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TIA J 0;1'>-'.. TRAFFIC IMPACT ANALYSIS SCOPING SHEET PROJECT INFORMATION Project Name: Yelm Avenue West CommerCIal Center Date: April 24, 1995 SCA No 95031 Proposed Use: Retail Center Size (sf). 58,055 Location: South ofYelm Avenue (SR 510) across from Killion Road in the City ofYelm Geographic Distribution: NW 32% NE18% SE 35% SW 15% Trip Generation Land Use Code: Year of Occupancy: Ambient Growth: Related Projects: 814, 834, 850 1996 4% To be researched by consultant under approval of the CIty of Yelm Pubhc Works. Studv IntersectIOns 1 Site DrivewaylY elm Avenue (SR 510) 6 2 SIte DnvewaylKilhon Road 7 3 Killion RoadIY elm Avenue (SR 510) 8 4 First StreetlYelm Avenue (SR 507-510) 9 5 103rd AvenuelY elm Avenue (SR 507) 10 Tills analYSIS must follow CIty ofYelm gmdelmes for a Traffic Impact AnalYSIS. Project Developer: Armada Retail, Inc. 2001 sixth Avenue - SUIte 3202 Seattle, Washmgton 98121 (206) 443-1940 Traffic Consultant: S Chamberlam & AsSOCIates, Inc. PO Box 3485 677 Woodland Square Loop SE Lacey, W A 98503 (360) 493-6002 Representative: Perry A. Shea, P E PrmcIpal (0: \wpwin \geofiles \95031 tia.scp) Yf'zl/1 -'1 Vf' '3<;1 2% \ ?S C o z.. ?J o ~ \ \ \ N () 5% \ C ~ ~ (j) ?J o (j)\\ (j) iJ'\, 4- ~'}y () 0'\ /'\ 0% Lf <~ ",'J,. JI'/;/ ",'" pf\OJECl S\lE ..... 6 "\ 03RO p.:Vt. ~ 5% 6.... ~ ~ 3% \ ?J o ~ o ?J IO%\~ (j) ?J o y...y... y...y...% U:. G tJ'\ \) (\/ENING P(~I< \-lOUR Wl'fflC vOLUME pt.RCH~' Slit. ,RP-fflC ~ NE\N- 10-N\:- \ ~~Uk\Z lR\P GENERA I\O~ ~ "\ "\ 5 \lP r\ "\"\ 3 \lP\-\ ----- 23'\ \lP\-\ INBO\JNO O\J,BO\..\NO --- ,O,P>-.l ..... "\ B "\ 7 .... &-'1zD IyIZt..S I?D 5% - ~\ ~I"l ? < ~I<'- ) G: srtE GENERJ.1'EO 1'RJ.ff\C "O\.UtAES ._... REII'lL CENIER _ IRl'fflC SCOPING i'Ni'L'iSIS ~ 443 1.329 206 INC- REIAIL · ARMAOA . 1.0:21.A 0-95 \ \ \ lJl ':!/)t" ......-a. t>.725 ~ ~~ ~ &. t z. ~ \ t \ \ \ ~r~J twH ,ad 4,005 sa,.t\. \ \ \ I \ \ \ \ y - ~- \ \ \ \ \ \ \ , \ , \ \ rQ'7 r (oou' u.- pad ;oos ec:\-1\. \ \ - ~ -R~SUMt. >>.'1) so". gt0Cl'l1111L'- ~ .11oll. ..,.. tfl.C>>~ SO.fl. ,olAl. "u.; _, lltOlJ"'c; ....."..<; ........- ,-32 eflCOC 210 ~flQDO . ~._________ - ~~_'f1'DI""- ~fd>~i5)0 (VI! lAw) ~ / {1~ fk; - 1(r(!~ r#A-;!tv7 (fii0J JirJ) /VItti (l ~+ 5/ ~t1~5 Solbr! 1~~ H~l " 677 Woodland Square Lp SE Lacey, WA 98503 P.O Box 3485 Lacey, WA 98509-3485 (360) 493-6002 (888) 493-6002 Toll Free (360) 493-2476 Fax MEMORANDUM FROM SUBJECT May 27, 1997 Cathie Carlson City ofYelm~ Craig R. Steepy C. ./ Yelm Retail TIA SCA #95031.2 DATE. TO Thank you for reviewing the Traffic Impact Analysis (TIA) for the Ye/m Retail project. In response to your comments, we have prepared this project memorandum to clarify and address questions concerning the Report. Yelm Avenue/Killion Road EJC;tension As part of the site deveiopment of the Ye/m Retai/ project, a new two-lane roadway will be constructed along the southeast property line intersecting Yelm Avenue West at a tee intersection This roadway will match the future realignment of the existing Killion Road north of -. . t Yelin Avenue. ,Until this realignment is constructed, Killiol"! Road and the 'prop9sed Killion Road . t , 1\' ! --J' . Extension willoperafe as two independent tee intersections approximately 190 feet apart. Eventually, the Killion'Ro~d Extension will be widened to five lanes and 'extended to provide access to the Southwest Yelm Annexation Area. This roadway is identified a~ the Southwest Area Access Road in the Yelm Comprehensive Transportation Plan The Ye/m Retail Center site design will allow for future widening of this roadway to five lanes. \ In the original TIA Report the analysis showed the Yelm Avenue/Killion Road Extension