.00 70 7-9 AM PK HR TOTAL 0.79 0.00 1.00 95 4-6 PM PK HR ENTER 0.69 0.00 1.00 83 4-6 PM PK HR EXIT 0.37 0.00 1.00 45 4-6 PM PK HR TOTAL 1.06 0.00 1. 00 127 AM GEN PK HR ENTER 0.21 0.00 1.00 25 AM GEN PK HR EXIT 0.60 0.00 1.00 72 AM GEN PK HR TOTAL 0.81 0.00 1.00 97 PM GEN PK HR ENTER 0.70 0.00 1.00 84 PM GEN PK HR EXIT 0.38 0.00 1.00 45 PM GEN PK HR TOTAL 1.08 0.00 1.00 129 SATURDAY 2-WAY VOL 11.17 0.00 1.00 1341 PK HR ENTER 0.56 0.00 1.00 68 PK HR EXIT 0.48 0.00 1.00 58 PK HR TOTAL 1. 04 0.00 1.00 125 SUNDAY 2-WAY VOL 8.67 0.00 1.00 1041 PK HR ENTER 0.50 0.00 1.00 61 PK HR EXIT 0.50 0.00 1.00 61 PK HR TOTAL 1. 01 0.00 1.00 121 Note: A zero rate indicates no rate data available The above rates were calculated from these equations: '1 U n u Il LJ n L.J '1 U Il U u Il U n U n I LJ 24-Hr. 2-Way Volume: LN(T) = .921LN(X) + 2.698, R^2 = .96 7-9 AM Peak Hr. Total: LN(T) = .867LN(X) + .398 R^2 = .89 , .26 Enter, .74 Exit 4-6 PM Peak Hr. Total: LN(T) = .902LN(X) + .528 R^2 = .92 , .65 Enter, .35 Exit AM Gen Pk Hr. Total: LN(T) = .858LN(X) + .464 R^2 = .89 , .26 Enter, .74 Exit PM Gen Pk Hr. Total: LN(T) = .892LN(X) + .59 R^2 = .91 .65 Enter, .35 Exit , Sat. 2-Way Volume: T = 9.217(X) + 234.586, R^2 = .93 Sat. Pk Hr. Total: T = .871(X) + 20.759 R^2 = .9 , .54 Enter, .46 Exit Sun. 2-Way Volume: T = 8.881(X) + -25.166, R^2 = .94 Sun. Pk Hr. Total: T = .761(X) + 29.705 R^2 = .88 .5 Enter, .5 Exit , Il J I{ J n J I{ U Source: Institute of Transportation Engineers n Trip Generation, 5th Edit~on, with Feb. 1995 Update. L.J il i LJ il J '1 Ll NISQUALLY ESTATES YEIM AVE & SR-507 1995 EXISTING IDS 09/14/95 08:29:34 SIGNAL94/TEAPAC [VI Ll.4] - HCM Input Worksheet '1 J , L.J Intersection # o - 95 60 60 .0 t 12.0 12.0 0 1 1 ------------- / \ Area Ia::ation Type: NONCBD il J Key: VOLUMES -- > I WIJJI'HS v lANES n \ 35 .0 0 . / \ 405 12.0 1 il 135 12.0 1 / + / 160 12.0 1 LJ North I 515 12.0 1 -- il \ / ------------- , u 70 12.0 1 \ 'l , Li IDS'l'l'IME = 3.0 see. 135 12.0 1 85 12.0 1 195 .0 o Phasing: SEQUENCE 54 PERMSV N N N N OVERLP Y Y Y Y LEADU\G LD LD il J Appr Grade % Heavy Veh. Aclj.Pkg Bus Pk.Hr.Factor Conf.Ped Actuated Arr.Type ---- ----- -------------- ------- --- -------------- -------- -------- -------- % Rl' TH LT Ia:: Nm Nb Rl' TH LT peds/hr Rl' TH LT Rl' TH LT il J 1 LJ '1 LJ ---- ----- -------------- ------- --- -------------- -------- -------- -------- SB WE NB EB .0 .0 .0 .0 2.0 2.0 2.0 NO 0 2.0 2.0 2.0 NO 0 2.0 2.0 2.0 NO 0 2.0 2.0 2.0 NO 0 o .90 .90 .90 o .90 .90 .90 o .90 .90 .90 o .90 .90 .90 0- 0- 0- 0- N N N 3 3 3 N N N 3 3 3 N N N 3 3 3 N N N 3 3 3 ---- ----- -------------- ------- --- -------------- -------- -------- -------- ------------------------------------------------------------------------- il I U Sq 54 I Phase 1 I Phase 2 I Phase 3 I Phase 4 I Phase 5 I Phase 6 I **/** ------------------------------------------------------------------------- + +++ ++ ^ + +++ ++ ++++ +> <+ + +> <+ + <++++ v v ^ **** . / \ 11 J ++++ v North <* I ++++ * v * * *> * * * * ****> ++++ v '1 J ------------------------------------------------------------------------- n J G/c= .093 G= 5.6" Y+R= 4.0" OFF= .0% G/e= .000 G= .0" Y+R= .0" OFF=16.0% G/c= .204 G= 12.2" Y+R= 4.0" OFF=16.0% G/C= .111 G= 6.7" Y+R= 4.0" 0FF=43.0% G/e= .326 G= 19.5" Y+R= 4.0" OFF=60.8% G/C= .000 G= .0" Y+R= .0" OFF= .0% C= 60 see G= 44.0 see = 73.3% Y=16.0 see = 26.7% Ped= .0 see = .0% n i L.J il LJ '1 I LJ 'l J NISQUALLY ESTATES YEIM AVE & SR-507 1995 EXISTING LOS 09/14/95 08:29:38 'l L.J SIGNAL94/TEAPAC[V1 L1.4] - HCM Vol\.lIre Adjusbrent Worksheet n J n Appr Mvt F1CllN Lane Group No.of Lane Adj Prop. of -Mvt Vol PHF Rate Group F1CllN Lanes util F1CllN LT Rl' vph vph vph vph SB-Rl' 95 .90 106' 0 0 1.00 0 .00 .00 SB-TH 60 .90 67 TH+Rl' 173 1 1.00 173 .00 .61 SB-LT 60 .90 67 LT 67 1 1.00 67 1. 00 .00 J I U ------------------------------------------------------------------ n LJ WB-Rl' 35 .90 39 WB-TH 405 .90 450 WB-LT 160 .90 178 o TH+Rl' 489 LT 178 o 1 1 1.00 1.00 1.00 o .00 .00 489 .00 .08 178 1.00 .00 ------------------------------------------------------------------ n J NB-Rl' 195 .90 217 NB-TH 85 .90 94 NB-LT 135 .90 150 o TH+Rl' 311 LT 150 o 1 1 1.00 1.00 1.00 o .00 .00 311 .00 .70 150 1.00 .00 ------------------------------------------------------------------ J EB-Rl' 70 .90 78 EB-TH 515 .90 572 EB-LT 135 .90 150 Rl' TH LT 78 572 150 1 1 1 1.00 1.00 1.00 78 .00 1.00 572 .00 .00 150 1.00 .00 ------------------------------------------------------------------ '1 J J SIGNAL94/TEAPAC[V1 L1.4] - HCM Saturation F1CllN Adjusbrent Worksheet Ap Lane No Adjusbrent Factors Adj pr Group Ideal of -------------------------------------------------- Sat- ch Mvrnts Satfl Lns Lane Heavy Bus Ar Right left Adj flCllN p::phg - Width Vehs Grade Parkg Blcx::k Loc Turn Turn Fact vphg '1 J SB- TH+Rl' 1900 1 1.000 .980 1.000 1.000 1.000 1.0 .908 1.000 1.00 1692 SB- LT 1900 1 1.000 .980 1.000 1.000 1.000 1.0 1.000 .950 1.00 1770 n I U ------------------------------------------------------------------------------- WB- TH+Rl' 1900 1 1.000 .980 1.000 1.000 1.000 1.0 .988 1.000 1.00 1840 WB- LT 1900 1 1.000 .980 1.000 1.000 1.000 1.0 1.000 .950 1.00 1770 ------------------------------------------------------------------------------- n U NB- TH+Rl' 1900 1 1.000 .980 1.000 1.000 1.000 1.0 .895 1.000 1.00 1668 NB- LT 1900 1 1.000 .980 1.000 1.000 1.000 1.0 1.000 .950 1.00 1770 ------------------------------------------------------------------------------- J J EB- Rl' EB- TH EB- LT 1900 1 1.000 .980 1.000 1.000 1.000 1.0 .850 1.000 1.00 1583 1900 1 1.000 .980 1.000 1.000 1.000 1.0 1.000 1.000 1.00 1863 1900 1 1.000 .980 1.000 1.000 1.000 1.0 1.000 .950 1.00 1770 ------------------------------------------------------------------------------- '1 LJ fl J n u 'l J 'l J n J NISQUALLY ESTATES 09/14/95 YEIM AVE & SR-507 08:29:41 1995 EXISTING LOS SIGNAL94/TEAPAC[V1 L1.4] - HCM Capacity Analysis Worksheet Ap Lane LT Adj Adj FlCM Green Lane V/C Crit pr Group Phase FlCM Satfl Ratio Ratio Group Ratio Lane ch Mvts Type Rate Rate vis g/C Capac v/c Grp vph vphg vph SB- TH+Rl' 173 1692 .102 .220 372 .465 SB- LT Prio 67 1770 .038 .110 194 .345 * J II J 11 u WB- TH+Rl' 489 WB- LT Prio 178 1840 1770 .266 .342 .101 .128 630 .776 226 .788 * n L.J NB- TH+Rl' 311 NB- LT Prio 150 1668 1770 .186 .220 .085 .110 367 .847 194 .773 * 'l J EB- Rl' EB- TH EB- LT 78 572 Prio 150 1583 1863 1770 .049 .502 .307 .342 .085 .128 795 .098 638 .897 226 .664 * II I J Cycle length, C 60 see wst T.i.Ire Per Cycle, L 12.0 see Smn(v/s) = Xc = .632 .790 'l J SIGNAL94/TEAPAC[V1 L1.4] - HCM I.evel-of-Service Worksheet J Ap Lane pr Group ch Mvts Vol Green Unif Delay Lane Cal Incr Lane Lan Ratio Ratio Delay Fact Group Tenn Delay Group Grp Appr Appr v/c g/C d1 DF Capac m d2 Delay LOS Delay LOS -- see/v vph - see/v see/v - see/v 'l J n f I LJ SB- TH+Rl' .465 .220 15.4 1.00 372 16 .69 16.1 C+ SB- LT .345 .110 18.8 1.00 194 16 .44 19.2 C+ ------------------------------------------------------------------> 17.0 C+ WB- TH+Rl' .776 .342 13.4 1.00 630 16 4.21 17.6 C+ WB- LT .788 .128 19.3 1.00 226 16 11.29 30.6 D+ ------------------------------------------------------------------> 21.1 C NB- TH+Rl' .847 .220 17.0 1.00 367 16 11.53 28.6 D+ NB- LT .773 .110 19.7 1.00 194 16 11.65 31.4 D+ ------------------------------------------------------------------> 29.5 D+ EB- Rl' .098 .502 5.9 1.00 795 16 .00 5.9 B+ EB- TH .897 .342 14.2 1.00 638 16 10.95 25.2 D+ EB- LT .664 .128 19.0 1.00 226 16 4.86 23.8 C ------------------------------------------------------------------> 23.0 C Cycle= 60" Int Total .749 > 23.1 C n L.J J 'I I U n J J '1 J II I U il J NISQUALLY ES~S YEIM AVE & SR-507 1995 EXISTING IDS 09/14/95 08:29:43 'l J SIGNAL94/TEAPAC[V1 L1.4] - Evaluation of Interseetion Perfonnance n J ------------------------------------------------------------- J J Sq 54 I Phase 1 I Phase 2 I Phase 3 I Phase 4 I Phase 5 I **/** ------------------------------------------------------------- + +++ ++ ^ + +'+ + + + -H++ +> <+ + +> <+ + <-H++ v v ^ **** . / \ ^ -H++ v II I LJ North I <* -H++ * v* * *> * * * * ****> -H++ v ------------------------------------------------------------- II , u G/C= .093 G= 5.6" Y+R= 4.0" OFF= .0% G/e= .000 G= .0" Y+R= .0" OFF=16.0% G/C= .204 G= 12.2" Y+R= 4.0" OFF=16.0% G/C= .111 G= 6.7" Y+R= 4.0" 0FF=43.0% G/C= .326 G= 19.5" Y+R= 4.0" OFF=60.8% ------------------------------------------------------------- '1 LJ C= 60 see G= 44.0 see = 73.3% Y=16.0 see = 26.7% Ped= .0 see = .0% 'l J MVMI' 'IDl'AIS SB Approach WE Approach NB Approach EB Approach Int Param:Units Rl' TH LT Rl' TH LT Rl' TH LT Rl' TH LT Total - - AdjVol: vph 106 67 67 39 450 178 217 94 150 78 572 150 2168 Wid/Ln:ft/# 0/0 12/1 12/1 0/0 12/1 12/1 0/0 12/1 12/1 12/1 12/1 12/1 g/C Rqd@C:% 0 14 7 0 30 14 0 23 12 8 34 12 g/C Used: % 0 22 11 0 34 13 0 22 11 50 34 13 SV @E: vph 0 372 187 0 630 222 0 367 187 795 638 222 3620 ----------- -------------- -------------- -------------- -------------- ----- Svc Lvl:IDS C+ C+ C+ D+ D+ D+ B+ D+ C C Deg Sat:v/c .00 .47 .34 .00 .78 .79 .00 .85 .77 .10 .90 .66 .75 Avg Del:s/v .0 22.7 27.2 .0 23.8 44.9 .0 41.9 46.6 8.1 37.4 33.5 33.4 Tot Del:min 0 16 8 0 49 33 0 54 29 3 89 21 302 # Stops:veh 0 38 15 0 109 43 0 75 36 10 136 36 498 ----------- -------------- -------------- -------------- -------------- ----- Max Que :veh 0 4 2 0 11 5 0 8 4 1 13 4 52 Max Que : ft 0 114 50 0 271 131 0 205 113 33 317 110 317 - APPR 'IDl'AIS Int Param:Units SB Approach WE Approach NB Approach EB Approach Total - AdjVol: vph 240 667 461 800 2168 ----------- -------------- -------------- -------------- -------------- ----- Svc Lvl:IDS C+ C D+ C C Deg Sat:v/c .43 .78 .82 .77 .75 Avg Del:s/v 24.0 29.4 43.4 33.8 33.4 Tot Del:min 24 82 83 113 302 # Stops :veh 53 152 111 182 498 ----------- -------------- -------------- -------------- -------------- ----- Max Que:veh 6 16 12 18 52 Max Que: ft 114 271 205 317 317 - 'l ~ J 'l , u n i L.J J J o J n J 'l LJ J NISQUALLY ESTATES YEIM AVE & SR-507 1998 IDS W/our PROJECT 09/14/95 08:35:51 I LJ SIGNAL94/TEAPAC[V1 LL4] - H01 Input Worksheet Il J I u Intersection # o - 107 67 67 .0 "12.0 12.0 0 1 1 ------------- / \ Area Location Type: NONCBD Key: VOLUMES -- > I WIUl'HS v U\NES Il U \ 39 .0 0 . / \ 456 12.0 1 J 152 12.0 1 / + / 180 12.0 1 North I 579 12.0 1 -- I J \ / ------------- 79 12.0 1 \ 'l U IDSTI'IME = 3.0 see. 152 96 12.0 12.0 1 1 219 Phasing: SEQUENCE 54 .0 PERMSV N N N N o ~ YYYY LEADIAG LD LD 'l ~ Appr Grade % Heavy Veh. Adj.Pkg Bus Pk.Hr.Factor Coni-Ped Actuated Arr.Type ---- ----- -------------- ------- --- -------------- -------- -------- -------- J % R.r TH LT Loc Nm Nb R.r TH LT peds/hr R.r TH LT R.r TH LT ---- ----- -------------- ------- --- -------------- -------- -------- -------- 'l I LJ SB WE NB EB .0 2.0 2.0 2.0 NO 0 .0 2.0 2.0 2.0 NO 0 .0 2.0 2.0 2.0 NO 0 .0 2.0 2.0 2.0 NO 0 o .90 .90 .90 o .90 . 90 . 