intersection would operate at an LOS E condition in 1998 after completion, of the Yelm Retail ,-' Project. As part of the site improvements, the project proponent will construct a two-way center left-turn lane on Yelm Avenue along the project frontage. Until the existing Killion Road is realigned to match the proposed Killion Road Extension, and although not specifically designed , for this purpose, the center left-turn lane on Yelm Avenue will be used as an acceleration lane for vehicles turning left from Killion Road Extension onto Yelm Avenue Vehicles turning left from Killion Road Extension will be able to accept gaps in the eastbound traffic flow on Yelm Avenue to get to the center turn-lane ~or refuge, and then accelerate to merge with westbound traffic. We re-analyzed the intersection, reducing the westbound through traffic volume input by half to reflect the reduced impact of westbound traffic on the northbound left-turn movement allowed by the de facto left-turn a~celeration lane. The analysis indicates the intersection will operate at LOS D in 1998 after the Ye/m Retail project is completed We'rave included a revised version of the Level of SerVice Table (Table 6) showing this change. W~-have al'soJinlClLded the LOS worKsheets for the;'~evised analysis., 'j - ':i '! - '., f' :U t l 1 ... IIJ' !-!i I I C I V I L TRANSPORTATION PLANNING SURVEYING Cathie Carlson May 27, ~997 Page 2 Table 6 R~yise~.I..~v~l.9f.Seryi~e(1..0S)...S\JIl1Il1~PJ Projected 1998 Traffic . Volumes Existing 1997 Intersection , Type* Traffic Without . With - , Project Volumes Project Yelm Avenue/Killion Road Unsig C C C - Yelm Avenue/Edwards Street Unsig C D D Yelm Avenue/1st Street Sig D D D Yelm Avenue/103rd Street Unsig E E E Yelm Avenue/Killion Rd Ext. Unsig N/A N/A D As stated in the TIA Report, a traffic signal is not warranted at this location. This assessment is based on a review of signal warrant criteria listed in the Manual on Uniform Traffic Control Devices (MUTCD) In accordance'with Washington State Department of Transportation (WSDOT) policy, Warrant 1 (Minimum vehicular volume), Warrant 2 (Interruption of continuous . traffic) and Warrant 11 (Peak hour volume) were reviewed for traffic volumes expected to occur in 1998 after completion of the Yelm Retail project. WSDOT also requires review of Warrant 6 (Accident experience), which is not applica~le in the case of a proposed intersection. As stated, the existing Killion Road will eventually be realigned to match the proposed alignment of the Killion Road Extension. Others will do this, sometime,subsequent to completion of the Yelm Retail project. When the roadway is realigned, creating a four-leg intersection, the traffic signal warrant analysis should be re-visited. It is expected that as development of the Southwest Yelm Annex~tion Area occurs, a traffic signal will eventually be required at the realigned Killion Road intersection. The expense of constructing the traffic signal will be entirely the responsibility of private developments in the vicinity The Yelm Retail proiect will be responsible for a financial contribution towards that traffic signal if. and when. it is needed. The actual contribution will be' based on the Yelm Retail development's share of the total developer traffic at the Killion Road intersection, at the time the signal is needed, and will be determined by the City of Yelm. Bus Pull-out Location We took a second look at the location of the proposed bus pullout on Yelm Avenue and have two conclusions. First, it appears that the current proposed location is appropriate on a temporary basis. The low volumes of traffic utilizing, the Killion Road extension should not impact traffic safety or cause undue congestion on the Highway Second, when the existing C I V I L TRANSPORTATION PLANNING SUR, V E Y I N G - ~lif!' ENGINEERING Cathie Carlson May 27, 1997 Page 3 Killion Road is realigned with Killion Road Extension and a signal is installed, typically, the most practical and safest place for the bus pullout would on the "far side" of the intersection. This. would eliminate concerns regarding traffic queuing problems and driver confusion with regard to moving around the bus to turn right. It is recommended that the bus stop be relocated after a signal is installed. Conclusion We have reanalyzed the proposed Killion Road Extension intersection with Yelm Avenue for 1998 traffic volumes, assuming the two-way center left-turn lane will be used as an acceleratioh lane. This analysis indicates the intersection will operate at a LOS D condition We have included an updated version,of the Level Of Service Table It is expected that when the Killion Road intersection is realigned to match the proposed Killion Road Extension alignment, and additional development occurs in the area, a traffic signal may be warranted at that location. At such time as a traffic signal is warranted, the Yelm Retail project developers will be responsible for a contribution towards the traffic signal. The actual contribution will be based on the Yelm Retail development's share of development traffic using the Killion Road intersection and will be determined by the City of Yelm. The bus pull-out location is appropriate at its current proposed location on a temporary basis, I hoWever~ it should be moved beyond the intersection when the signal system is installed We hope this memorandum has answered your questions about the Yelm Retail Traffic Impact . Analysis. We feel this memorandum, in addition to the TIA Report, should satisfy the transportation element of the el')vironmental review for the proposed project. Please feel free to give us a call if you have any additional comments. \ ! CRS/ls . (t-\text\corres\maL97\5031 0523.mmo) C I V I L TRANSPORTATION PLANNING ~ SURVEYING Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 **************************************************************** File Name ................ 5031KXA.HCO streets: (N-S) KILLION EXT. (E-W) SR 510 Major street Direction.... EW Length of Time Analyzed... 60 (min) Analyst. . . . . . . . . . . . . . . . . .. GEO Date of Analysis.......... 4/10/97 Other Information......... PM PK HR; PROJECTED 1998 VOLUMES W/PROJECT Two-way stop-controlled Intersection ------------------------------------------------------------------------ ------------------------------------------------------------------------ Eastbound L T R Westbound L T R Northbound L T R southbound L T R No. Lanes 0 1 1 1 1 0 1 0 1 0 0 0 stop/yield N N Volumes 790 15 85 (2.35~ 40 45 PHF .95 .95 .95 .95 .95 .95 Grade 0 0 0 0 Me's (%) 0 0 0 0 0 0 SU/RV's (%) 0 0 0 0 0 0 CV's (%) 0 0 0 0 0 0 PCE's 1.1 1.1 1.1 1.1 1.1 1.1 ------------------------------------------------------------------------ Adjustment Factors Vehicle Maneuver Critical Gap (tg) Follow-up Time (tf) Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 5.00 5.50 6.00 6.50 2.10 2.60 3.30 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 **************************************************************** WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue-free State: 790 551 551 0.91 -------------------------------------------------------- Step 2: LT from Major Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue-free State: 805 709 709 0.86 -------------------------------------------------------- Step 4: LT from Minor Street NB SB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 1110 241 0.86 0.86 0.86 208 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 **************************************************************** Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------ ------------ ------ --------- NB L 46 208 22.2 D 14.3 NB R 52 551 7.2 B WB L 98 709 5.9 B 1.6 Intersection Delay = 1.4 '--. , i' ~Yelm Retail r ' ;-r. _ q:' _ '[ , L'\ ." ~ 1- .: ~ 1 r ",U;L ,:J11:paCl.. ru>a,r i-s~t> '< I _""" ./ " " ~' : /,~ " - \t" :rJ< Y'X / '~N'- - - '.' - _ h / \ - 1'" -- .'