90 o .90 .90 .90 o .90 .90 .90 0- D- O- 0- N N N 3 3 3 N N N 3 3 3 N N N 3 3 3 N N N 3 3 3 ---- ----- -------------- ------- --- -------------- -------- -------- -------- 'l U ------------------------------------------------------------------------- Il I LJ Sq 54 I Phase 1 I Phase 2 I Phase 3 I Phase 4 I Phase 5 I Phase 6 I **/** ------------------------------------------------------------------------- + +++ ++ ^ + +++ ++ ++H- +> <+ + +> <+ + <++H- v v ^ **** . / \ 'I J ^ ++H- v North I <* ++H- * v* * *> * * * * ****> ++H- V 'l J ------------------------------------------------------------------------- n J G/C= .113 G= 10.2" Y+R= 4.0" OFF= .0% G/C= .000 G= .0" Y+R= .0" OFF=15.7% G/C= .227 G= 20.4" Y+R= 4.0" OFF=15.7% G/C= .131 G= 11.8" Y+R= 4.0" 0FF=42.9% G/C= .351 G= 31.6" Y+R= 4.0" OFF=60.4% G/C= .000 G= .0" Y+R= .0" OFF= .0% ------------------------------------------------------------------------- 11 U C= 90 see G= 74.0 see = 82.2% Y=16.0 see = 17.8% Ped= .0 see = .0% 'l I LJ '1 L.J '1 J NISQUALLY ESTATES YEIM AVE & SR-507 1998 IDS W/OTH PROJECl' 09/14/95 08:35:54 '1 I LJ J SIGNAL94/TEAPAC[V1 LL4] - HCM Volurre Adjust:.Irent Worksheet 11 J Appr Mvt FlCM Lane Group No.of Lane Adj Prop. of -Mvt Vol PHF Rate Group FlCM Lanes util FlCM LT RI' vph vph vph vph SB-RI' 107 .90 119' 0 0 1.00 0 .00 .00 SB-TH 67 .90 74 TH+RI' 193 1 1.00 193 .00 .62 SB-LT 67 .90 74 LT 74 1 1.00 74 1.00 .00 fl J ------------------------------------------------------------------ n U WB-RI' 39 .90 43 0 0 1.00 0 .00 .00 WB-TH 456 .90 507 TH+RI' 550 1 1.00 550 .00 .08 WB-LT 180 .90 200 LT 200 1 1.00 200 1.00 .00 ------------------------------------------------------------------ NB-RI' 219 .90 243 0 0 1.00 0 .00 .00 NB-TH 96 .90 107 TH+RI' 350 1 1.00 350 .00 .69 NB-LT 152 .90 169 LT 169 1 1.00 169 1.00 .00 ------------------------------------------------------------------ EB-RI' 79 .90 88 RI' 88 1 1.00 88 .00 1.00 EB-TH 579 .90 643 TH 643 1 1.00 643 .00 .00 EB-LT 152 .90 169 LT 169 1 1.00 169 1.00 .00 n J n LJ n u SIGNAL94/TEAPAC[V1 LL4] - HCM Saturation FlCM Adjust:.Irent Worksheet Ap Lane No Adjust:.Irent Factors Adj pr Group Ideal of -------------------------------------------------- Sat- ch Mvrnts Satfl Lns Lane Heavy Bus Ar Right Left Adj flCM pcphg - Width Vehs Grade Parkg Block Loc Tunl Tunl Fact vphg 'l I LJ n LJ SB- TH+RI' 1900 1 1.000 .980 1.000 1.000 1.000 1.0 .908 1.000 1.00 1690 SB- LT 1900 1 1.000 .980 1.000 1.000 1.000 1.0 1.000 .950 1.00 1770 J J J J o J ------------------------------------------------------------------------------- WB- TH+RI' 1900 1 1.000 .980 1.000 1.000 1.000 1.0 .988 1.000 1.00 1841 WB- LT 1900 1 1.000 .980 1.000 1.000 1.000 1.0 1.000 .950 1.00 1770 ------------------------------------------------------------------------------- NB- TH+RI' 1900 1 1.000 .980 1.000 1.000 1.000 1.0 .896 1.000 1.00 1669 NB- LT 1900 1 1.000 .980 1.000 1.000 1.000 1.0 1.000 .950 1.00 1770 ------------------------------------------------------------------------------- EB- RI' EB- TH EB- LT 1900 1 1.000 .980 1.000 1.000 1.000 1.0 .850 1.000 1.00 1583 1900 1 1.000 .980 1.000 1.000 1.000 1.0 1.000 1.000 1.00 1863 1900 1 1.000 .980 1.000 1.000 1.000 1.0 1.000 .950 1.00 1770 ------------------------------------------------------------------------------- n LJ n U n n u NISQUALLY ESTATES 09/14/95 YEIM AVE & SR-507 08:35:57 1998 IDS W/OTJr pROJECl' SIGNAL94/TEAPAC[V1 L1.4] - HCM Capacity Analysis worksheet Ap Lane LT Adj Adj Flow Green Lane V/C Crit pr Group Phase Flow Satfl Ratio Ratio Group Ratio Lane ch Mvts Type Rate Rate vIs g/C Capac v/c Gl:p vph vphg vph SB- TH+Rl' 193 1690 .114 .238 403 .479 SB- LT Prio 74 1770 .042 .124 219 .338 * ------------------------------------------------------------------ WE- TH+Rl' 550 1841 .299 .362 667 .825 WE- LT prio 200 1770 .113 .142 252 .794 * ------------------------------------------------------------------ NB- TH+Rl' 350 1669 .210 .238 398 .879 * NB- LT Prio 169 1770 .096 .124 219 .772 u o J J J 11 ------------------------------------------------------------------ u EB- Rl' 88 1583 .056 .520 823 .107 EB- TH 643 1863 .345 .362 675 .953 * EB- LT Prio 169 1770 .096 .142 252 .671 ------------------------------------------------------------------ Cycle Length, C 90 see Sum(v/s) = .710 Lost TJ..IOO Per Cycle, L 12.0 see Xc = .819 u 11 n J SIGNAL94/TEAPAC[V1 L1.4] - HCM Level-of-Service Worksheet n I U Ap Lane pr Group ch Mvts Vol Green unif Delay Ratio Ratio Delay Fact v/c g/C d1 DF -- see/v Lane Cal Group Tenn Capac m vph Incr Lane Lan Delay Group Gl:p Appr Appr d2 Delay IDS Delay IDS see/v see/v - see/v n LJ SB- TH+Rl' .479 .238 22.4 1.00 403 16 .71 23.1 C SB- LT .338 .124 27.4 1.00 219 16 .36 27.8 D+ ------------------------------------------------------------------> 24.4 C WB- TH+RT .825 .362 19.8 1.00 667 16 5.81 25.6 D+ WB- LT .794 .142 28.4 1.00 252 16 10.74' 39.1 D . ------------------------------------------------------------------> 29.2 D+ NB- TH+RT .879 .238 25.1 1.00 398 16 13.75 38.9 D NB- LT .772 .124 29.0 1.00 219 16 10.41 39.4 D ------------------------------------------------------------------> 39.0 D EB- Rl' .107 .520 8.4 1.00 823 16 .00 8.4 B+ EB- TH .953 .362 21.2 1.00 675 16 17.29 38.5 D EB- LT .671 .142 27.8 1.00 252 16 4.61 32.4 D+ ------------------------------------------------------------------> 34.4 D Cycle= 90 II Int Total .781 > 32.7 D n L.J n I U J J n I U 'l I LJ I u if LJ n u NISQUALLY ESTATES YEIM AVE & SR-507 1998 IDS W/our PROJEcr 09/14/95 08:36:00 n u SIGNAL94 /TEAPAC [VI Ll.4] - Evaluation of Intersection Perfonnance n , U n Sq 54 I Phase 1 I Phase 2 I Phase 3 I Phase 4 I Phase 5 I **/** ------------------------------------------------------------- + +++ ++ ^ + +,+ + + + ++++ +> <+ + +> <+ + <++++ v v ^ **** . / \ u 'l U ^ ++++ v n North I <* ++++ * v* * *> * * * * ****> ++++ v u n G/C= .113 G= 10.2" Y+R= 4.0" OFF= .0% G/C= .000 G= .0" Y+R= .0" OFF=15.7% G/C= .227 G= 20.4" Y+R= 4.0" OFF=15.7% G/C= .131 G= 11.8" Y+R= 4.0" 0FF=42.9% G/C= .351 G= 31.6" Y+R= 4.0" OFF=60.4% u n LJ c= 90 see G= 74.0 see = 82.2% Y=16.0 see = 17.8% Ped= .0 see = .0% n MVMl' 'IOl'AIS SB Approach WE Approach NB Approach EB Approach Int Param:Units Rl' TH LT Rl' TH LT Rl' TH LT Rl' TH LT Total - - AdjVol: vph 119 74 74 43 507 200 243 107 169 88 643 169 2436 Wid/Ln:ft/# 0/0 12/1 12/1 0/0 12/1 12/1 0/0 12/1 12/1 12/1 12/1 12/1 g/C Rqd@C:% 0 21 16 0 37 21 0 29 20 17 41 20 g/C Used: % 0 24 12 0 36 14 0 24 12 52 36 14 SV @E: vph 0 403 205 0 667 239 0 397 205 823 675 239 3853 ----------- -------------- -------------- -------------- -------------- ----- Svc Lvl:IDS C D+ D+ D D D B+ D D+ D Deg Sat:v/c .00 .48 .34 .00 .82 .79 .00 .88 .77 .11 .95 .67 .78 Avg Del:s/v .0 31.6 38.0 .0 33.9 54.1 .0 56.9 54.6 11.3 42.9 43.6 42.5 Tot Del:min 0 25 12 0 78 45 0 83 38 4 115 31 431 # Stops:veh 0 41 17 0 125 48 0 84 41 11 157 40 564 ----------- -------------- -------------- -------------- -------------- ----- Max Que:veh 0 7 3 0 18 9 0 13 7 2 21 7 87 Max Que: ft 0 186 82 0 444 217 0 337 187 53 519 183 519 - - APPR 'IDI'ALS Int Param:Units SB Approach WE Approach NB Approach EB Approach Total - AdjVol: vph 267 750 519 900 2436 ----------- -------------- -------------- -------------- -------------- ----- Svc Lvl:IDS C D+ D D D Deg Sat:v/c .44 .82 .84 .82 .78 Avg Del:s/v 33.4 39.3 56.2 39.9 42.5 Tot Del:min 37 123 121 150 431 # Stops:veh 58 173 125 208 564 ----------- -------------- -------------- -------------- -------------- ----- Max Que :veh 10 27 20 30 87 Max Que: ft 186 444 337 519 519 - u n u n u n LJ n LJ J J 11 U n i LJ n u n u II II NISQUALLY ESTA'IES YEIM AVE & SR-507 1998 LOS WITH PROJECT 09/14/95 08:39:10 u u SIGNAL94 lTEAPAC [V1 L1.4] - HCM Input Worksheet n U u Interseetion # o - 107 75 67 .0 "12.0 12.0 0 1 1 ------------- 1 \ Area IDeation Type: :NONCBD n Key: VOLUMES -- > I WIDI'HS v LANES u n \ 39 .0 0 . 1 \ 456 12.0 1 II 152 12.0 1 1 + 1 211 12 . 0 1 u North I 579 12.0 1 -- II \ 1 ------------- u 108 12.0 1 \ II LOSTI'IME = 3. 0 see. 168 12.0 1 101 12.0 1 236 .0 o Phasing: SEQUENCE 54 PERMSV N N N N OVERLP Y Y Y Y IEADLAG LD LD u n Appr Grade % Heavy Veh. Adj.Pkg Bus Pk.Hr.Factor Conf.Ped Actuated Arr.Type u % Rl' TH LT IDe Nm Nb Rl' TH LT peds/hr Rl' TH LT Rl' TH LT II u SB WE NB EB .0 2.0 2.0 2.0 NO 0 .0 2.0 2.0 2.0 NO 0 .0 2.0 2.0 2.0 NO 0 .0 2.0 2.0 2.0 NO 0 o .90 .90 .90 o .90 .90 .90 o .90 .90 .90 o .90 .90 .90 0- 0- 0- 0- N N N 3 3 3 N N N 3 3 3 N N N 3 3 3 N N N 3 3 3 n LJ n ,n U Sq 54 I Phase 1 I Phase 2 I Phase 3 I Phase 4 I Phase 5 I Phase 6 I **1** ------------------------------------------------------------------------- + +++ ++ ^ + +++ ++ ++++ +> <+ + +> <+ + <++++ v v ^ **** . 1 \ L.J !j U 'l J ^ ++++ v North I <* ++++ * v* * *> * * * * ****> ++++ v 'l J G/C= .095 G= 5.7" Y+R= 4.0" OFF= .0% G/c= .000 G= .0" Y+R= .0" OFF=16.1% G/c= .206 G= 12.3" Y+R= 4.0" OFF=16.1% G/c= .119 G= 7.1" Y+R= 4.0" 0FF=43.4% G/C= .314 G= 18.8" Y+R= 4.0" OFF=61. 9% G/c= .000 G= .0" Y+R= .0" OFF= .0% C= 60 see G= 44.0 see = 73.3% Y=16.0 see = 26.7% Ped= .0 see = .0% n LJ n u Il U '1 u 'l LJ II LJ J n I j U II u II LJ II u J II LJ Il NISQUALLY ESTATES YEIM AVE & SR-507 1998 IDS WITH PROJECT 09/14/95 08:39:13 SIGNAL94/TEAPAC[V1 L1.4] - HCM Volurre AdjustIrent Worksheet Appr Mvt Flav Lane Group No.of Lane Adj Prop. of -Mvt Vol PHF Rate Group Flav Lanes util Flav LT Rl' vph vph vph vph SB-Rl' 107 .90 119.' 0 0 1.00 0 .00 .00 SB-TH 75 .90 83 TH+Rl' 202 1 1.00 202 .00 .59 SB-LT 67 .90 74 LT 74 1 1.00 74 1.00 .00 WB-Rl' 39 .90 43 WB-TH 456 .90 507 WB-LT 211 .90 234 o TH+Rl' 550 LT 234 1.00 1.00 1.00 o . 00 .00 550 .00 .08 234 1.00 .00 o 1 1 NB-Rl' 236 .90 262 NB-TH 101 .90 112 NB-LT 168 .90 187 o TH+Rl' 374 LT 187 o 1 1 o .00 .00 374 .00 .70 187 1.00 .00 1.00 1.00 1.00 ------------------------------------------------------------------ EB-Rl' 108 .90 120 EB-TH 579 .90 643 EB-LT 152 .90 169 120 643 169 1 1 1 1.00 1.00 1.00 120 .00 1.00 643 .00 .00 169 1.00 .00 Rl' TH LT ------------------------------------------------------------------ SIGNAL94/TEAPAC[V1 L1.4] - HCM Saturation Flav Adjusbrent Worksheet Ap pr ch Lane No Adjusbrent Factors Group Ideal of -------------------------------------------------- Mvrnts Satfl Lns Lane Heavy Bus Ar Right Left Adj pcphg - Width Vehs Grade parkg Block I.oc Turn Turn Fact Adj Sat- flav vphg LJ SB- TH+Rl' 1900 1 1.000 .980 1.000 1.000 1.000 1.0 .912 1.000 1.00 1698 SB- LT 1900 1 1.000 .980 1.000 1.000 1.000 1.0 1.000 .950 1.00 1770 II ------------------------------------------------------------------------------- u J J n LJ ,n U II u n LJ WB- TH+Rl' 1900 1 1.000 .980 1.000 1.000 1.000 1.0 .988 1.000 1.00 1841 WB- LT 1900 1 1. 000 .980 1. 000 1. 000 1. 000 1. 0 1. 000 .950 1. 00 1770 ------------------------------------------------------------------------------- NB- TH+Rl' 1900 1 1.000 .980 1.000 1.000 1.000 1.0 .895 1.000 1.00 1667 NB- LT 1900 1 1.000 .980 1.000 1.000 1.000 1.0 1.000 .950 1.00 1770 EB- Rl' EB- TH EB- LT 1900 1900 1900 1 1.000 .980 1.000 1.000 1.000 1.0 .850 1.000 1.00 1583 1 1.000 .980 1.000 1.000 1.000 1.0 1.000 1.000 1.00 1863 1 1.000 .980 1.000 1.000 1.000 1.0 1.000 .950 1.00 1770 Il I U J NISQUALLY ESTATES 09/14/95 YEIM AVE & SR-507 08:39:16 1998 IDS WITH PROJECI' SIGNAL94/TEAPAC[V1 L1.4] - HCM Capacity Analysis Worksheet Ap lane LT Adj Adj Flaw Green lane V/C Crit pr Group Phase Flaw Satfl Ratio Ratio Group Ratio lane ch Mvts Type Rate Rate vis g/C Capac v/c Grp vph vphg vph SB- TH+RI' 202 1698 .119 .222 378 .534 SB- LT Pri. 74 1770 .042 .111 197 .376 * n J Il J J J WB- TH+RI' 550 WB- LT Pri. 234 1841 1770 .299 .331 .132 .136 608 .905 240 .975 * Il i U NB- TH+RI' 374 NB- LT Pri. 187 1667 1770 .224 .222 .106 .111 371 1. 008 197 .949 * n U EB- RI' EB- TH EB- LT 120 643 Pri. 169 1583 1863 1770 .076 .492 .345 .331 .096 .136 779 .154 616 1.044 240 .704 * n LJ Cycle l:a1gth, C 60 see wst Tine Per Cycle, L 12.0 see Sum(v/s) = Xc = .744 .929 J J SIGNAL94/TEAPAC[V1 L1.4] - HCM I.evel-of-Se:rvice Worksheet Ap lane pr Group ch Mvts Vol Green unif Delay Ratio Ratio Delay Fact v/c g/C d1 DF -- see/v lane Cal Incr lane lan Group Tenn Delay Group Grp Appr Appr Capac m d2 Delay IDS Delay IDS vph - see/v see/v - see/v '1 u n SB- TH+RI' .534 .222 15.6 1.00 378 16 1.17 16.8 C+ SB- LT .376 .111 18.8 1.00 197 16 .59 19.4 C+ ------------------------------------------------------------------> 17.5 C+ WB- TH+RI' .905 .331 14.6 1.00 608 16 12.18 26.8 D+ WB- LT .975 .136 19.6 1.00 240 16 38.02' 57.6 E ------------------------------------------------------------------> 36.0 D NB- TH+RI'1.008 .222 17.7 1.00 371 16 38.11 55.8 E NB- LT .949 .111 20.1 1.00 197 16 36.09 56.2 E ------------------------------------------------------------------> 56.0 E EB- RI' .154 .492 6.4 1.00 779 16 .01 6.4 B+ EB- TH 1.044 .331 15.3 1.00 616 16 40.38 55.6 E EB- LT .704 .136 18.8 1.00 240 16 6.08 24.9 C ------------------------------------------------------------------> 43.7 E+ Cycle= 60" lnt Total .871 > 41.2 E+ u o J Il LJ fl LJ fl LJ n I I U J J I{ I LJ NISQUALLY ESTATES YEIM AVE & SR-507 1998 IDS WITH PROJEcr 09/14/95 08:39:19 SIGNAL94 /TEAPAC [VI L1.4] - Evaluation of Intersection Perfonrance n J ------------------------------------------------------------- J o Sq 54 I Phase 1 I Phase 2 I Phase 3 I Phase 4 I Phase 5 I **/** ------------------------------------------------------------- + +++ ++ ^ + -+"+ + + + ++++ +> <+ + +> <+ + <++++ v v ^ **** . / \ ^ ++++ v n i North <* I ++++ * v* * *> * * * * ****> ++++ v u n I LJ G/C= .095 G= 5.7" Y+R= 4.0" OFF= .0% G/C= .000 G= .0" Y+R= .0" OFF=16.1% G/C= .206 G= 12.3" Y+R= 4.0" OFF=16.1% G/C= .119 G= 7.1" Y+R= 4.0" 0FF=43 .4% G/C= .314 G= 18.8" Y+R= 4.0" OFF=61.9% ------------------------------------------------------------- J C= 60 see G= 44.0 see = 73.3% Y=16.0 see = 26.7% Ped= .0 see = .0% n LJ MVMr 'IUl'AI.S SB Approach WE Approach NB Approach EB Approach Int Param:Units Rl' TH LT Rl' TH LT Rl' TH LT Rl' TH LT Total - - .AdjVol: vph 119 83 74 43 507 234 262 112 187 120 643 169 2553 Wid/Ln:ft/# 0/0 12/1 12/1 0/0 12/1 12/1 0/0 12/1 12/1 12/1 12/1 12/1 g/C Rqd@C:% 0 16 7 0 34 17 0 27 15 12 38 14 g/C Used: % 0 22 11 0 33 14 0 22 11 49 33 14 SV @E: vph 0 378 191 0 608 237 0 371 191 779 616 237 3608 ----------- -------------- -------------- -------------- -------------- ----- Svc Lvl:IDS C+ C+ D+ E E E B+ E C E+ Deg Sat:v/c .00 .53 .38 .00 .90 .98 .00 1. 01 .95 .15 1. 