~ - .v ~ .-'! " ." '- ":: "i ,... \' I' -Y' , -\ '(' j " :c j' I- I , ,oj - , , , ....d=- .~ , ) , " , -( ..... \ '" " . I ../"-. '- ;; -,' I. ' .t. \ /' ,," L \ _1_( \ , , ,"" +\ ,~ ,; ,/'>- ~ ,~ ..., -.;-/ /' f .J v ., -/ ( ., \; C\ ~, ( b, \' ...y- , ' ..;.'-~ - " ~.) ./ \ }- ). , \ ; \ , i ) \ -. ~i'ptU 1997 " '/ '\ -,-,j, .... 'J . .~ K ;- " "" .j> .\ "'{ I 1/ / ' --_ r,l- "-<, (, '\ y '- \ - ~/ ;., '-." / " I r '.. , , /, , . 'I \; --I \. \ /\: .( i-- :'\ '1 "'- , "~I I.e!"" \ ' }<'" \. J, .1 -+ -; ''--. " \ --\ ''L / l /;">- '- -I ~ \ , \ .;; 1.- ! - ~ / /' '" .... /' " \- ./ '> ~/-- - I o c o c c o c c c SCA Engineering PROJECT INFORMATION Project: Prepared: Prepared For: Contact: REVIEWING AGENCY Jurisdiction: Project Number: Project Contact: Yelm Retail Center Apnl1997 Mike Ed wards I MIke Edwards PO Box 3800 Lacey, Washmgton 98509 (360) 459-1100 City ofYelm Ken Garmann DESIGNER INFOR'MATION Prepared By: n _U c c c o o o o c c Project Contact: SCA Project Number: File Number: ^ SCA Engineering 677 Woodland Square Loop SE PO Box 3485 Lacey, WA 98509-3485 (360).493-6002 (360)493-2476 FAX Perry A. Shea, P.E. 95031 f: \ text \reports \50310404. tIa f EXPIRES 12-28 , I I Yelm Retail Center Transportation Impact Analysis April 1997 Pagei 0 SCA Engineering C TABLE OF CONTENTS C I INTRODUCTION Page 1 Proposal Page 1 0 Study Context Page 1 II. PROJECT DESCRIPTION Page 2 0 Development Proposal ' Page 2' SIte Access Page 2 0 III. BACKGROUND INFORMATION Page 3 , Area Land Uses Page 3 Roadway Inventory .. Page 3 0' . EXIstmg Traffic OperatIOns Page 3, Traffic Volume Data. Page 3 0 AccIdent Data Page 4 Pubhc TransportatIOn Page 4 0 IV PROJECT TRAFFIC CHARACTERISTICS Page 5 Traffic GeneratIOn Page 5 Trip DIstnbutIOn Page 6 '0 V FUTURE TRAFFIC CONDITIONS . Page 7 TransportatIOn Improvement ProJects Page 1 0 Development PIpehne ProJects Page 7 Future Tt,affic Growth Page 7 0 VI. TRAFFIC OPERATIONS ANALYSIS Page 8 CapaCIty AnalYSIS Page 8 0 Scope of the AnalysI::> Page 9 Left-Turn ChannehzatIOn on Yelm Avenue Page 11 Safety AnalYSIS Page 12 0 SIght DIstance Page 12 VII. MITIGATION SUMMARY Page 13 0 VIII CONCLUSIONS Page 14 0 0 0 Yelm Retail Center April 1997 0 Transportation Impact Analysis Page ii o o o o o o o o o o o o o o o o o o o SCA Engineering 1. INTRODUCTION Purpose The project proponent proposes constructIOn of a commercIal retail center m the CIty of Yelm The project will accomll!odate approXImately 54,800 square feet (sf) of co"mmercIal buIldmgs on a 64 acre parcel located along the south sIde of Yelm Avenue West (SR 510) across from Killion Road. The SIte VICInIty and area roadway network are shown on , Figure 1 Study Context ThIS report by SCA Engmeermg documents the results of a Traffic Impact AnalYSIS (TIA) of eXIstmg and future traffic condItIOns on area roadways and mtersectIOns m the project VICInIty ThIS study was prepared accordIng to CIty of Yelm TIA gUIdehnes for new developments The results of thIS study will be used to determme what level of Impact, If any, the traffic generated by the proposed 'development will have on the area transportatIOn system. The work scope for thIS project was developed WIth the cooperatIOn of CIty of Yelm staff. Included are analyses of four prImary mtersectIOns m the project area. The results of the analyses are provIdedm the followmg sectIOns of thIS document. Yelm Retail Center Transportation Impact Analysis April 1997 Page 1 c::J c=:J c::J c::J CJ c=J c::J c=J c::J c::-J C:J c=J c::J c=J c=J c:::::J CJ ~ ~ N 0'1"< -,-- .......... NOT fa SCAI.:E >-: (<~ -1tr; 1j,0~ (: (S,y S, 0) PROJECT SITE 88TH AvE SE CAl-JAL RD ~, ;;; r ~ z '" a ~ '?