04 .70 .87 Avg Del:s/v .0 23.6 27.5 .0 41.1 58.6 .0 55.6181.4 8.8 54.1 35.0 54.7 Tot DeI:IIilll 0 20 8 0 94 57 0 87 141 4 145 25 581 # Stops:veh 0 45 17 0 131 58 0 93 46 16 160 40 606 ----------- -------------- -------------- -------------- -------------- ----- Max Que :veh 0 5 2 0 12 7 0 10 6 2 20 5 69 Max Que: ft 0 132 55 0 311 171 0 262 140 51 519 123 519 - - APPR 'IUl'AI.S Int Param:Units SB Approach WE Approach NB Approach EB Approach Total - - .AdjVol: vph 276 784 561 932 2553 ----------- -------------- -------------- -------------~ -------------- ----- Svc Lvl:IDS C+ D E E+ E+ Deg Sat:v/c .49 .93 .99 .87 .87 Avg Del:s/v 24.6 46.3 97.5 44.8 54.7 Tot Del:min 28 151 228 174 581 # Stops :veh 62 189 139 216 606 ----------- -------------- -------------- -------------- -------------- ----- Max Que :veh 7 19 16 27 69 Max Que: ft 132 311 262 519 519 '1 u I' , U n u n I U o J J 1 LJ n U ~ J LOCATION:YELM AVE & EDWARDS NAME LO,TONY ~ J HOURLY VOLUMES Grade 0% N ~ 1 35 V12 'l I LJ 5 V11 I N N= 1 < v 25 V10 I> A__________V6__ 35 <----------V5-- 540 N= 1 v----------V4-- 10 major road Grade 0% > YELM AVE n J Grade 0% 30 __V1____________A 690 --V2------------> 15 --V3------------v <I V7 o J J minor road EDWARDS ST Grade 0 , V9 10 STOP xx YIELD Date of Counts 1995 EXIST Time Period PM PEAK HR Prevailing Speed 25 PHF 0 90 Population 20000 N~ 1 " VB 2 VOLUME ADJUSTMENTS n ! U Movement no I 1 I 2 I 3 I 4 1 5 I 6 I 7 I B I 9 I 10 I 11 1 12 I ------------------------------------------------------------------------------- Volume (vph) I 301 6901 151 101 5401 351 01 21 101 251 51 351 ------------------------------------------------------------------------------- Vol(pcph),Tab 10 11 30lxxxxlxxxxI 10lxxxxlxxxxl 01 21 101 251 51 351 Il I LJ VOLUMES IN PCPH n J 35 V12 5 V11 I 25 V10 < v I> A__________V6__ <----------V5-- v----------V4-- 10 Il J n I LJ 30 __V1____________A --V2------------> --V3------------v n VB 2 u V9 10 n u 11 J J J l' 'l I LJ n U n I LJ n L.J LOCATION YELM AVE & EDWARDS =============================================================================== <-I V12 '1 I LJ STEP 1 : RT From Minor Street I =============================================================================== Conflicting Flows, Vc n U Critical Gap, Tc (Tab 10 2) Potential Capacity,Cp(Fig10.3) \ of Cp utilized Impedance Factor, P (Fig 10 5) Actual Capacity, Cm J NAME LO,TONY 1-> V9 1/2 V3+V2=Vc9 8+ 690= 698 vph 5.5 (secs ) Cp9 = 486 pcph (V9/Cp9)x100= 2.1\ P9= 99 Cm9=Cp9= 486 pcph 1/2 V6+V5=Vc12 18+ 540= 558 vph 5 5 (secs ) Cp12 = 582 pcph (V12/Cp12)x100= 6\ P12= .96 Cm12=Cp12= 582 pcph STEP 2 LT From Major Street I ___acce:=ec_____c__e=============_======:===_========:==ca===================== __A V1 v-- V4 =e==_=e======c=c=_============================================================= Conflicting Flows, Vc n J critical Gap, Tc (Tab 10 2) Potential Capacity,Cp(Fig10 3) \ of Cp utilized Impedance Factor, P (Fig.10 5) Actual Capacity, Cm '1 , U V3+V2=Vc4 15+ 690= 705 vph 5 (secs ) Cp4 =" 562 pcph (V4/Cp4)x100= 1 8\ P4= 99 Cm4=Cp4= 562 pcph V6+V5=Vc1 35+ 540= 575 vph 5 (sees ) Cp1 = 650 pcph (V1/Cp1)x100= 4.6\ P1= 97 Cm1=Cp1= 650 pcph STEP 3 : TH From Minor Street I ace==aceec_ccccc===========================:================e================== v Vll n V8 =============================================================================== u Conflicting Flows, Vc n i I U Critical Gap, Tc (Tab 10.2) Potential Capacity,Cp(Fig10.3) \ of Cp utilized Impedance Factor, P (Fig.10 5) Actual Capacity, Cm Ii J 5V3+V2+V1+V6+V5+V4=Vc8 8+ 690+ 30+ 35+ 540+ 10= 1313 vph 6 (secs ) Cp8 = 172 pc ph (V8/Cp8)x100= 1 2\ P8= .99 Cm8=Cp8xP1xP4 165= 172x 97x 99pcph 5V6+VS+V4+V3+V2+V1=Vc11 18+ 540+ 10+ 15+ 690+ 30= 1303 vph 6 (secs ) Cpll = 174 pcph (V11/Cp11)x100= 2 9\ Pll= 98 Cm11=Cp11xP1xP4 167= 174x 97x.99pcph STEP 4 LT From Minor Street I ~~~=========~===============================================e================== \-> V10 <-\ V7 ==============a=======~===================================c==================== '1 LJ conflicting Flows, Vc critical Gap, Tc (Tab.10.2) Potential Capacity,Cp(Fig10 3) Actual Capacity, Cm Il L.J Vc8(step3)+V11+V12=Vc7 1313+ 5+ 35= 1353vph 6 5 (secs ) Cp7 = 134 pcph Cm7=Cp7xP1xP4xP11xP12 134x.97x 99x 98x.96 = 121 pcph Vc11 (step3)+V8+V9=Vc10 1303+ 2+ 10= 1315vph 6 5 (secs ) Cp10 = 142 pcph Cm10=Cp10xP4xP1xP8xP9 142x 99x 97x.99x 99 = 134 pcph if aeeme::::=:::=::::::::==:======:=:=::===========:=======c===e================== L.J Il I L.J n u '1 J Il u Il L.J n u n u II u LOCATION YELM AVE & EDWARDS NAME LO,TONY II MOVEMENT SHARED LANE CAPACITY APPROACH MOVEMENTS 7,8,9 CR CM(PCPH) CSH(PCPH) (CM-V) CR (CSH-V) LOS CM LOS CSH L.J V(PCPH) 1 LJ 7 8 9 o 2 10 121 165 486 367 367 367 121 163 476 355 355 355 D D A B B B '1 I LJ MOVEMENT V(PCPH) APPROACH MOVEMENTS 10,11,12 CR CM(PCPH) CSH(PCPH) (CM-V) CR (CSH-V) LOS CM LOS CSH '1 I LJ 10 25 134 235 109 170 D D 11 5 167 235 162 170 D D 12 35 582 ' 235 547 170 A D MAJOR STREET LEFT TURNS 1,4 MOVEMENT V(PCPH) CM(PCPH) CR(CM-V) LOS n i LJ 1 4 30 10 650 562 620 552 A A n L.J COMMENTS II u n L.J '1 i LJ 'l u II LJ n u n u '1 J 'l LJ '1 u n u n LJ n LJ LOCATION:YELM AVE & EDWARDS NAME LO,TONY ------------------------------------------------------------------------------- n HOURLY VOLUMES Grade 0\ LJ N = 1 39 V12 Il 6 LJ Vll I 28 c====================: VI0 N= 1 < v I> Il Grade 0\ U 34 --Vl------------ A 776 --V2------------> 17 --V3------------v YELM AVE Il minor road EDWARDS ST Grade 0 \ V9 11 STOP xx YIELD Date of Counts 1998 W/OUT Time Period PM PEAK HR Prevailing Speed:25 PHF 0 90 Population 20000 LJ ======:======================================================================== n LJ VOLUME ADJUSTMENTS ------------------------------------------------------------------------------- Movement no. 1 I 2 I 3 I 4 I 5 I 6 I 7 I 8 I 9 I 10 I 11 I 12 I ------------------------------------------------------------------------------- Volume (vph) 341 7761 171 111 6071 391 01 21 111 281 61 391 ------------------------------------------------------------------------------- Vol(pcph),Tab 10 11 341xxxxlxxxxl lllxxxxlxxxxl 01 21 III 281 61 391 rr LJ ===cc======cc=c================================================================ Il J VOLUMES IN PCPH 39 V12 rr I U aaa==ma=============== 6 Vll I < v 28 VI0 I> A__________V6__ <----------V5-- v----------V4-- 11 Il U 34 __Vl____________A --V2------------> --V3------------v mac===m__caDa_=e==a=== ==c=================== 1'1 V8 2 u V9 11 n LJ n U rr J Il U Il LJ n U n LJ 11 J LOCATION YELM AVE & EDWARDS NAME LO,TONY 11 I LJ STEP 1 RT From Minor Street I =a====a=c======~================================================s============== <-/ V12 /-> V9 ==:cc=e========================:======================c===================:==== Conflicting Flows, Vc n critical Gap, Tc (Tab.l0 2) Potential Capacity,Cp(Figl0 3) % of Cp utilized Impedance Factor, P (Fig 10.5) Actual Capacity, Cm u 11 LJ 1/2 V3+V2sVc9 9+ 776s 7B5 vph 5.5 (secs.) Cp9 s 434 pcph (V9/Cp9)xl00= 2 5% P9= .99 Cm9=Cp9= 434 pcph 1/2 V6+V5sVc12 20+ 607= 627 vph 5 5 (secs ) Cp12 = 532 pcph (V12/Cp12)xl00= 7.3% P12= 96 Cm12=Cp12= 532 pcph STEP 2 LT From Major Street I c==cae============:============================================================ --' Vl v-- V4 ====ce============:============:=:=================================:=========== conflicting Flows, Vc 'l J critical Gap, Tc (Tab.10 2) Potential Capacity,Cp(Fig10.3) % of Cp utilized Impedance Factor, P (Fig 10.5) Actual Capacity, Cm 'l LJ V3+V2=Vc4 17+ 776= 793 vph 5 (secs ) Cp4 = '509 pcph (V4/Cp4)x100= 2 2% P4s 99 Cm4=Cp4= 509 pcph V6+V5=Vc1 39+ 607= 646 vph 5 (secs ) Cp1 = 600 pcph (Vl/Cpl)xl00= 5 7% Pl= 97 Cml=Cpl= 600 pcph STEP 3 : TH From Minor Street I a==_=.====~__=_=_=========_=========_=================c====e=========c==c=_e=== v Vll VB Conflicting Flows, Vc 11 ===============================~======================================~======== LJ n LJ critical Gap, Tc (Tab 10.2) Potential Capacity,Cp(Figl0 3) % of Cp utilized Impedance Factor, P (Fig 10 5) Actual Capacity, Cm n 5V3+V2+Vl+V6+V5+V4=Vc8 9+ 776+ 34+ 39+ 607+ 11= 1476 vph 6 (secs ) Cp8 = 140 pcph (VB/CpB)xl00s 1 4% PBs 99 Cm8=CpBxP1xP4 134= 140x 97x.99pcph 5V6+V5+V4+V3+V2+VlsVcll 20+ 607+ 11+ 17+ 776+ 34= 1465 vph 6 (secs ) Cpll = 142 pcph (V1l/Cpll)x100~ 4.2% Pll= 97 Crn11=Cp11xP1xP4 136= 142x 97x.99pcph STEP 4 : LT From Minor Street I LJ ==~c=c==sa========================S============S=============================== \-> VI0 <-\ V7 ===~=~================================================================:======== J Conflicting Flows, Vc critical Gap, Tc (Tab 10 2) Potential Capacity,Cp(FiglO.3) Actual capacity, Crn 11 U Vc8(step3)+V11+V12=Vc7 1476+ 6+ 39~ 1521vph 6 5 (secs ) Cp7 = 107 pcph Cm7=Cp7xP1xP4xP1lxP12 107x.97x 99x 97x 96 96 pcph Vcll (step3)+V8+V9=Vcl0 1465+ 2+ 11= 147Bvph 6 5 (secs ) Cpl0 s 113 pcph Cm10~Cp10xP4xP1xPBxP9 113x 99x 97x.99x 99 ~ 106 pcph n c===_======================================================c=c================= LJ n L.J !' LJ 'l ~ n LJ n LJ n u n LJ 'l J LOCATION,YELM AVE & EDWARDS NAME LO,TONY 'l i L.J SHARED APPROACH LANE CAPACITY MOVEMENTS 7,8,9 CR (CM-V) CR (CSH-V) LOS CM LOS CSH MOVEMENT V(PCPH) CM(PCPH) CSH(PCPH) n LJ aa====~============================~==C============~========================== 7 8 9 o 2 11 96 134 434 323 323 323 96 132 423 310 310 310 E D A B B B n U MOVEMENT V(PCPH) CM(PCPH) CSH(PCPH) 10,11,12 CR (CM-V) CR (CSH-V) LOS CM LOS CSH APPROACH MOVEMENTS c=ca===ee====c========================================c===c=================== 'I LJ 10 28 106 191 78 118 E D 11 6 136 191 130 118 D D 12 39 532 '191 493 118 A D MAJOR STREET LEFT TURNS 1,4 MOVEMENT V(PCPH) CM(PCPH) CR(CM-V) LOS II U amca===ea=c==ce=========================================c=e=================== 1 4 34 11 600 509 566 498 A A 'I LJ COMMENTS n LJ 'I LJ 'l LJ n u n u n u n U Ii U n u 'I u n LJ n u n LJ LOCATION YELM AVE " EDWARDS I LJ HOURLY VOLUMES ------------------------------------------------------------------------------- NAME LO,TONY n LJ N= 1 n Grade 0\ u 34 --V1------------^ 803 --V2------------> 17 --V3------------v ;'1 aa=====a========a====~ u n LJ Grade 0\ N = 1 39 V12 6 V11 I 30 V10 I> N ==================~=== ^----------V6-- 40 <----------V5-- 621 N= 1 v----------V4-- 11 major road Grade 0\ > YELM AVE STOP xx YIELD Date of Counts 1998 W/PROJ V9 Time Period PM PEAK HR 11 Prevailing Speed 25 PHP 0 90 population 20000 '1 J VOLUME ADJUSTMENTS =am_m===a===~==.=====aa=====_==c=============================================== < v Movement no 1 I ------------------------------------------------------------------------------- 5 I 6 I 9 I 10 I 11 I 12 I 111 301 111 301 n Volume (vph) 341 8031 u Vol{pcph),Tab 10 11 341xxxxlxxxxl =============================================================================== n LJ VOLUMES IN PCPH '1 J ====================== n 34 --V1------------^ --V2------------> --V3------------v LJ ---------------------- ---------------------- n u II LJ 11 LJ '1 J n LJ n U n LJ II u N= 1 ---------------------- ---------------------- V8 2 V9 11 11lxxxxlxxxxl 39 V12 6 V11 I 30 V10 < v I> <I V7 o n LJ LOCATION YELM AVE & EDWARDS =cacc========================================================================== <-I V12 'l Ll STEP 1 : RT From Minor Street I =============================================================================== Conflicting Flows, Vc n u critical Gap, Tc (Tab 10.2) Potential Capacity,Cp(Fig10 3) , of Cp utilized Impedance Factor, P (Fig 10.5) Actual Capacity, Cm n NAME LO,TONY /-> V9 1/2 V3+V2=Vc9 9+ B03= B12 vph 5.5 (secs ) Cp9 = 419 pcph (V9/Cp9)x100= 2 6' P9= 9B Cm9=Cp9= 419 pcph 1/2 V6+V5=Vc12 20+ 621= 641 vph 5 5 (secs ) Cp12 = 523 pcph (V12/Cp12)xlOO= 7.5' P12= 96 Cm12=Cp12= 523 pcph U STEP 2 LT From Major Street I =c=cc========================================================================== __A VI v-- V4 ==ccc=e======================================================================== n LJ Conflicting Flows, Vc n u Critical Gap, Tc (Tab.10 2) Potential Capacity,Cp(Fig10 3) , of Cp utilized Impedance Factor, P (Fig 10 5) Actual Capacity, Cm V3+V2=Vc4 17+ B03= B20 vph 5 (secs ) Cp4 = '493 pcph (V4/Cp4)x100= 2.2' P4= 99 Cm4=Cp4= 493 pcph V6+V5=Vc1 40+ 621= 661 vph 5 (secs ) Cp1 = 590 pcph (V1/Cp1)x100= 5.B' P1= 97 Cm1=Cp1= 590 pcph '1 LJ STEP 3 : TH From Minor Street I =============================================================================== v Vll VB cccacce======================================================================== Conflicting Flows, Vc n l.J critical Gap, Tc (Tab.10 2) Potential Capacity,Cp(Fig10 3) , of Cp utilized Impedance Factor, P (Fig 10 5) Actual Capacity, Cm n LJ .5V3+V2+V1+V6+V5+V4=VcB 9+ B03+ 34+ 40+ 621+ 11= 151B vph 6 (secs ) CpB = 131 pcph (VB/CpB)x100= 1.5' PB= 99 