<v/ o ~Q/ ~ ~'?-~ ~~ ;:: ~ z ,;; '" ., '" o (") ~ '" z '" '" o (") '" -< '" Vl I F:- a .:; '" .., z " AJ '" Z 0 " -'" AJ 0 '" BERRY VALLEY RD RAILWA Y ~()11 '(?~ <:v" ,,<f' s ,\S" ;:: F '" o VI '" e '" " '" o '" '" 109TH AVE SE SITE VICINITY ,,"-- ,," ~.. 1-.. (' 1'0 ~ " '" a Iii AJ o <II '" 103RD Sf SE YELM \ A VENUE (SR 507) YELM RETAIL CEf\JTER - TR AFFIC rMP AC T ANALYSIS c=J c=J FIGURE 1 95031 c c o o D o o o c o c o o o o o o o o ) SCA ~ngineering II. PROJECT DESCRIPTION Development Proposal Development of the 6 4 acre project SIte WIll mclude constructIOn of three commercIal bUlldmgs Two will be 9,900 sf, and one wIll be 35,000 sf for a total bUlldmg area of 54,800 sf. The s]te IS bemg desIgned to accommodate up to 8 separate. commercIal retail 2, 7 1- ' busmesses. On-SIte parkmg WIll be provIded for all bUlldmgs A total of 287 parkmg stallS( 1f-~1f((J wIll be constructed to serve customer and employee parkmg needs An mternal roadway / network WIll provIde access to the bUlldmgs and parkmg areas The anticIpated tIme of completIOn IS 1998, whIch WIll be used as the project hOrizon year for analYSIS purposes Figure 2 shows a reduced copy of the prelImmary SIte plan. Site Access As part of the SIte development of thIS proJect, a new-two lane roadway, referred to as KIllIon Road ExtenSIOn, WIll be constructed along the southeast property Ime llltersectlllg Yelm Avenue West at a tee llltersectIOn. ThIS roadway WIll match the future realIgnment of the eXIstmg KIllIon Road north ofYelm Avenue Until thIS realIgnment IS constructed, KIllIon Road and the proposed KIlhon Road ExtenSIOn WIll operate as two llldependent tee mtersectIOns approxImately 190 feet apart. Eventually, the KIllIon Road ExtenSIOn WIll "be WIdened to five lanes and ext~nded to provIde access to the Southwest Yelm AnnexatIOn Area. ThIS roadway IS referred to as the Southwest Area Access Road, as IdentIfied III the Yelm ComprehenSIve TransportatIOn Plan. The Yelm Retml Center SIte deSIgn WIll allow for future wIdemng-of thIS roadway to five lanes. An access drIve for the Yelm Retml Center project WIll be provIded onto the KIllIon Road ExtenSIOn. ThIS drIveway WIll provIde access to the general parkmg area and lllternal SIte cIrculatIOn. An addItIOnal access WIll be provIded onto Yelm Aver-lUe located approxImately 270 ft west of the new KIllIoI1 Road ExtenSIOn. ThIS drIveway WIll be lImIted to nght-m, rIght-out only movements for SIte mgress 'and egress Yelm Retail Center Transportation Impact Analysis April 1997 Page 2 CJ CJ CJ CJ 11ft - c:::J C:J c:::J CJ CJ LJ c:::J c:::J C-J ~/ =--~.-::~_.._-_.._-=-_.__.__':-.._-_._.._.__...- N )6'd'l,)4' r 56,",82 ,W!'\'!' I Cl 1. ~ l> " \J1 -" o /'-. "" \T\ \ S. )> < \T\ Z C \T\ J ~ \ \m\m\~nI \ \ \ \ \ '\" ',\\\11\S~ ~\ \\\ \ - ~ . ~ ~ \ \ ,'\'i~'i .._..' '! 8. ,~~ . \ft1' tiJI:I~1 ~ ~--- ~ RD \ \. f\ \ ' ....'.... KILLION 40 PRl:.LlMINI\Rl' Snl:. pLAN '{ELM RET I\IL CEN IER - IR I'ffl C IMP I' C1 I'N I'L '{SI S ~--'~-----~------ '~ ~ r-lC1F< C;\.