CmB=Cp8xP1xP4 126= 131x 97x 99pcph 5V6+V5+V4+V3+V2+V1=Vc11 20+ 621+ 11+ 17+ B03+ 34= 1506 vph 6 (secs ) Cpll = 134 pcph (V11/Cp11)x100= 4.5' Pll= 97 Cmll=CpllxP1xP4 129= 134x 97x 99pcph STEP 4 : LT From Minor Street I _Baa_aa__a_caa_=__======___===__=====================================e========= \-> V10 'l , L.J <-\ V7 =============================================================================== Conflicting Flows, Vc n LJ critical Gap, Tc (Tab.10.2) Potential Capacity,Cp(Fig10.3) Actual Capacity, Cm n VcB(step3)+V11+V12=Vc7 151B+ 6+ 39= 1563vph 6 5 (secs ) Cp7 = 101 pcph Cm7=Cp7xP1xP4xP11xP12 101x.97x 99x.97x 96 90 pcph Vc11 (step3)+VB+V9=Vc10 1506+ 2+ 11= 1519vph 6 5 (secs ) Cp10 = 107 pcph Cm10=Cp10xP4xP1xPBxP9 107x.99x.97x 99x 9B = 100 pcph c============================================================================== LJ n LJ n U n u n u n LJ n u n LJ Ii LJ LOCATION:YELM AVE & EDWARDS NAME LO,TONY 'I L.J MOVEMENT SHARED LANE CAPACITY APPROACH MOVEMENTS 7,8,9 CR CM(PCPH) CSH(PCPH) (CM-V) CR (CSH-V) LOS CM LOS CSH V(PCPH) 'l mecc=:===:======:=:============:==================:=========================== u 7 8 9 o 2 11 90 126 419 309 309 309 90 124 408 296 296 296 E D A C C C n L.J MOVEMENT V(PCPH) APPROACH MOVEMENTS 10,11,12 CR CM(PCPH) CSH(PCPH) (CM-V) CR (CSH-V) LOS CM LOS CSH I u cec==cecccccccc=c===_===================================c======c======c======= 10 30 100 178 70 103 E D 11 6 129 178 123 103 D D 12 39 523 '178 484 103 A D MAJOR STREET LEFT TURNS 1,4 MOVEMENT V(PCPH) CM(PCPH) CR(CM-V) LOS '1 L.J __~__a=m_==__=_========================================e=a==e=_=============== 1 4 34 11 590 493 556 482 A A n I U COMMENTS 11 u n LJ f'l tJ n LJ n LJ n LJ n u '1 J n LJ n U n LJ n LJ n u LOCATION YELM AVE & SOLBERG ST ------------------------------------------------------------------------------- NAME LO,TONY 'l LJ HOURLY VOLUMES n u n N= 2 Grade 0' LJ 5 --Vl------------^ 706 --V2------------> 31 --V3------------v "1 L.J ~==c================== 'l U Grade 0' 3 V12 2 Vll I < v N = 1 9 VI0 I> N ^----------V6-- 10 <----------V5-- 543 N= 2 v----------V4-- 22 major road Grade 0' > YELM AVE STOP xx YIELD Date of Counts 1995 EXIST V9 Time Period PM PEAK HR 20 Prevailing Speed:25 PHF 0 90 Population 20000 VOLUME ADJUSTMENTS Da___________aa____aaD_a___~_=__==__________~__===__a=_a_aD_=_C__:__=________=_ n I I U N= 1 <I V7 20 .. VB 1 n Volume (vph) 51 7061 111213141516171 ------------------------------------------------------------------------------- I 31 31 Movement no. u Vol(pcph),Tab 10 11 51xxxxlxxxxl ____D_____D____a_a_______=_________=____===_==_===_==_=e=======c==cc_========== 201 n VOLUMES IN PCPH u '1 U n 5 --Vl------------^ --V2------------> --V3------------v u I) u 'l u n u ~ U n LJ n u n LJ n L.J minor road SOLBERG ST Grade 0 , 311 221 5431 101 201 221xxxxlxxxxl 3 V12 2 Vll I 9 VI0 < v I> VB 1 V9 20 'I U LOCATION YELM AVE & SOLBERG ST NAME LO,TONY '1 J STEP 1 : RT From Minor Street I a_aD_aa_aaaa____=_=_==_=__===_========:_=__==================================== <-I V12 1-> V9 =====c========================================================================= Conflicting Flows, Vc 1/2 V3+V2=Vc9 1/2 V6+V5=Vc12 16+ 706= 722 vph 5+ 543= 54B vph critical Gap, Tc (Tab 10 2) 5 5 (secs ) 5 5 (secs ) Potential Capacity,Cp(Figl0 3) Cp9 472 pcph Cp12 = 5B9 pcph % of Cp utilized (V9/Cp9)xl00= 4 2% (V12/Cp12)xl00= .5% Impedance Factor, P (Fig.l0 5) P9= 97 P12= 1 Actual Capacity, Cm Cm9=Cp9= 472 pcph Cm12=Cp12= 5B9 pcph '1 I LJ n U STEP 2 LT From Major Street I ======a====c=================================================================== __A Vl v-- V4 aDa_a_________a__==__=__=_=__===_=============_=_============================== Conflicting Flows, Vc 'l J critical Gap, Tc (Tab.l0 2) Potential Capacity,Cp(Figl0.3) % of Cp utilized Impedance Factor, P (Fig 10 5) Actual Capacity, Cm Il J V3+V2=Vc4 31+ 706= 737 vph 5 (secs ) Cp4 = '543 pcph (V4/Cp4)xl00= 4.1% P4= 9B Cm4=Cp4= 543 pcph V6+V5=Vcl 10+ 543= 553 vph 5 (secs ) Cpl = 66B pcph (VI/Cpl)xl00= .7% Pl= 1 Cml=Cpl= 66B pcph STEP 3 TH From Minor Street I ___===_a_aa=aa====_==_========================================================= v Vll r'l J VB a_m==me=c=m__=a_====_=___=_====================================c=============== Conflicting Flows, Vc n LJ critical Gap, Tc (Tab 10 2) Potential Capacity,Cp(Figl0.3) % of Cp utilized Impedance Factor, P (Fig 10.5) Actual Capacity, Cm il J 5V3+V2+Vl+V6+V5+V4=VcB 16+ 706+ 5+ 10+ 543+ 22= 1302 vph 6 (secs ) CpB = 175 pcph (VB/CpB)xl00= .6% PB= 1 CmB=CpBxPlxP4 172= 175x lx 9Bpcph 5V6+V5+V4+V3+V2+Vl=Vcll 5+ 543+ 22+ 31+ 706+ 5= 1312 vph 6 (secs ) Cpll = 173 pcph (VII/Cpll)x100= 1 2% Pll= 99 Cmll=CpllxPlxP4 170= 173x lx 9Bpcph STEP 4 : LT From Minor Street I =============================================================================== \-> VI0 J Conflicting Flows, Vc Critical Gap, Tc (Tab 10 2) Potential Capacity,Cp(Figl0.3) Actual Capacity, Cm n u <-\ V7 VcB(step3)+Vll+V12=Vc7 1302+ 2+ 3= 1307vph 6.5 (secs ) Cp7 = 144 pcph Cm7=Cp7xPlxP4xPllxP12 = 144x lx 9Bx.99x 1 ~ 140 pcph Vcll(step3)+VB+V9=Vcl0 1312+ 1+ 20= 1333vph 6 5 (secs ) Cpl0 ~ 13B pcph Cml0=Cpl0xP4xPlxPBxP9 13Bx 9Bx lx lx 97 = 131 pcph =============================================================================== 'I LJ n LJ n U 11 ~ n u 'l U 'I tJ 1 LJ II i LJ LOCATION YELM AVE & SOLBERG ST NAME LO,TONY n i U MOVEMENT SHARED LANE CAPACITY APPROACH MOVEMENTS 7,B,9 CR CM(PCPH) CSH(PCPH) (CM-V) CR (CSH-V) LOS CM LOS CSH V(PCPH) 'l , LJ =~============================================================================ 7 B 9 20 1 20 140 172 472 215 215 215 120 171 452 174 174 174 D D A D D D n i U MOVEMENT V(PCPH) CM(PCPH) CSH(PCPH) 10,11,12 CR (CM-V) CR (CSH-V) LOS CM LOS CSH APPROACH MOVEMENTS 'l J __a___aa__a==~aa=aas========a=========================a=a=ac=c=ca=c=========== 10 9 131 164 122 150 D D 11 2 170 164 16B 150 D D 12 3 5B9 -164 5B6 150 A D MAJOR STREET LEFT TURNS 1,4 MOVEMENT V(PCPH) CM(PCPH) CR(CM-V) LOS J 1 4 5 22 66B 543 663 521 A A II LJ COMMENTS: 'l u II J 'l LJ II u II U II LJ n LJ 'l J I) tJ n LJ n u II U n u LOCATION YELM AVE & SOLBERG ST ------------------------------------------------------------------------------- NAME LO,TONY n HOURLY VOLUMES Grade 0' I U N ~ 1 3 V12 II 2 Vll U I 10 ==================c=== VI0 n Nm 2 < v I> Grade 0' U 6 --Vl------------ ~ 794 --V2------------> 35 --V3------------v YELM AVE V9 22 STOP xx YIELD Date of Counts 1998 W/OUT Time Period PM PEAK HR Prevailing Speed 25 PHF 0 90 Population 20000 n J VOLUME ADJUSTMENTS ===============================c=========~============~======================== ------------------------------------------------------------------------------- Movement no 1 I 2 I 3 I 4 I 5 I 6 I 7 I 8 I 9 I 10 I 11 I 12 I ------------------------------------------------------------------------------- Volume (vph) 61 7941 351 251 6111 111 22/ 11 221 101 21 31 ------------------------------------------------------------------------------- Vol(pcph),Tab 10.11 6 1 xxxx 1 xxx x 1 251xxxxlXXXXl 221 11 221 101 2\ 31 n I U .==_=~==~c===================================================================== n VOLUMES IN PCPH I U 3 V12 2 Vll I 10 VI0 < v I> II LJ ====================== n 6 --Vl------------~ --V2------------> --V3------------v <\ V7 22 LJ c====e==e============= fl LJ 'I I LJ n U fl I LJ il LJ n u n i LJ II u ~----------V6-- <----------VS-- v----------V4-- 25 > V8 1 V9 22 n LJ LOCATION:YELM AVE & SOLBERG ST NAME LO,TONY 'l J STEP 1 RT From Minor Street I m===ma==_====================================================================== <-I V12 /-> V9 =============================================================================== Conflicting Flows, Vc 1/2 V3+V2=Vc9 1/2 V6+V5=Vc12 18+ 794= 812 vph 6+ 611= 617 vph critical Gap, Tc (Tab.10 2) 5 5 (secs ) 5 5 (secs ) Potential capacity,Cp(FiglO 3) Cp9 419 pcph Cp12 = 539 pcph \ of Cp utilized (V9/Cp9)xlOO= 5 3\ (V12/Cp12 )xlOO= 6\ Impedance Factor, P (Fig.10 5) P9= 97 P12= 1 Actual Capacity, Cm Cm9=Cp9= 419 pcph Cm12=Cp12= 539 pcph J J STEP 2 : LT From Major Street I ee=========================================================e=================== --^ Vl v-- V4 =======================================================e==============:======== II J Conflicting Flows, Vc II LJ critical Gap, Tc (Tab.10 2) Potential Capacity,Cp(FiglO 3) \ of Cp utilized Impedance Factor, P (Fig 10 5) Actual Capacity, Cm V3+V2=Vc4 35+ 794= 829 vph 5 (secs ) Cp4 = '488 pcph (V4/Cp4)xlOO= 5 1\ P4= 97 Cm4=Cp4= 488 pcph V6+V5=Vcl 11+ 611= 622 vph 5 (secs ) Cpl = 616 pcph (Vl/Cpl)xlOO= 1\ Pl= 99 Cml=Cpl= 616 pcph n J STEP 3 : TH From Minor Street I e==e=====c===cc=========:====================================================== v V11 V8 _ccc=c=e==:=:=::=:====:=::==================================================:== Conflicting Flows, Vc II I LJ Critical Gap, Tc (Tab 10 2) Potential Capacity,Cp(FiglO 3) \ of Cp utilized Impedance 'Factor, P (Fig.10 5) Actual Capacity, Cm '1 L.J 5V3+V2+Vl+V6+V5+V4=Vc8 18+ 794+ 6+ 11+ 611+ 25= 1465 vph 6 (secs ) Cp8 = 142 pcph (V8/Cp8)xlOO= 7\ P8= 1 Cm8=Cp8xPlxP4 136= 142x 99x 97pcph 5V6+V5+V4+V3+V2+Vl=Vcll 6+ 611+ 25+ 35+ 794+ 6= 1477 vph 6 (secs ) Cp11 = 140 pcph (Vll/Cpll)xlOO= 1 4\ P11= 99 Cmll=CpllxPlxP4 134= 140x 99x 97pcph STEP 4 : LT From Minor street I ===============:==========:==================================================== \-> V10 <-\ V7 ______=__mm_=====_=====_===========================_==ace=ac=====c=c==========_ if I LJ Conflicting Flows, Vc n Critical Gap, Tc (Tab 10.2) Potential Capacity,Cp(FiglO.3) Actual Capacity, Cm u Vc8(step3)+Vll+V12=Vc7 1465+ 2+ 3= 1470vph 6 5 (secs ) Cp7 = 115 pcph Cm7=Cp7xPlxP4xPllxP12 115x.99x 97x 99x 1 = 109 pcph Vcll(step3)+V8+V9=VclO 1477+ 1+ 22= 1500vph 6 5 (secs ) Cp10 = 110 pc ph CmlO=CplOxP4xPlxP8xP9 = 110x 97x 99x lx 97 = 102 pcph _=__aaa=ace===cc==a_====================================c====================== n LJ n u n L.J if I L.J n u n u n LJ if u '1 tJ LOCATION YELM AVE & SOLBERG ST NAME LO,TONY II MOVEMENT SHARED LANE CAPACITY APPROACH MOVEMENTS 7,8,9 CR CM(PCPH) CSH(PCPH) (CM-V) CR (CSH-V) LOS LOS CM CSH u V(PCPH) 'l I LJ 7 8 9 22 1 22 109 136 419 172 172 172 87 135 397 127 127 127 E D B D D D II J MOVEMENT V(PCPH) APPROACH MOVEMENTS 10,11,12 CR CM(PCPH) CSH(PCPH) (CM-V) CR (CSH-V) LOS CM LOS CSH n I LJ 10 10 102 127 92 112 E D 11 2 134 127 132 112 D D 12 3 539 ' 127 536 112 A D MAJOR STREET LEFT TURNS 1,4 MOVEMENT V(PCPH) CM(PCPH) CR(CM-V) LOS 'l U 1 4 6 25 616 488 610 463 A A " J COMMENTS n u II LJ " u n LJ n LJ " LJ n u " LJ n u " LJ n LJ '1 U il LJ LOCATION YELM AVE & SOLBERG ST n I I LJ HOURLY VOLUMES Grade 0% 3 V12 n 2 Vll I LJ n N= 2 v < Grade 0% LJ 6 --Vl------------" 815 --V2------------> 39 --V3------------v "----------V6-- 12 <----------V5-- 622 N= 2 v----------V4-- 25 major road Grade 0% > YELM AVE STOP xx YIELD Date of Counts 1998 W/PROJ V9 Time Period PM PEAK HR 22 Prevailing Speed 25 PHF 0.90 Population 20000 11 J VOLUME ADJUSTMENTS =============================================================================== Movement no. 1 1 1 2 I 3 I 4 I 5 1 6 1 7 1 8 1 9 1 10 1 11 1 12 1 ------------------------------------------------------------------------------- Volume (vph) I 61 8151 391 251 6221 121 241 11 221 121 21 31 ------------------------------------------------------------------------------- Vol(pcph),Tab 10 11 61xxxxlxxxxl 251xxxxlxxxxl 241 11 221 121 21 31 n L.J ===e=========================================================================== n VOLUMES IN PCPH U 3 V12 2 Vll I 12 VI0 < v I> n u II 6 --Vl------------" --V2------------> --V3------------v V8 1 V9 22 n u LOCATION YELM AVE & SOLBERG ST NAME LO,TONY '1 L.J STEP 1 RT From Minor Street I ======================================================c==========c====c======== <-I V12 /-> V9 ======e=c======cce============================================================= Conflicting Flows, Vc n i L.J Critical Gap, Tc (Tab 10.2) Potential capacity,Cp(Fig10 3) \ of Cp utilized Impedance Factor, P (Fig 10 5) Actual Capacity, Cm n U 1/2 V3+V2=Vc9 20+ a15= a35 vph 5.5 (secs ) Cp9 407 pcph (V9/Cp9)x100= 5 4\ P9= 97 Cm9=Cp9= 407 pcph 1/2 V6+V5=Vc12 6+ 622= 62a vph 5 5 (secs ) Cp12 = 532 pcph (V12/Cp12)x100= .6\ P12= 1 Cm12=Cp12= 532 pcph STEP 2 LT From Major Street I =============================================================================== --^ V1 v-- V4 _0===__===============_================================e===ce=cc===cccce======= Conflicting Flows, Vc '1 I L.J critical Gap, Tc (Tab.10.2) Potential Capacity,Cp(Fig10 3) \ of Cp utilized Impedance Factor, P (Fig 10.5) Actual Capacity, Cm 'l L.J V3+V2=Vc4 39+ a15= a54 vph 5 (secs ) Cp4 = '473 pcph (V4/Cp4)x100= 5.3\ P4= 97 Cm4=Cp4= 473 pcph V6+V5=Vc1 12+ 622= 634 vph 5 (secs ) Cp1 = 60a pcph (V1/Cp1)x100= 1\ P1= 99 Cm1=Cp1= 60a pcph STEP 3 TH From Minor Street I cec==cecacC=Cc===e==========-================================================== v Vll va 11 _acacc=__ccaccccae_=_=_==================================a====c=====c========== J Conflicting Flows, Vc '1 LJ critical Gap, Tc (Tab 10 2) Potential Capacity,Cp(Fig10 3) \ of Cp utilized Impedance Factor, P (Fig 10 5) Actual Capacity, Cm n U 5V3+V2+V1+V6+V5+V4=Vca 20+ a15+ 6+ 12+ 622+ 25= 1500 vph 6 (secs ) cpa = 135 pcph (Va/Cpa)x100= .7\ pa= 1 Cma=CpaxP1xP4 130= 135x 99x.97pcph .5V6+V5+V4+V3+V2+V1=Vc11 6+ 622+ 25+ 39+ a15+ 6= 1513 vph 6 (secs ) Cpll = 132 pcph (V11/Cp11)x100= 1 5\ Pll= 99 Cmll=CpllxP1xP4 127= 132x 99x.97pcph STEP 4 LT From Minor Street I =============================================================================== \-> V10 <-\ V7 ====a===========_====================8========================================= t1t Conflicting Flows, Vc LJ critical Gap, Tc (Tab 10 2) Potential Capacity,Cp(Fig10 3) Actual Capacity, Cm 11 u Vca(step3)+V11+V12=Vc7 1500+ 2+ 3= 1505vph 6 5 (secs ) Cp7 = 109 pcph cm7=Cp7xP1xP4xP11xP12 ~ 109x 99x.97x 99x 1 = 104 pcph Vc11(step3)+Va+V9=Vc10 1513+ 1+ 22= 1536vph 6 5 (secs ) Cp10 = 105 pcph Cm10=Cp10xP4xP1xpaxP9 = 105x 97x 99x 1x.97 = 9a pcph LJ a==e=c=:======================================================================= n n LJ {l U il u n LJ 'l LJ n u ,'1 LJ II LJ LOCATION:YELM AVE & SOLBERG ST NAME LO,TONY 'l LJ MOVEMENT SHARED LANE CAPACITY APPROACH MOVEMENTS 7,8,9 CR CM(PCPH) CSH(PCPH) (CM-V) CR (CSH-V) LOS LOS CM CSH V(PCPH) " ============================================================================== L.J 7 8 9 24 1 22 104 130 407 161 161 161 80 129 385 114 114 114 E D B o o D II LJ MOVEMENT V(PCPH) APPROACH MOVEMENTS 10,11,12 CR CM(PCPH) CSH(PCPH) (CM-V) CR (CSH-V) LOS CM LOS CSH =====================================~======================================== 11 10 12 98 118 86 101 E D 11 2 127 118 125 101 D D 12 3 532 '118 529 101 A D MAJOR STREET LEFT TURNS 1, 4 MOVEMENT V(PCPH) CM(PCPH) CR(CM-V) LOS u 11 LJ ============================================================================== 1 4 6 25 608 473 602 448 A A 'l U COMMENTS II u 'l J 'l I LJ II u " U II u n u n LJ n u 'l u n u 'l U II L.J LOCATION SR-507 & MOSMAN ST n HOURLY VOLUMES Grade 0\ L.J N = 1 37 V12 n 7 J Vll I 20 a==_=aaaaa=a=====a_~aa V10 N= 1 < v I> n Grade 0\ U 25 --V1------------ ^ 291 --V2------------> 23 --V3------------v ^----------V6-- 24 <----------V5-- 279 N= 1 v----------V4-- 27 major road Grade 0\ > SR-507 V9 30 STOP xx YIELD Date of Counts 1995 EXIST Time Period PM PEAK HR Prevailing Speed 25 PHF 0 90 Population 20000 n VOLUME ADJUSTMENTS aaa=a=~=a_a==a====a_=======a=a========================ace===ac==aaea=========== L.J Movement no ------------------------------------------------------------------------------- \1121314151617\ al ------------------------------------------------------------------------------- 1 251 2911 231 271 2791 241 '1 U Volume (vph) Vol(pcph),Tab 10 11 25\xxxxlxxxxl 27lxxxxlxxxxl a===========ama========================================a===========ea========== II VOLUMES IN PCPH LJ 37 V12 7 Vll I 20 V10 < v I> n L.J n 25 --V1------------^ --V2------------> --V3------------v va 10 V9 30 II LJ LOCATION SR-507 & MOSMAN ST NAME LO,TONY 1"1 LJ STEP 1 RT From Minor Street I ~=a=a=a.====c~=a===================B===================================~======= <-I V12 1-> V9 ceca======c==c=============================================c=====c============= Conflicting Flows, Vc n Critical Gap, Tc (Tab.l0.2) Potential Capacity,Cp(Figl0.3) , of Cp utilized Impedance Factor, P (Fig.l0 5) Actual Capacity, Cm u Ii 1/2 V3+V2~Vc9 12+ 291~ 303 vph 5 5 (secs.) Cp9 782 pcph (V9/Cp9)x100= 3.8, P9= .98 Cm9~Cp9- 782 pc ph 1/2 V6+V5~Vc12 12+ 279= 291 vph 5 5 (secs ) Cp12 = 794 pcph (V12/CpI2)xI00= 4.7' P12= 97 Cm12.CpI2~ 794 pcph u STEP 2 LT From Major Street I ==========~============~===============================e=======c=c=====c======= __A VI v-- V4 aaee=_a=a____c__e_==_=____=====__===_=_=_========_=::====a==e=======e=eD==_===_ Conflicting Flows, Vc 'l LJ Critical Gap, Tc (Tab 10 2) Potential Capacity,Cp(FigI0.3) , of cp utilized Impedance Factor, P (Fig 10.5) Actual Capacity, Cm 'l u V3+V2=Vc4 23+ 291_ 314 vph 5 (secs.) Cp4 =' '873 pc ph (V4/Cp4)xl00= 3.1' P4. .98 Cm4=Cp4= 873 pcph V6+V5=Vcl 24+ 279= 303 vph 5 (secs ) Cp1 = 882 pcph (V1/Cp1)x100~ 2 8' Pl. 98 Cm1=Cp1= 882 pcph STEP 3 TH From Minor Street I =a._===a.=====_==================================a===================_========_ v Vll n V8 =.--.----=.===-==.-===--===--=_===========a====e=~===~=~==~a===a====~=a=======a LJ Conflicting Flows, Vc 1"1 critical Gap, Tc (Tab.10 2) Potential Capacity,Cp(Fig10 3) , of Cp utilized Impedance Factor, P (Fig.10 5) Actual Capacity, Cm u il LJ .5V3+V2+V1+V6+V5+V4=Vc8 12+ 291+ 25+ 24+ 279+ 27- 658 vph 6 (secs.) Cp8 - 442 pcph (V8ICp8)x100= 2.3' P8= 99 Cm8=Cp8xP1xP4 424= 442x 98x 98pcph 5V6+V5+V4+V3+V2+VI~Vc11 12+ 279+ 27+ 23+ 291+ 25~ 657 vph 6 (secs.) Cpll = 443 pcph (VII/Cp11)x100= 1 6% Pll= 99 Cmll=CpllxP1xP4 425= 443x.98x.98pcph STEP 4 LT From Minor Street I =~=c=============~======================cc==c=~c==c==cC=====c=====ce:========== \-> V10 <-\ V7 _~=a.=_====a==D=a===~a=====m========_========================================== n Conflicting Flows, Vc LJ critical Gap, Tc (Tab.10.2) Potential Capacity,CP(Fig10 3) Actual Capacity, Cm n u Vc8(step3)+V11+V12:Vc7 658+ 7+ 37= 702vph 6 5 (secs ) Cp7 = 364 pcph Cm7=Cp7xP1xP4xP11xP12 - 364x.98x 98x.99x 97 = 336 pcph Vcll (step3)+V8+V9=Vcl0 657+ 10+ 30= 697vph 6 5 (secs.) Cp10 = 367 pcph Cm10=Cp10xP4xP1xP8xP9 - 367x 98x.98x 99x 98 = 342 pcph -Q====-=======~==============D===============e=========ec=====e==c==c=======_== n u n LJ r, LJ il u n u n u n LJ 1"1 L.J n LJ LOCATION SR-507 & MOSMAN ST NAME LO,TONY '1 LJ SHARED APPROACH LANE CAPACITY MOVEMENTS 7,8,9 CR (CM-V) CR (CSH-V) LOS CM LOS CSH MOVEMENT V(PCPH) CM(PCPH) CSH(PCPH) II ccc::c==ccccc================================================================= u 7 8 9 30 10 30 336 424 782 463 463 463 306 414 752 393 393 393 B A A B B B n U MOVEMENT V(PCPH) APPROACH MOVEMENTS 10,11,12 CR CM(PCPH) CSH(PCPH) (CM-V) CR (CSH-V) LOS CM LOS CSH _________a______=______=____=_____=_____=____===_=__==============___========= 'I I LJ 10 20 342 527 322 463 B A 11 7 425 527 418 463 A A 12 37 794 . '527 757 463 A A MAJOR STREET LEFT TURNS 1,4 MOVEMENT V(PCPH) CM(PCPH) CR(CM-V) LOS ------==--=---====================================~================-========-- 11 LJ 1 4 25 27 882 873 857 846 A A '1 LJ COMMENTS: n u n LJ 'I LJ '1 U n u n u n u n u n i U '1 u n U n U n LJ n LJ ~~~::~~-~~=~~~_:-~~~~-~:----------------~~~~::~~:_------------t---------- HOURLY VOLUMES Grade 0\ N = 1 42 V12 I) 8 Vll LJ I 22 ---------------------- VI0 N= 1 < v I> [l Grade 0\ 28 --Vl------------ A U 327 --V2------------> 26 --V3------------v A__________V6__ 27 <----------V5-- 314 N= 1 v----------V4-- 30 major road Grade 0\ > SR-507 V9 34 STOP xx YIELD Date of Counts 1998 W/OUT Time Period PM PEAK HR Prevailing Speed 25 PHF:O 90 Population 20000 I) VOLUME ADJUSTMENTS ceaeDaacacc=aacaeD.==:::=:=========:==:=:====:==========:==:==:=======:======== Movement no 1 I 2 I 3 I 4 I 5 1 6 I 7 I 8 I 9 I 10 I 11 I 12 I ------------------------------------------------------------------------------- Volume (vph) 281 3271 261 30 I 3141 271 341 111 341 221 81 421 ------------------------------------------------------------------------------- Vol(pcph),Tab.l0.ll 281xxxXlxxxxl 30lxxxxlxxxxl 341 111 341 221 81 421 u n u _======_====_...c_============================================================= n VOLUMES IN PCPH 42 LJ V12 8 V11 n I 22 L.J c====:===c============ VI0 < v I> I) 28 __Vl____________A --V2------------> -~V3------------v V8 11 V9 34 II , , L.J LOCATION SR-507 & MOSMAN ST n L.J STEP 1 : RT From Minor Street I NAME LO,TONY 1-> V9 <-I V12 Conflicting Flows, Vc 1/2 V3+V2=Vc9 1/2 V6+V5=Vc12 13+ 327= 340 vph 14+ 314= 328 vph critical Gap, Tc (Tab.l0 2) 5.5 (secs ) 5 5 (secs.) Potential Capacity,Cp(Figl0 3) Cp9 751 pcph Cp12 = 761 pcph \ of Cp utilized (V9/Cp9)xl00= 4 5\ (VI2/CpI2)xl00= 5 5\ Impedance Factor, P (Fig.l0 5) P9= 97 P12= .97 Actual Capacity, Cm Cm9=Cp9= 751 pcph Cm12=CpI2= 761 pcph n ! LJ n I LJ STEP 2 LT From Major Street I ===c==c===ccc========c========================================================= --^ Vl v-- V4 ==__====__======c============_================================================= Conflicting Flows, Vc II I L.J critical Gap, Tc (Tab.l0 2) Potential Capacity,Cp(Figl0 3) \ of Cp utilized Impedance Factor, P (Fig 10 5) Actual Capacity, Cm n I LJ V3+V2=Vc4 26+ 327= 353 vph 5 (secs ) Cp4 =' t 840 pcph (V4/Cp4)xl00= 3 6\ P4= 98 Crn4=Cp4= 840 pcph V6+V5=Vcl 27+ 314= 341 vph 5 (secs ) Cpl = 850 pcph (Vl/Cpl)xl00= 3 3\ Pl= .98 Cml=Cpl= 850 pcph STEP 3 TH From Minor Street I ____ceca_cec_ce___c_________======______=====_=__==_=========a==ec_ce_==c====== v Vll II V8 __cec==ceDC_===_==_==___=__=_=__==_====__=====_===========c==================== LJ Conflicting Flows, Vc II critical Gap, Tc (Tab 10.2) Potential Capacity,Cp(Figl0.3) \ of Cp utilized Impedance Factor, P (Fig 10.5) Actual Capacity, Cm L.J n I Ll 5V3+V2+Vl+V6+V5+V4=Vc8 13+ 327+ 28+ 27+ 314+ 30= 739 vph 6 (secs ) Cp8 = 394 pcph (V8/Cp8)xl00= 2.8\ P8= 98 Cm8=Cp8xPlxP4 378= 394x 98x.98pcph .5V6+V5+V4+V3+V2+Vl=Vcll 14+ 314+ 30+ 26+ 327+ 28= 739 vph 6 (secs ) Cpll = 394 pcph (Vl1/Cpll)xl00= 2\ Pll= 99 Cml1=CpllxPlxP4 378= 394x 98x 98pcph STEP 4 LT From Minor street I -=======-======-=======-=====-=====--==================--====================== \-> VI0 <-\ V7 -============================================================================== II Conflicting Flows, Vc u critical Gap, Tc (Tab 10 2) Potential Capacity,Cp(Figl0 3) Actual capacity, Cm J Vc8(step3)+Vll+V12=Vc7 739+ 8+ 42= 789vph 6 5 (secs.) Cp7 a 316 pc ph Cm7=Cp7xPlxP4xPllxPl2 = 316x 98x.98x 99x.97 = 291 pcph Vcll (step3)+V8+V9=Vcl0 739+ 11+ 34= 784vph 6 5 (secs ) Cpl0 = 319 pcph Cml0=Cpl0xP4xPlxP8xP9 = 319x 98x 98x 98x.97 = 291 pcph II ======aa_====================================================================== L.J II u II u 'I LJ 'I , L.J II L.J II ~ 'I , ~ n LJ LOCATION SR-507 & MOSMAN ST NAME:LO,TONY 'l I U SHARED APPROACH LANE CAPACITY MOVEMENTS 7,9,9 CR (CM-V) CR (CSH-V) LOS CM LOS CSH MOVEMENT V(PCPH) CM(PCPH) CSH(PCPH) 'l I LJ 7 9 9 34 11 34 291 379 751 413 413 413 257 367 717 334 334 334 C B A B B B 'l LJ MOVEMENT V(PCPH) CM(PCPH) CSH(PCPH) 10,11,12 CR (CM-V) CR (CSH-V) LOS CM LOS CSH APPROACH MOVEMENTS cama====c=============================================cc=c=c===:=:============ n 10 22 291 474 269 402 C A 11 9 379 474 370 402 B A 12 42 761 . '474 719 402 A A MAJOR STREET LEFT TURNS 1,4 MOVEMENT V(PCPH) CM(PCPH) CR(CM-V) LOS _c===c=c==================================_===============ce==========_======= LJ il I ' , I U 1 4 29 30 850 840 822 810 A A n J COMMENTS n u n u n LJ 'l LJ n LJ 'l LJ n I U n u n I U If U 'l I LJ '1 J I LJ LOCATION:SR-507 & MOSMAN ST II HOURLY VOLUMES Grade 0% u 46 V12 " 8 Vll I u r u Na 1 v < Grade 0% " 30 --Vl------------" 365 --V2------------> 27 --V3------------v 22 VI0 I> "----------V6-- 27 <----------v5-- 380 N= 1 v----------V4-- 30 major road Grade 0% > SR-507 V8 11 STOP xx YIELD Date of CountB 1998 W/PROJ V9 Time Period PM PEAK HR 34 Prevailing Speed 25 PHF 0.90 Population 20000 Movement no. 1 1 2 I 3 I 4 1 5 I 6 1 7 1 8 1 9 I 10 I 11 1 12 I ------------------------------------------------------------------------------- Volume (vph) 301 3651 271 301 3801 271 361 111 34\ 221 81 461 ------------------------------------------------------------------------------- Vol(pcph),Tab.l0.ll 30lxxxxlxxxxl 30lxxxxlxxxxl 361 111 341 221 81 461 " i LJ '1 I LJ VOLUMES IN PCPH " 46 V12 8 Vll I 22 VI0 < v I> LJ " 30 --Vl------------" --V2------------> --V3------------v I V8 11 V9 34 I) I U LOCATION.SR-S07 & MOSMAN ST I) J STEP 1 : RT From Minor Street I Conflicting Flows, Vc 'l I LJ critical Gap, Tc (Tab 10 2) Potential Capacity,Cp(FiglO.3) \ of cp utilized Impedance Factor, P (Fig.lO.5) Actual Capacity, Cm I) I U STEP 2 LT From Major street I Conflicting Flows, Vc n i L.J critical Gap, Tc (Tab.lO 2) Potential Capacity,Cp(FiglO.3) \ of Cp utilized Impedance Factor, P (Fig.10 5) Actual Capacity, Cm 'l U STEP 3 TH From Minor Street I 1l a_a_aa__aaam~_a_m_aaaa=.a_.==....==a==========.======.======.