\..C ,0 S HOI fIGURE 2 950:)1 c o o o o o o o D' c ,e o o o o o o o o / SCA Engineering III. BACKGROUND INFORMATION Area Land Uses Presently, the sIte IS occupIed by a detached -sIngle-famIly resIdence, several out bUlldings, and a mobIle home located on the southeast corner of the sIte The surroundIng land uses conSIst of small busmesses and scattered smgle famIly reSIdences' along the Yelm Avenue West corridor The project SIte IS presently zoned C-1 commercIal whIch WIll allow for the development of the project proposal. ' \ Roadway Inventory Yelm Avenue West IS a two to three lane roadway deSIgnated as a prIncIpal arterial In the CI!y ofYelm It runs prImarIly northwest to southeast through the CIty The posted speed hmIt IS 35 mph except In the downtown area, ~here It IS 25 mph Yelm, Avenue West IS primarIly a two lane roadway m the project VICInIty WIth IntermIttent SIdewalks and street hghtmg Southeast of the downt0wn core area, from Clark Street to Plaza DrIve, the roadway WIdens to three lanes WIth SIdewalks, street' lIghtIng and bIcycle lanes Yelm Avenue IS part of the Washmgton State route system, deSIgnated State Route 510 from the northwest CIty hmIts to FIrst Street and State Route 507 from FIrst Street to the east CIty lImIts. FIrst Street IS a two lane roadway that runs southwest to northeast. From Yelm Avenue to the northeast, It IS deSIgnated a mmor arterIal. From Yelm Avenue to the southwest It IS deSIgnated a prIncIpal arterIal and IS a portIOn of .State Route 507 ThIS roadway 'has partIal SIdewalks and street IIghtmg and a posted speed of 25 mph The IntersectIOn of Yelm Avenue and FIrst Street operates under actuated SIgnal control WIth left turn channehzatIOn prOVIded for all approaches - KIllIon Road IS a two lane north-south rural resIdential local access roadway WIth a 35 mph posted speed hmIt. The roadway mtersects Yelm Avenue at a tee IntersectIOn north of the project SIte Stop sIg:n control IS prOVIded on the north leg of KIllIon Road Existing Traffic Operations Traffic Volume Data Weekday evenIng peak hour turmng movement counts were conducted m ApnllMay 1995 by SCA personnel for the follOWIng mtersectIOns on Yelm Avenue · KIllIon Road (Apnl 26, 1995) · Edwards Stre~t (May 4, 1995) · FIrst Street (AprIl 25, 1995) · 103rd Avenue (April 26, 1995) Yelm Retail Center Transportation Impact Analysis April 1997 Page 3 o o o '0 o o o o o c c o o D D o o o o " {(- /tlf-, - SpA Engin~nng I ^ 1 u J '; ~-vvqr .j \-\' ]-..I I I ~~}l'- (7\ v OV /0...e traffic cou~ZweYe-summarIZed wIth the predomI. nant peak hour falling between / J'. pm. and 5 30 pm The traffic cQunts were mcreased by 4% per year to reflett -- l~ , base year l~cg: ItIOns Figure 3 shows the p m. peak hour turmng movement \0 'f./ volumes for the mtersectIOns m the study area. ACCLdent Data The accIdent hIstOry of the "unsIgnalIzed" study mtersectIOns was reVIewed usmg cOI?prehenslVe accIdent mformatIOn proVIded by the Washmgton Department of TransportatIOn. The results are summarIzed below m Table 1 Table Accident Arialysis (fotLthree year . eri6dH)etw"een 9/93 and'9/96):l' Intersection Number of Reported Accidents Yelm Avenue/Klihon Road Yelm AvenuelEdwards Street Y elm Ave~ue/l03rd Street 3 11 3 The accIdent hIstory for the listed mtersectIOns does not reveal a sIgmficant safety problem or hIgh occurrence of vehIcle conflIcts over- the past 3-year perIod. The accIdents recorded at the Edwards Street mtersectIOn are mostly rear-end accIdents by vehIcles travelIng m the same dIrectIOn. ThIS could be attributed to vehIcle queumg at the FIrst Street mtersectIOn, east of Edwards Street. It IS unhkely that remedIal measures at Edwards Street, such as the cQnstructIOn of a traffic sIgnal" would be successful m reducmg rear-end type colliSIOns at thIS locatIOn. Pubhc Transportatwn The Yelm area IS presently served by two IntercIty tranSIt routes Route 94 runs hourly from the CIty of Lacey to the CIty of Yelm along Yelm Avenue Route 92 runs from Yelm to Raimer to Temno dUrIng, weekday mornmgs and afternoons. Access to the tranSIt system will be available to patrons of the proposed Yelm Retml Center ,- Yelm Retail Center 'Transportation Impact Analysis April 1997 Page 4 c:::::J c:::Jc:::Jc:::Joc:::J CJ c:J c:J c:::J C..J ~ ----------- ::=J c:=J r/:'I ...."41 Sf?" -1 V.t 010 -;:.. ? C- O Z Xl o \~.1 S U:. G t.