====~============= v VIl ~ Conflicting Flows, Vc I) I U Critical Gap, Tc (Tab.10 2) Potential capacity,Cp(Fig10 3) \ of Cp utilized Impedance Factor, P (Fig.lO 5) Actual Capacity, Cm n NAME LO,TONY 1-> V9 1/2 V3+V2=Vc9 14+ 365= 379 vph 5 5 (sees.) Cp9 = 7lB pcph (V9/Cp9)x100= 4 7\ P9= .97 Cm9.Cp9- 71B pcph v-- V4 V3+V2.Vc4 27+ 365= 392 vph 5 (sees.) Cp4 =' 'B07 pcph (V4/Cp4)xlOO= 3.7\ P4= 9B Cm4=Cp4= B07 pcph VB .5V3+V2+Vl+V6+V5+V4=VcB 14+ 365+ 30+ 27+ 3BO+ 30= B46 vph 6 (sees ) CpB = 339 pc ph (VB/CpB)x100= 3.2\ PB= .9B CmB=CpBxP1xP4 326= 339x.9Bx.9Bpcph <-I V12 1/2 V6+V5.Vc12 14+ 3BO= 394 vph 5.5 (sees ) Cp12 = 705 pcph (V12/Cp12)x100= 6 5\ P12= 96 Cm12=Cp12= 705 pcph __A VI V6+V5=Vcl 27+ 3BO= 407 vph 5 (sees ) Cp1 = 794 pcph (VI/Cpl)xlOO= 3.B\ Pl= 9B Cm1=Cpl= 794 peph 5V6+V5+V4+V3+V2+Vl=Vc11 14+ 3BO+ 30+ 27+ 365+ 30= B46 vph 6 (sees.) CpIl = 339 pcph (VII/Cp11)xlOO= 2.4\ PIl. 99 Cm11=Cp11xP1xP4 326= 339x 9Bx.9Bpcph STEP 4 LT From Minor Street I LJ =====cecccccc=c=:::==:::::===:================================================= \-> V10 'l I U Conflicting Flows, Vc critical Gap, Tc (Tab.lO 2) Potential Capacity,Cp(Fig10 3) Actual Capacity, Cm 'l U I) L.J I) u I) u n u n I U n ! LJ I) J ') I LJ <-\ V7 VcB(step3)+Vll+V12=Vc7 B46+ B+ 46= 900vph 6 5 (sees ) Cp7 = 270 pcph Cm7=Cp7xPlxP4xPl1xP12 = 270x 9Bx.9Bx 99x.96 = 246 pcph VeIl (step3)+VB+V9=VclO B46+ 11+ 34= B91vph 6 5 (sees.) Cp10 = 274 pcph Cml0=Cpl0xP4xPlxPBxP9 = 274x 9Bx 9Bx.9Bx.97 = 250 pcph n u LOCATION SR-507 & MOSMAN ST NAME LO,TONY n SHARED APPROACH LANE CAPACITY MOVEMENTS 7, 8 , 9 CR (CM-V) CR (CSH-V) LOS CM LOS CSH , LJ MOVEMENT V(PCPH) CM(PCPH) CSH(PCPH) 'l I U 7 8 9 36 11 34 246 326 718 356 356 356 210 315 684 275 275 275 C B A C C C 'l u MOVEMENT V(PCPH) APPROACH MOVEMENTS 10,11,12 CR CM(PCPH) CSH(PCPH) (CM-V) CR (CSH-V) LOS CM LOS CSH n I U 10 22 250 427 228 351 C B 11 8 326 427 318 351 B B 12 46 705 . '427 659 351 A B MAJOR STREET LEFT TURNS 1,4 MOVEMENT V(PCPH) CM(PCPH) CR(CM-V) LOS ~a~==_a~a=__==__m_==a=_=======================c=======cec==cec=c=cc==e======== n LJ 1 4 30 30 794 807 764 777 A A n LJ COMMENTS 'l u 'l I U 'l u 'l U n u 'l U n LJ II U n LJ 'l I LJ n , LJ n I I LJ !J LJ Il i LJ LOCATION YELM AVE & 103RD AVE SE jNAME LO,TONY HOURLY VOLUMES VOLUMES IN PCPH N> Major street YELM AVE I) I U N= 1 Grade 650---V2---> 10---V3---v ================= ---V3---v <---V5--- v---V4--- 75 I) I LJ Date of Counts 1995 EXIST Time Period: PM PEAK HR Approach Speed 25 PHF: 0.90 Population 20000 I> V9 I X STOP YIELD V7 V9 I I 10 60 I) I LJ V7 I 10 60 Minor Street 103RD AVE N= 1 Grade 0\ .. :l VOLUME ADJUSTMENTS u Movement no. I ------------------------------------------------------------------------------- 650 I 2 3 4 5 7 9 I) I U Volume (vph) I 60 I ------------------------------------------------------------------------------- 60 I 10 75 720 10 Vol(pcph) ,see Table 10.1lxxxxxxxxlxxxxxxxxl 75 Ixxxxxxxxl 10 STEP 1 RT From Minor Street /-> V9 'l LJ Conflicting Flows, Vc critical Gap, Tc Potential Capacity, Cp Actual Capacity, Cm 1/2 V3+V2= 5 + 650 = 655 vph(Vc9) Tc= 5 5 secs (Tab 10 2) Cp9= 514 pcph (Fig 10 3) Cm9=Cp9= 514 pcph 'I LJ STEP 2 : LT From Major Street v-- V4 'I L.J Conflicting Flows, Vc critical Gap, Tc Potential Capacity, Cp \ of Cp utilized and Impedance Factor Actual Capacity, Cm (Fig 10 5) V3+V2= 10 + 650 = 660 vph(Vc4) Tc= 5 secs (Tab 10 2) Cp4= 591 pcph (Fig 10 3) (V4/Cp4)xl00= 12.7\ P4= 92 Cm4=Cp4= 591 peph 1 u STEP 3 : LT From Minor Street <-\ V7 Conflicting Flows, Vc '1 LJ critical Gap, Tc Potential Capacity, Cp Actual Capacity, Cm 1/2 V3+V2+V5+V4= 5 + 650 + 720 + 75 = 1450 vph(Vc7) Te= 6 5 secs (Tab 10 2) Cp7= 118 peph (Fig 10 3) Cm7=Cp7xP4= 118 x 92 = 109 pcph I) LJ SHARED LANE CAPACITY SH = (V7+V9)/((V7/Cm7)+(V9/Cm9)) if lane is shared MOVEMENT V(PCPH) CM(PCPH) CSH(PCPH) CR (CM-V) CR (CSH-V) LOS CM LOS CSH ~ 7 10 109 336 99 266 E C LJ 9 60 514 336 454 266 A C 4 75 591 516 A n LJ Il LJ n tJ !J LJ I) I U fl LJ LOCATION YELM AVE & 103RD AVE SE INAME:LO,TONY 'l I LJ HOURLY VOLUMES VOLUMES IN PCPH N> Major street YELM AVE fl ! LJ N= 1 Grade 0\ 731---V2---> II---V3---v ================= ---V3---v <---V5--- v---V4--- 84 '1 J Date of Counts 1998 W/OUT Time Period PM PEAK HR Approach Speed 25 PHF 0 90 Population 20000 I> V9 I X STOP YIELD V7 V9 I I 11 67 1 u V7 I 11 67 Minor street: 103RD AVE N= 1 Grade 0\ ., I) I LJ VOLUME ADJUSTMENTS II Movement no 2 3 4 5 7 9 I ------------------------------------------------------------------------------- Volume (vph) 731 11 84 810 11 67 I ------------------------------------------------------------------------------- Vol(pcph),see Table 10.llxxxxxxxxlxxxxxxxxl 84 Ixxxxxxxxl 11 67 I LJ STEP 1 RT From Minor street /-> V9 '1 i LJ Conflicting Flows, Vc Critical Gap, Tc Potential Capacity, Cp Actual Capacity, Cm 1/2 V3+V2= 6 + 731 = 737 vph(Vc9) Tc= 5 5 secs (Tab 10 2) Cp9= 463 pcph (Fig 10 3) Cm9=Cp9= 463 pcph II i LJ STEP 2 LT From Major Street v-- V4 Il LJ Conflicting Flows, Vc critical Gap, Tc Potential Capacity, Cp \ of Cp utilized and Impedance Factor Actual Capacity, Cm (Fig 10.5) V3+V2= 11 + 731 = 742 vph(Vc4) Tc= 5 secs (Tab.l0 2) Cp4= 540 pcph (Fig 10 3) (V4/Cp4)xl00= 15 6\ P4= 9 Cm4=Cp4= 540 pcph fl i LJ STEP 3 LT From Minor Street <-\ V7 Conflicting Flows, Vc 1/2 V3+V2+V5+V4= 6 + 731 + 810 + 84 = 1631 vph(Vc7) Tc= 6 5 secs (Tab 10.2) Cp7= 92 pcph (Fig 10.3) Cm7=Cp7xP4= 92 x .9 = 83 pcph '1 I LJ Critical Gap, Tc Potential capacity, Cp Actual Capacity, Cm ama===============c============================================================ fl SHARED LANE CAPACITY SH = (V7+V9)/((V7/Cm7)+(V9/Cm9)) if lane is shared u MOVEMENT V(PCPH) CM(PCPH) CSH(PCPH) CR (CM-V) CR (CSH-V) LOS CM LOS CSH ===============e============================================================== II 7 11 83 281 72 203 E C 9 67 463 281 396 203 B C LJ 4 84 540 456 A II L.J fl U II I L.J fl LJ '1 U II LJ LOCATION YELM AVE & 103RD AVE SE INAME LO,TONY I! U HOURLY VOLUMES VOLUMES IN PCPH N> Major street:YELM AVE II J N= 1 Grade 0\ 762---V2---> 11---V3---v ================= ---V3---v <---V5--- v---V4--- 84 n , I LJ Date of Counts 1998 W/pROJ Time Period PM PEAK HR Approach Speed 25 PHF 0.90 Population 20000 I> V9 I X STOP YIELD V7 V9 I I 11 67 'I I LJ V7 I 11 67 Minor Street 103RD AVE N= 1 Grade 0\ .. I! VOLUME ADJUSTMENTS , U Movement no. 2 3 4 5 7 9 I ------------------------------------------------------------------------------- Volume (vph) 762 11 84 827 11 67 I ------------------------------------------------------------------------------- Vol(pcph),see Table 10.1lxxXXXXXXlxxxxxxxXI 84 Ixxxxxxxxl 11 67 I 'l LJ STEP 1 : RT From Minor Street 1-> V9 'l J Conflicting Flows, Vc Critical Gap, Tc Potential Capacity, Cp Actual Capacity, Cm 1/2 V3+V2= 6 + 762 = 768 vph(Vc9) Tc= 5 5 secs (Tab.10.2) Cp9= 444 pcph (Fig 10.3) Cm9=Cp9= 444 pcph I LJ STEP 2 LT From Major Street v-- V4 'l I U Conflicting Flows, Vc critical Gap, Tc Potential Capacity, Cp \ of Cp utilized and Impedance Factor Actual Capacity, Cm (Fig 10 5) V3+V2= 11 + 762 = 773 vph(Vc4) Tc= 5 secs (Tab.10.2) Cp4= 521 pcph (Fig 10 3) (V4/Cp4)x100= 16.1\ P4= 89 Cm4=Cp4= 521 pcph I! I U ==c=c========================================================================== STEP 3 LT From Minor Street <-\ V7 Conflicting Flows, Vc '1 L.J critical Gap, Tc Potential Capacity, Cp Actual Capacity, Cm 1/2 V3+V2+V5+V4= 6 + 762 + 827 + 84 = 1679 vph(Vc7) Tc= 6 5 secs (Tab 10 2) Cp7= 87 pcph (Fig.10 3) Cm7=Cp7xP4= 87 x 89 = 77 pcph a=a=c=====================~==============================c===================== n SHARED LANE CAPACITY SH = (V7+v9)/((V7/cm7)+(V9/cm9)) if lane is shared LJ MOVEMENT V(PCPH) CM(PCPH) CSH(PCPH) CR (CM-V) CR (CSH-V) LOS CM LOS CSH ============================================================================== II 7 11 77 266 66 188 E D U 9 67 444 266 377 188 B D 4 84 521 437 A 'l LJ n U 'l LJ '1 LJ n , I L.J n LJ LOCATION:SR-507 & BALD HILL RD '1 HOURLY VOLUMES Grade 0% N = 1 LJ B V12 'I 7 V11 U I 11 ccccc================= V10 N= 2 < v I> n Grade 0% 4 --V1------------ ^ U 471 --V2------------> 245 --V3------------v SR-507 V9 26 STOP xx YIELD Date of Counts 1995 EXIST Time Period PM PEAK HR Prevailing Speed 40 PHF 0 90 Population 20000 mcc===a====_=a================================================================= n VOLUME ADJUSTMENTS Movement no 1 1 2 I 31 4 1 5 I 6 I 7 1 B I 9 I 10 I 11 I 12 I ------------------------------------------------------------------------------- Volume (vph) 41 4711 2451 601 5B91 111 1501 131 261 111 71 BI ------------------------------------------------------------------------------- Vol(pcph),Tab 1011 41xxxxlxxxxl 611xxxxlxxxxl1511 131 261 111 71 BI LJ 'I U 'I LJ VOLUMES IN PCPH a=a=e=e==ec==ccc=====_========================================================= 'I B V12 7 V11 I 11 V10 < v I> LJ n 4 --V1------------^ --V2------------> --V3------------v VB 13 V9 26 II LJ LOCATION SR-507 & BALD HILL RD 'l STEP 1 : RT From Minor Street I u Conflicting Flows, Vc 'l critical Gap, Tc (Tab 10.2) Potential Capacity,Cp(Figl0.3) , of Cp utilized Impedance Factor, P (Fig 10.5) Actual Capacity, Cm LJ 'l u STEP 2 LT From Major Street I Conflicting Flows, Vc 'l u critical Gap, Tc (Tab.l0.2) Potential Capacity,Cp(Figl0 3) , of Cp utilized Impedance Factor, P (Fig.l0 5) Actual Capacity, Cm II u STEP 3 TH From Minor Street I 'l LJ Conflicting Flows, Vc 'l critical Gap, Tc (Tab 10 2) Potential Capacity,Cp(Figl0.3) , of Cp utilized Impedance Factor, P (Fig 10 5) Actual Capacity, Cm LJ 'l LJ STEP 4 : LT From Minor Street I 'l Conflicting Flows, Vc LJ 'l Critical Gap, Tc (Tab.l0 2) Potential Capacity,Cp(Figl0 3) Actual Capacity, Cm LJ NAME LO,TONY 1-> V9 1/2 V3+V2=Vc9 123+ 471= 594 vph 5 5 (secs ) Cp9 = 555 pcph (V9/cp9)xl00= 4.7' P9= .97 Cm9=Cp9= 555 pcph v-- V4 V3+V2=Vc4 245+ 471= 716 vph 5 (secs.) Cp4 =' '555 pcph (V4/Cp4)xl00= 11' P4= 93 Cm4=Cp4= 555 pcph V8 5V3+V2+Vl+V6+V5+V4=Vc8 123+ 471+ 4+ 11+ 589+ 60= 1258 vph 6 (secs.) Cp8 = 188 pcph (V8/Cp8)xl00= 6.9' P8= 96 Cm8=Cp8xPlxP4 175= 188x lx.93pcph <-\ V7 Vc8(step3)+Vl1+V12=Vc7 1258+ 7+ 8- 1273vph 6 5 (secs.) Cp7 = 152 pcph Cm7=Cp7xPlxP4xPllxP12 - 152x lx.93x 97x.99 = 136 pcph <-I V12 1/2 V6+V5=Vc12 6+ 589= 595 vph 5.5 (secs ) Cp12 = 554 pcph (V12/Cp12)xl00= 1.4' P12= 99 Cm12=Cp12= 554 pcph __A Vl V6+V5=Vcl 11+ 589= 600 vph 5 (secs ) Cpl = 630 pcph (VI/Cpl)xl00= 6' Pl= 1 Cml=Cpl= 630 pcph v Vll 5V6+V5+V4+V3+V2+Vl=Vcl1 6+ 589+ 60+ 245+ 471+ 4= 1375 vph 6 (secs ) Cpll = 160 pcph (VII/Cpll)x100= 4.4' Pll= 97 Cmll=CpllxPlxP4 149= 160x lx.93pcph \-> VI0 Vcl1 (step3)+V8+V9=Vcl0 1375+ 13+ 26= 1414vph 6 5 (secs ) Cpl0 = 123 pcph Cml0=Cpl0xP4xPlxP8xP9 = 123x.93x lx 96x 97 = 107 pcph ac============================================================================= II L.J 'l L.J II LJ r-, L.J r-, LJ 'l LJ 'l LJ 'l LJ "" LJ LOCATION SR-507 & BALD HILL RD NAME LO,TONY "" L.J SHARED APPROACH LANE CAPACITY MOVEMENTS 7,8,9 CR (CM-V) CR (CSH-V) LOS CM LOS CSH MOVEMENT V(PCPH) CM(PCPH) CSH(PCPH) II aCEC========================================================================== LJ 7 8 9 151 13 26 136 175 555 154 154 154 -15 162 529 -36 -36 -36 F D A F F F "" L.J MOVEMENT V(PCPH) APPROACH MOVEMENTS 10,11,12 CR CM(PCPH) CSH(PCPH) (CM-V) CR (CSH-V) LOS CM LOS CSH " LJ 10 11 107 158 96 132 E D 11 7 149 158 142 132 D D 12 8 554 . '158 546 132 A D MAJOR STREET LEFT TURNS 1,4 MOVEMENT V(PCPH) CM(PCPH) CR(CM-V) LOS n l.J ============================================================================== 1 4 4 61 630 555 626 494 A A "" L.J COMMENTS: " L.J n L.J " L.J "" u " L.J " L.J n L.J "" u " L.J "" L.J "" L.J "" L.J ~ LJ LOCATION:SR-507 & BALD HILL RD ~ HOURLY VOLUMES Grade 0\ LJ 9 V12 ~ 8 V11 I 12 VI0 v I> 298 --V3------------v n u Nm 1 n minor road BALD HILL Grade 0 \ LJ N = 1 NAME LO,TONY N ^----------V6-- 13 <----------V5-- 663 N= 2 v----------V4-- 73 major road Grade 0\ > SR-507 V9 29 STOP xx YIELD Date of Counts 1998 W/OUT Time Period PM PEAK HR Prevailing speed 40 PHF 0 90 Population 20000 VOLUME ADJUSTMENTS aemma_=eaa_aca=e========:=========:========:============c====================== 'l LJ n Volume (vph) 51 5301 2981 731 6631 I 1 I 2 I 3 I 4 I 5 I 6 1 7 1 8 I 9 I 10 I 11 I 12 I ------------------------------------------------------------------------------- I 81 81 Movement no. u Vol(pcph),Tab.l0 11 51xxxxlxxxxl ccca=e========================================================================= 131 1691 151 291 121 741xxxxlxxxxl 1701 n VOLUMES IN PCPH i L.J 9 V12 8 V11 I 12 VI0 < v I> n LJ n 5 --Vl------------^ --V2------------> --V3------------v V7 c==c==e=============== 170 LJ ~ LJ ~ LJ ~ LJ ~ LJ n LJ n L.J n LJ ~ LJ 151 291 121 ^----------V6-- <----------V5-- v----------V4-- 74 V8 15 V9 29 II L.J LOCATION SR-507 & BALD HILL RD II STEP 1 RT From Minor Street I u Conflicting Flows, Vc II Critical Gap, Tc (Tab 10.2) Potential Capacity,Cp(Fig10 3) , of Cp utilized Impedance Factor, P (Fig.10 5) Actual Capacity, Cm LJ II LJ STEP 2 LT From Major Street I Conflicting Flows, Vc "1 L.J critical Gap, Tc (Tab 10.2) Potential Capacity,Cp(Fig10 3) \ of Cp utilized Impedance Factor, P (Fig 10 5) Actual Capacity, Cm 11 LJ STEP 3 : TH From Minor Street I NAME LO,TONY 1-> V9 1/2 V3+V2=Vc9 149+ 530= 679 vph 5.5 (sees) Cp9 = 499 pcph (V9/Cp9)x100= 5.8\ P9= 97 Cm9=Cp9= 499 pcph v-- V4 V3+V2=Vc4 298+ 530= 828 vph 5 (sees.) Cp4 = ''488 pc ph (V4/Cp4)x100= 15 2\ P4= 9 Cm4=Cp4= 488 pcph V8 <-I V12 1/2 V6+V5=Vc12 7+ 663= 670 vph 5 5 (sees ) Cp12 = 505 pcph (V12/Cp12)x100= 1 8\ P12= 99 Cm12=Cp12= 505 pcph __A V1 V6+V5=Vc1 13+ 663= 676 vph 5 (sees ) Cp1 = 581 pcph (V1/Cp1)x100= .9\ P1= 99 Cm1=Cp1= 591 pcph 'I aaa=CDDmaa===e=========================================-=====-==============-== v Vll Conflicting Flows, Vc L.J II Critical Gap, Tc (Tab 10 2) Potential Capacity,Cp(Fig10.3) \ of Cp utilized Impedance Factor, P (Fig 10.5) Actual Capacity, Cm L1 n LJ STEP 4 LT From Minor Street I n Conflicting Flows, Vc L.J critical Gap, Tc (Tab 10.2) Potential Capacity,Cp(Fig10 3) Actual Capacity, Cm n I L.J ,"1 L.J II L.J II t LJ II u II u n u II LJ II L.J 5V3+V2+V1+V6+V5+V4=Vc9 149+ 530+ 5+ 13+ 663+ 73= 1433 vph 6 (sees ) Cp8 = 149 pcph (V9/Cp8)x100= 10 1\ P8= 94 Cm8=Cp9xP1xP4 132= 148x.99x .9pcph <-\ V7 Vc8(step3)+V11+V12=Vc7 1433+ 8+ 9= 1450vph 6 5 (sees ) Cp7 = 118 pcph Cm7=Cp7xP1xP4xP11xP12 = 118x 99x .9x 96x.99 = 100 pcph 5V6+V5+V4+V3+V2+V1=Vc11 7+ 663+ 73+ 299+ 530+ 5= 1576 vph 6 (sees ) Cpll = 120 pcph (V11/Cp11)x100= 6 7\ Pll= 96 Cm11=Cp11xP1xP4 107= 120x 99x .9pcph \-> V10 VeIl (step3)+V8+V9=Vc10 1576+ 15+ 29= 1620vph 6 5 (sees ) Cp10 = 93 pcph Cm10=Cp10xP4xP1xP8xP9 93x 9x 99x 94x 97 = 76 pc ph II LJ LOCATION SR-507 & BALD HILL RD NAME LO,TONY n SHARED APPROACH LANE CAPACITY MOVEMENTS 7,8,9 CR (CM-V) CR (CSH-V) LOS CM LOS CSH LJ MOVEMENT V(PCPH) CM(PCPH) CSH(PCPH) I' ============================================================================== LJ 7 8 9 170 15 29 100 132 499 114 114 114 -70 117 470 -100 -100 -100 F D A F F F I' u MOVEMENT V(PCPH) APPROACH MOVEMENTS 10,11,12 CR CM(PCPH) CSH(PCPH) (CM-V) CR (CSH-V) LOS CM LOS CSH II acaac=========aa========================================aa==================== 10 12 76 116 64 87 E E 11 8 107 116 99 87 E E 12 9 505 '116 496 87 A E MAJOR STREET LEFT TURNS 1,4 MOVEMENT V(PCPH) CM(PCPH) CR(CM-V) LOS LJ n LJ ============================================================================== 1 4 5 74 581 488 576 414 A A n LJ COMMENTS: II u n LJ n L.J n LJ II LJ n u II , LJ n I LJ II LJ n LJ n LJ n LJ II LJ LOCATION:SR-507 & BALD HILL RO II HOURLY VOLUMES Grade 0\ U N = 1 9 V12 II 8 Vll U I 12 _a=a_D~_______=__a____ VI0 N= 2 < v I> II Grade 0\ 5 --Vl------------ ^ U 541 --V2------------> 301 --V3------------v <I II ---------------------- V7 ---------------------- 174 LJ " V8 N= 1 15 II minor road BALD HILL Grade 0 \ u NAME LO,TONY N ^----------V6-- 13 <----------V5-- 683 N= 2 v----------V4-- 73 major road Grade 0\ > SR-507 V9 29 STOP xx YIELD Date of Counts 1998 W/PROJ Time Period PM PEAK HR prevailing Speed 40 PHF 0.90 Population 20000 ==~=============m=======a==============================ec==c===c==c======:_==== n VOLUME ADJUSTMENTS u Movement no. II Volume (vph) 51 5411 3011 731 6831 741xxxxlxxxxl 175\ 151 151 u Vol(pcph),Tab.l0 11 51xxxxlxxxxl n VOLUMES IN PCPH LJ 9 V12 8 Vll I 12 VI0 < v I> II u II 5 --Vl------------^ --V2------------> --V3------------v V8 15 V9 29 Il LJ LOCATION:SR-507 & BALD HILL RD =a==m=aa==ae=am===~=============a====a==========a============================== <-I V12 Il STEP 1 : RT From Minor Street I ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- LJ Conflicting Flows, Vc n critical Gap, Tc (Tab 10.2) Potential Capacity,Cp(Fig10.3) \ of Cp utilized Impedance Factor, P (Fig 10 5) Actual Capacity, Cm u n NAME LO,TONY /-> V9 1/2 V3+V2=Vc9 151+ 541= 692 vph 5 5 (sees.) Cp9 = 490 pcph (V9/Cp9)x100= 5 9\ P9= .96 Cm9=Cp9= 490 pcph 1/2 V6+V5=Vc12 7+ 683= 690 vph 5.5 (sees.) Cp12 = 492 pcph (V12/Cp12)x100= 1 B% P12= 99 Cm12=Cp12= 492 pcph u STEP 2 : LT From Major Street I a====ca=a=aa=================================================================== --^ V1 v-- V4 cac=a===cca===c==aa=====_===_======================_=========================== Conflicting Flows, Vc "1 LJ critical Gap, Tc (Tab 10 2) Potential Capacity,Cp(Fig10 3) \ of Cp utilized Impedance Factor, P (Fig.10 5) Actual capacity, Cm Il LJ V3+V2=Vc4 301+ 541= 842 vph 5 (sees ) Cp4 = '480 pcph (V4/Cp4)xl00= 15.4\ P4= 9 Cm4=Cp4= 480 pcph V6+V5=Vc1 13+ 683= 696 vph 5 (sees ) Cpl = 568 pcph (Vl/Cpl)xl00= 9\ Pl= 99 Cml=Cpl= 568 pcph STEP 3 TH From Minor Street I ============================================================c================== v Vll V8 1\ a=Daa______aa____=~=_=___=a___m=_======e========_==c_~===a=cec===c=c__c____=_=_ Conflicting Flows, Vc u Il critical Gap, Tc (Tab.l0 2) Potential Capacity,Cp(Fig10 3) \ of Cp utilized Impedance Factor, P (Fig 10 5) Actual Capacity, Cm u "1 u .5V3+V2+V1+V6+V5+V4=Vc8 151+ 541+ 5+ 13+ 683+ 73= 1466 vph 6 (sees ) Cp8 = 142 pcph (V8/Cp8)x100= 10.6\ P8= 94 Cm8=Cp8xPlxP4 127= 142x.99x .9pcph 5V6+V5+V4+V3+V2+V1=Vc11 7+ 683+ 73+ 301+ 541+ 5= 1610 vph 6 (sees.) Cp11 = 114 pcph (Vll/Cp11)xl00= 7\ Pll= 96 Cm11=Cp11xP1xP4 102= 114x.99x 9pcph STEP 4 : LT From Minor Street I cec======cc==================================================================== \-> V10 <-\ V7 ==__===_==~===_======_=============================c==========c====cc=======c== Il Conflicting Flows, Vc u critical Gap, Tc (Tab 10.2) Potential capacity,Cp(Figl0 3) Actual Capacity, Cm Il u Vc8(step3)+V11+V12=Vc7 1466+ 8+ 9= 1483vph 6 5 (sees ) Cp7 a 113 pcph Cm7=Cp7xPlxP4xPllxP12 = 113x 99x 9x 96x 99 96 pcph yell (step3)+V8+V9=Vc10 1610+ 15+ 29= 1654vph 6 5 (sees ) Cpl0 = 90 pcph Cml0=Cpl0xP4xPlxPBxP9 = 90x 9x.99x 94x 96 = 72 pc ph =_ce=a=a===cc==a====_========================================c==========_====== ,.., u Il u Il u Il u ,.., u ,.., u "1 u "1 LJ Il LJ LOCATION SR-507 & BALD HILL RD NAME LO,TONY Il MOVEMENT SHARED LANE CAPACITY APPROACH MOVEMENTS 7,8,9 CR CM(PCPH) CSH(PCPH) (CM-V) CR (CSH-V) LOS CM LOS CSH LJ V(PCPH) Il ============================================================================== LJ 7 8 9 175 15 29 96 127 490 109 109 109 -79 112 461 -110 -110 -110 F D A F F F n MOVEMENT V(PCPH) CM(PCPH) CSH(PCPH) 10,11,12 CR (CM-V) CR (CSH-V) LOS CM LOS CSH APPROACH MOVEMENTS LJ Il _______a_~_aa______a_=______a_______________________=_------------------------ 10 12 72 110 60 81 E E 11 8 102 110 94 81 E E 12 9 492 '110 483 81 A E MAJOR STREET LEFT TURNS 1,4 MOVEMENT V(PCPH) CM(PCPH) CR(CM-V) LOS LJ n LJ =__~_=m=======_=_=_=_=_=___================_================-=========--==-==- 1 4 5 74 568 480 563 406 A A Il LJ COMMENTS Il LJ Il LJ Il u Il LJ Il u Il LJ Il LJ Il LJ Il u ,n LJ n L.J n L.J ,.., LJ LOCATION SR-507 & S. ENTRANCE INAME:LO,TONY ,.., ------------------------------------------------------------------------------- LJ HOURLY VOLUMES VOLUMES IN PCPH <N Major street SR-507 ,.., a==aa=Daa~a==~=a=====a====aaa========== ===================================== LJ N= 1 Grade 0\ 385---V2---> 20---V3---v a=aamaamaa=a=a__m ---V3---v <---vs--- v---V4--- 1 V9 I X STOP YIELD V7 V9 I I 11 0 LJ Date of Counts 1998 W/PROJ Time Period PM PEAK HR Approach Speed: 55 PHF 0.90 Population 20000 I> ,.., LJ V7 I 11 0 Minor Street: ENTRANCE N= 1 Grade 0\ ,.., S ,I ================-============================================================== n VOLUME ADJUSTMENTS ------------------------------------------------------------------------------- u Movement no. I 11 I ------------------------------------------------------------------------------- 11 I 2 3 4 5 7 9 'I Volume (vph) 385 20 1 o u Vol(pcph),see Table 10 1 I xxxxxxxxl xxxxxxxxl 1 Ixxxxxxxxl o =============================================================================== STEP 1 RT From Minor Street /-> V9 n =__==__==DD_D~=____=_=aaaaa___=__======__=D=====~========c=_=_=_==c==_=_e===_=_ LJ Conflicting Flows, Vc critical Gap, Tc Potential Capacity, Cp Actual Capacity, Cm 1/2 V3+V2= 10 + 385 = 395 vph{Vc9) Tc= 6 5 secs (Tab 10 2) Cp9= 564 pcph (Fig 10.3) Cm9=Cp9= 564 pcph " ========_==_==============c==========~=====================c======_=_========== LJ STEP 2 LT From Major Street v-- V4 ===a=======C===================================C=============================== LJ Conflicting Flows, Vc critical Gap, Tc Potential Capacity, Cp \ of Cp utilized and Impedance Factor Actual Capacity, Cm (Fig 10.5) V3+V2= 20 + 385 = 405 vph(Vc4) Tc= 5 5 secs (Tab 10 2) Cp4a 696 pcph (Fig.l0 3) (V4/Cp4)xl00a .1\ p4a 1 Crn4=Cp4= 696 pcph ,.., n cecacc=cc==__=_==e==============:===============:_=-================c========== L.J STEP 3 I LT From Minor street <-\ V7 ======-======================================================================== Conflicting Flows, Vc 1/2 V3+V2+V5+V4= 10 + 385 + 382 + 1 = 778 vph(Vc7) Tc= 8 secs (Tab 10 2) Cp7= 215 pcph (Fig.l0 3) Cm7=Cp7xP4a 215 x 1 a 215 pcph 'I LJ Critical Gap, Tc Potential Capacity, Cp Actual Capacity, Cm ==a=~==a=_=============================================_=====================c= ,.., SHARED LANE CAPACITY SH = (V7+V9)/{{V7/Cm7)+(V9/cm9)) if lane is shared MOVEMENT V(PCPH) CM{PCPH) CSH{PCPH) CR (CM-V) CR (CSH-V) LOS CM LOS CSH LJ c======c=ccac=e==_===========_==_======__======_============================== ,.., 7 11 215 215 204 204 C C 9 0 564 215 564 204 A C LJ 4 1 696 695 A " LJ n LJ 'I LJ n LJ n U 'I u '1 LOCATION SR-507 & N. ENTRANCE INANE LO,TONY ------------------------------------------------------------------------------- LJ HOURLY VOLUMES VOLUMES IN PCPH <N Major street SR-507 'I ===============~======================= ===================================== L.J N= 1 Grade 0\ 403---V2---> 59---V3---v ================= ---V3---v <---V5--- v---V4--- 3 LJ V9 I X STOP YIELD V7 V9 I I 32 2 II Date of Counts: 1998 W/PROJ Time Period I> n PM PEAK HR Approach Speed: 55 PHF: 0 90 population 20000 V7 I 32 2 Minor Street ENTRANCE N= 1 Grade 0\ S LJ ,I .____a__aaa________aa____________aaa______aaa__~_____==----=-===-=-=------~---- II VOLUME ADJUSTMENTS u ------------------------------------------------------------------------------- Movement no I ------------------------------------------------------------------------------- I I 32 I ------------------------------------------------------------------------------- 32 I 2 3 4 5 7 9 II Volume (vph) 403 59 3 390 2 L..J Vol(pcph),see Table 10 11xxxxxxxxlxxxxxxxxl 3 Ixxxxxxxxl 2 ceca_cece=c_===ee__=_========:==============:===================c=c============ STEP 1 I RT From Minor Street /-> V9 ,., ___=_=____ca=aaa__======_aaa_==a=========================a==e=e==_==ce_=====__= LJ Conflicting Flows, Vc Critical Gap, Tc Potential Capacity, Cp Actual Capacity, Cm 1/2 V3+V2= 30 + 403 = 433 vph(Vc9) Tc= 6.5 secs (Tab 10 2) Cp9= 537 pcph (Fig 10 3) Cm9=Cp9= 537 pcph II ____a_a____c_________________=_=______===__=_=_==___=_ceca_=e=e=c__===========_ LJ STEP 2 LT From Major Street v-- V4 ========e===========================================================c========== '1 Conflicting Flows, Vc critical Gap, Tc Potential capacity, Cp \ of Cp utilized and Impedance Factor Actual Capacity, Cm (Fig.10 5) V3+V2= 59 + 403 = 462 vph(Vc4) Tc= 5.5 secs (Tab.10 2) Cp4= 654 pcph (Fig.10.3) (V4/Cp4)x100= 5\ P4= 1 Cm4=Cp4= 654 pcph LJ ~ ___c__ace=_____==e____====_=_==_=_====__==_============ec=_=a==========_======_ STEP 3 : LT From Minor Street <-\ V7 ~ _ceca=a_a_a_==______=_____===__=__=_=========_====_=====c=_=e=c=c=c=c__======== ,., Critical Gap, Tc Potential Capacity, Cp Actual Capacity, Cm 1/2 V3+V2+V5+V4= 30 + 403 + 390 + 3 = 826 vph(Vc7) Tc= 8 secs (Tab 10.2) Cp7= 196 pcph (Fig 10.3) Cm7=Cp7xP4= 196 x 1 = 196 pcph Conflicting Flows, Vc LJ c==a=c==e=cc===e=============================================================== 'I SHARED LANE CAPACITY 5H = (V7+V9)/((V7/Cm7)+(V9/cm9)) if lane is shared MOVEMENT V(PCPH) CM(PCPH) CSH(PCPH) CR (CM-V) CR (CSH-V) LOS CM LOS CSH LJ =~=====aa==================================================e================== 'I 7 32 196 204 164 170 D D 9 2 537 204 535 170 A D LJ 4 3 654 651 A ,., LJ II LJ ,., LJ II LJ 'I LJ "I L.J "I "I Left Turn Warrant Analysis Taken from AASHTO Policy on Geometric Design of Highways and Streets, 1990 Advancmg Volume Opposmg 5% 10% 20% 30% Volume Left Turns Left Turns Left Turns Left Turns ., 40 mph Operating Speed 800 330 240 180 160 600 410 305 225 200 400 510 380 275 245 200 640 470 350 305 100 720 515 390 340 50 mph Operating Speed 800 280 210 165 135 600 350 260 195 170 400 430 320 240 210 200 550 400 300 270 100 615 445 335 295 60 mph Operating Speed 800 230 170 135 115 600 290 210 160 140 400 365 270 200 175 200 450 330 250 215 100 505 370 275 240 LJ "I LJ "I LJ "I L.J "I u "I LJ "I LJ "I u "I u "I u u "I u Location: SR-507 & North Entrance PM Peak Hour Trip Generation: 83 Entering 45 Exiting Use 50 mph design speed % left turns = 3/393 = 0.0076 or 0.76% Opposing Volume = 462 vph (2000 w/proj traffic) Advancing Volume = 393 vph (2000 w/proj traffic) Allowable Advancing Volume = 415 vph (approx.) u "I 'l L.J rJ LJ 415> 393 No left turn Docket required "I LJ 'l u "I L.J '1 u 'I L.J 'I LJ Left Turn Warrant Analysis Taken from MSIITO Policy on Geometnc DesIgn ofI-lighways and Streets, 1990 AdvancIng Volume OppOSIng 5% 10% 20% 30% Volume Left Turns Left Turns Left Turns Left Turns ,. 40 mph Operating Speed 800 330 240 180 160 600 410 305 225 200 400 510 380 275 245 200 640 470 350 305 100 720 515 390 340 50 mph Operating Speed 800 280 210 165 135 600 350 260 195 170 400 430 320 240 210 200 550 400 300 270 100 615 445 335 295 60 mph Operating Speed 800 230 170 135 115 600 290 210 160 140 400 365 270 200 175 200 450 330 250 215 100 505 370 275 240 11 u 11 ~ 'I , LJ 11 LJ 11 LJ " LJ '1 L.J " L.J '1 LJ '1 " Location: SR-507 & South Entrance PM Peak Hour Trip Generation: 83 Entering 45 Exiting Use 50 mph design speed % left turns = 1/383 = 0.0026 or 0.26% Opposing Volume = 405 vph (2000 w/proj traffic) Advancing Volume = 383 vph (2000 w/proj traffic) Allowable Advancing Volume = 440 vph (approx.) u LJ " LJ 'I LJ 440 > 383 No left turn Docket required " u " LJ n L.J [ ] ~~ ~ fA "IQ" ~:1 ..... ~~ ';":1 ~ - [] [,-J [ -J +- C Q) E Q) > o E Ol C r- 'c Q L := :l ~ +- ~ Q) :J _ Ol :n en c lQ - .- 1:(: 0 lfl III Q; @ So CO CO +- n ..... Q <+- -...;.~ G'> Q) C -l 0: Ol Q C :J C Q L (,') :l r- - > :c a o +- o r- ~ ;.? ~ CO ..... ? ..... (,) [J [J [J [J [ ] [ J [ J L J [J [ J [ J [, ] [J [J [ J LEFT TURN STORAGE GUIDELINES Unsignalized intersection Two - lane highway 25 15 s- iD iil III U 0- :1 fA KEY: 20 ~ 8e-low curve, storage not needed for capacity. sg Above curve, storage recommended. 10 '0 ) a.e. REal 0 ) 5 o 300 400 500 600 700 800 900 1000 1100 1200 Total DHY- .DHV is total volume from both directions. Current year volume may be used on 3-R Projects. ..Speeds are posted speed limits. 'I LJ Interssctlons 'I LJ If LJ - RIGHT-TURN LANE GUIDELINES 'I > I g 100 LJ '1 'I LJ 40 ,I Right-Turn Lone (Figure 910-11bl Recommended S 4b2..1 5~ NO I~"'TH E w ~ ::J 80 -.J o > l2 60 ::J I-- I-- I c..:> Right-Turn Pocket or Taper (Figure Recommended L1 'I Ll 'I LJ ..... 'I Ct: Ct: ::J o I 20 105'12.0 -::Ot.lTt+ e-rrR. A Ce LJ Radius Only Recommended 'I ~ <! W a.. LJ o 100 200 300 400 500 600 700 PEAK HOUR APPROACH VOLUME (DDHV)* 'I LJ 'I LJ 'I *For two-lane highways, use the peak hour approach volume (through + right turn). For multilane, high speed (posted at 70 km/h or above) highways, use the right lane peak hour approach volume (through + right turn). For 3-R projccts, use current year volumes. Note. When all three of the following conditions are met, the DDHV is reduced by 20 VPH. 1 Posted speed 70 km/h or under. 2. Tight-turn volume greater than 40 VPH. 3. Total approach volume less lhan 300 VPH. u 'I LJ 'I LJ 'I u 'I Right-Turn lane Guidelines Figure 91(HO (Metric) u n u Psgs910-24 Design Manusl March 1994 'I LJ [ J ~ lQ o lO .... Q ~ 0\ i' Illl ~Q- ~::J !l~ - Il> .....::J COe: COil> oC>._ [ dJ [ J ::!:! lQ --~ ~o ~lO :!...... ~ ~ r; Qo ::s CD ;! CO ::J' ~ "'" ::s I Edge of through-lone ~~~~~~~~--=w"A#,$'ltL~~!~~\\~1BR" For right turn corner design see Figure 910-9 ---/ ~~ ."~':::" [ J [ J [ J [ J [ J [ J [ J [J [ J [- J [ J 15 m ~IN Deceleration lone length (See table) 45 m MIN Mini~wm Cec~lerction Lane Length (Meters) Highway Turning Traffic Design Design Speed Speed Stop. 20 30 50 70 60 60 60 100 90 80 70 115 105 100 80 130 120 120 90 145 135 135 100 160 150 150 110 130 180 170 Adjustment Multipl ier for Grades Greater Than 3% Percent Upgrade Downgrade Grode 3% to less o 9 1 2 than 5% 5% or o 8 1 35 more * For use when the turning traffic is I ikely to stop before completing the turn (eg - where pedestrians ore prese'lt ) When~he adjusted length of 0 right-turn lone is less than 60 m, the minimum length of 60 m, os shown, should be used [ J [ J [ J [ J [ J 5' . i C') ~ ::J . S. Chamberlain & Associates, Inc. Engineering - Planning - Surveying P O. Box 3485, Lacey, Washington 98503 (360) 493-6002 To: Cathie Carlson City of Yelm POBox 479 Yelm. WA 98597 Invoice Date" 7/31/95 Invoice #. 11851 ?""""'--'--,..""""..~.......,....""""'....,.-..........."""'" ..,....". .......-...""""""...""""""".,.,...-....'."""""..."..,..."""""".'."" . ..............................,.... ........ .............. .. ...., ........ ........... , ,............... , ..........., ................... ..... ... ........... .......... , ............ , , .......... ............., ' ....... p' .......... ...... , ................ ... .............................. .........." ..... , ,............................. ,.............................. ,....... ... ...... , ,....................... . ............. .". , "".................................................................................... ""."....,'....... ............ ,., "',,",','," '....... , ............. ~tQfesSi&i31$~ffl~~$).)~f1()rmedtQt:H$:il$o1!17~<lt6frt~i$ta.tn.~$ffidy .............' SCA#9S()~J~f "dddd .d,dd' , "....., ' ' ,..,. ,- . '" ............ ",' '",............. ...H..... ...............,..,..", .,...,.............. d..... "......... ....................,.. ,', ""...... , ............. ............. . .................., '" """"""'.. ...",." ,~r9j~jClj3fg~~("9m~I~~I?$J()1~$I~$H, ... , Professional Services Charl!e Preparation of seoping sheet/trip generation assisgnment, and meeting with City of Yelm and developer $267 99 Preparation of trip distribution network using Yelm traffie model for use in preparing TIA. $692.00 Total: $ 959 99 Expenses Faxes Ouantitv 600 Unit Cost $ 1.00 Char1!e $ 6.00 600 $ 6.00 Total: $ 600 Invoice Total Total Services: Late Fee. Retamage $ 965 99 $ 000 $ 000 Total Now Due $ 965.99 Aqed Receivables: Current $ 965 99 31-60 Days $ 000 61-90 Days $ 000 91-120 Days $ 000 Over 120 Days $ 000 s. Chamberlain & Associates, Inc. ~;'(,ir~:/'; ~., ;;. ., PROJECT MEMORANDUM ~ ';':~1:L>t-;~;<:'~;~i .; DATE July 21, 1995 FROM. CathIe Carlson, CIty Planner CIty ofYelm Perry A. Shea, P l~iPal TO SUBJECT' Nisqually Estates ResIdentIal Development Tnp DIstrIbutIOn SCA#95061.A Nisqually Estates IS a 120 lot resIdentIal subchVlsIOn planned for constructIOn on a 30 acre parcel located along the west sIde of SR 507, and south of MIll Road m the CIty of Yelm. ThIS memo IS mtended to address the chstnbutIOn of new traffic from thIs project onto the area roadways The chstnbutIOn percentages were determmed usmg the Thurston RegIOnal Planmng CouncIl (TRPC) transportatIOn model WIth Yelm area enhancements. A "select zone analysIs" model srmulatIOn was performed for Yelm model zone #1 (RegIOnal zone #495) From thIs mformatIOn, chstnbutIOn percentages were calculated for the proposed resIdentIal development. The area roadway network and sIte chstributIOn percentages are shown on Figure 1 Also attached IS the "Scopmg Sheet" whIch IdentIfies the study intersectIOns to be analyzed m the Traffic Impact AnalYSIS (TIA) report. I hope thIs mformatIOn IS useful to you. If you have any questIOns or need adchtIOnal mformatIOn, please call me at 493-6002 Thank you. enc Scopmg Sheet; FIgure 1, Tmode12 prmtout (c: 'winword '5061adst,nuno) 677 Woodland Square IIp SE POBox 3485 Lacey, Washington 98503-0485 (360) 493~6002 (360) 493-2476 Facsimile (907) 279-5929 Anchorage ENGINEERING . PLANNING . SURVEYING c} ~G <(}<<; /2% ()"-" Cj c} ~0/3% ~t;(' 0> LEGEND xxr. PERCENT SITE TRAFFIC PROJECT SITE 103RD ST - "- 10 I -- :::0 3% rrl rrl ^ tf) -l '- I I 104THI 0 24% ~I I"" ^ s: :::0 ~O r 0 r I s: ~ 3% 1:::0 0 :::0 4% ( ~<0 0 :::0 109TH I tf) :::0 0 I 2% P.M. PEAK HOUR DIRECTIONAL DISTRIBUTION NISQUALL Y ESTATES RESIDENTIAL DEVELOPMENT , CD ... TNODEl ™ 2 C\I ~ 3 ~ ~~ J~ 1 I A "Y... ~ /"~ ~\ ~~ 2 2 .-.---r-1 3 '1 1 A NIN U1\W WW J t for select zone NiSQuallY Estates s CH~M6EP~~IN ~ ~ssoc AnalysiS (using yelm Zone INC ~~cE~. VI~ ~ 1) 1 1 5061,1. \.\.)( y\.7106 NOlO \.\., 16060/7,201 uR: 2A375/14A6' 07_21-199'5 TRAFFIC IMPACT ANALYSIS SCOPING SHEET PROJECT INFORMATION Project Name: Nisqually Estates Date: July 28, 1995 Ref. No.: 95061.A Proposed Use: Single Family Residences Size (Dwelling Units): 120 Location: In the City ofYelm, on the north side of SR 507, across from 104th Ave. Geographic Distribution: North 20% East 45% South 5% West 30% Trip Generation Land Use Code: Year of Occupancy: Ambient Growth: Related Projects: 210 1998 4% To be researched by consultant under approval of the CIty of Yelm. Studv Intersections 1 North SIte DrIve/1st Street (SR 507) 6. Yelm Avenue/Solberg Street 2 South Site Drive/1st Street (SR 507) 7 Yelm Avenue/l03rd Avenue 3 Mosman Road/1st Street (SR 507) 8 Five Corners 4. Yelm Avenuellst Street (SR 507) 9 5 Yelm AvenuelEdwards Street 10 Tills analysIs must follow CIty ofYelm guidelines for a Traffic Impact Analysis. Project Developer: Paul Steadman 1801 W Day Island Blvd Tacoma, W A 98466 (206) 565-7140 Mark Carpenter POBox 77 McKenna, W A 98558 (360) 458-8222 (c:\ WPWIN60\GEOFILES\5061ATIA.SCp) :) (\ \ ATTACHMENT B TRAFFIC IMP ACT ANALYSIS REPORT SCOPE OF WORK NisquaUy Estates Residential Subdivision Yelm, Washington Project Tasks ]. Meet with City of Yelm Public Works Department and Project Proponent to finalize scope of tramc impact analysis study for the proposed development, Prepare project information for SCOPING meeting. 2. Collect available traffic and accident data from the City of Yelm, Thurston County, and Washington State Department of Transportation (WSDOT). 3. Conduct manual evening peak period turning movement counts at the following intersections: · SR S07/Mosman Road · SR 507/Solberg Street · SR 507/Site Driveway (vicinity) Addilionallowlions designated by the City will be consiMred extra services in accordance 'With A ttac}zment C. 4 Estimate site-generated tra.ffic for the proposed development. Prepare " trip- generaUon" table. 5. Distrjbute and assign site generated traffic to the adjacent roadway netwol'k using data contained in the Yelm traffic model and current traffic volume data of the adjacent street network. Coordinate with City pel'solIDel. 6 Conduct capacity and level of service analyses for existing conditions and horizon year scenarios with and without the proposed dev~lopment. It is assumed that multiple development phases will be implemented for this project (2 - phases for each Division of the properly). The following intersections will be analyzed for traffic impacts to satisfy City of Yelm guidelines and requirements for this project: · SR 507/North Site Driveway · SR 507fSouth Site Driveway · Yehn Avenue W./First Street · SR 507fMosman Road , S CHAMBERLAIN & ASSOCIATES, INC 7/18/95 1 NISQUALLY ESTATES SCOPE OF WORK PROPOSAL i17- :-1:.15 Ut ::SFr.,1 FO=' r) .. ATTACHMENT B . Yelm Avenue W /Edwat'ds Street . Yelm Avenue W.jSolberg Street . YelmAvenue E./103rd Avenue . FJve. Corners Intersoction AdditionallocatioJ1.S designated by t1re City during the "SCOPING" process will be considered extra seroices in accordance witlt Attachment C. 7. Assess development Jmpact on the adjacent street network following projecl completion. 8. Provide recommendations and mitigation measures to accommodate traffic impacts created by each phase of project development. Estimate the proportionate lihare cost of contributing to the Iffive-corners" intersection. Proposed mitigation measures will be identified and described and will conform with the requJrements of the City of Yelm. 9. Prepare Traffic Impact Analysis Study documentation, complete with appropria.te tables and figures, summarizing our findings for review by the City of Yelm and the Project Proponent. 10. Revise report to incorporate any conunents and submit report to the City of Yelm for final approval. Schedule Upon notice to proceed, we will complete Ule traffic impact analysis report for review wJthin 20 working days following the SCOPING meeting. This schedule may be subject to change if the project is delayed beyond the control of S. Chamberlain & Associates, Inc. Estimated Cost The estimated cost for professional services for this project is $4,800 Additional services requested, but not identified in the scope of work, will be considered lIextra services" and will he charged on a time and materials basis in accordance with the attached billing rate schedule. 8. CHAMBERLAIN & ASSOCIA TESt INC. 7/18/96 2 NISQUALL Y ESTATES SCOPE OF WORK PROPOSAL I].1...=...L:--=-,,,.5__-U~=..:XM P 0 =