\"\ 0 -- ...-...---- [VENING p[~K \-lOUR 1R~ff1C V,GLUME / xX "\038.0 A\!E r.t/.41 Sf? ,,-1 v.t 00/ fiGURE 11ft EXIS11NG "\997 lRP-.fflC VOLUMES 3 9503\ yELM ROl'll" CEN1ER: lRl'fflC IMP !,Cl !'NI'L ,<SIS o o o o o o o o o c o o c o o o o o o SCA Engineering IV. PROJECT TRl\FFIC CHARACTERISTICS The two project related characterIstIcs havmg the most effeCt on area traffic condItIOns are peak hpur traffic generatIOn and dIrectIOnal dIstrIbutIOn of these volumes on the ' 'area roadway network. ' Traffic Generation VehIcle traffic estImates are deterI~llned through a process known as TrIp GeneratIOn. Rates are applied to the proposed land-use to estimate vehIcle trips generated by a partIcular development durmg a specIfic tIme mterval. A vehIcular trIp IS defined as a "smgle or one-dIrectIOnal vehIcle movement WIth e{ther the OrIgm or destmatIOn (exItmg or entermg) mSIde- the study SIte" The acknowledged source of trIp generatIOn rates IS the TrIp GeneratIOn R~port prepared by the InstItute of TransportatIOn Engineers (ITE) ITE has complied surveys and estabhshed trIp rates ill studIes of retaIl sales busmesses The trIp generatIOn mformation 'us'ed for thIS study IS shown below m Table 2 . . ... .. ........... Table 2 Estimated project Trip Rates er t;()()O>suare feet (sf) Laf!.d-Use Evenmg Peak Land-Use SIze Code Hour TrIp Inbound % m s Rate SpeCIalty Retail // 54,800 814 493 57 Outbound % 43 Applymg the precedIng trIp rate to thIS project YIelds the total trip productIOn shown below on Table 3 : ... . ..... > Table 3 .. Total ProjectTri o Generation Land-Use Inbound Outbound Total Spe9alty Retail , 154 116 270 ... Included m the final trIp generatIOn calculatIOns are factors for "pass-by trIpS" "Pass- by" tripS are defined as trIpS made as mtermedIate stops from an ongm to a pnmary destmatIon (i.e , stoppmg off to buy goods and serVIces on the 'way home from work) These vehIcles WIll already be on the roadway network and WIll not add to the traffic at any of the study mtersectIOns Based on natIOnWIde stumes by ITE, approXImately 50% of all traffic generated by a commercIal center of thIS type can be ~xpected to ~, Yelm Retail Center Transportation Impact Analysis , Mril 1997 Page 5 o o o o o o o o o o o o o o o o o o o SCA Engineering orIgmate from the eXIstmg roadway network. Table 4 shows the total "new-to- network" traffic volumes reflectmg the 50% pass-by reductIQn/~ I~Oh<jl1~r) I l .!::Y-4V(CW( 'IrG Table 4 T()'tat"NeW'-'l'o~NetwQrk;;PrQjectT'ri p Generation Land-Use Inbound Outbound Total I SpeCIalty Retml , 77 58 135 - - , L. Trip Distribution The vehIcle dIrectional dIstnbutIOn to and from the SIte WIll be mfluenced primarily by.. · the area street system characteristIcs, · current travel patterns on the area roadways, · the proposed access systems for the proJect, and · locatIOns of reSIdentIal areas, employment bases and recreatIOnal"opportumt18s EIther field studIes or r~sults from transportatIOn plannmg models prOVIde data for developmg dIrectIOnal dIstrIbutIOns Thurston RegIOnal Planmng CouncIl (TRPC) has I developed a calIbrated transportatIOn plannmg model of the County WIth enhancements for the Yelm area. The model's dIstributIOn element has been calIbrated to the aforementIOned elements Usmg the TRPC model, auto-only scenarIO as a baSIS, trIp dIstributIOn factors were developed for thIS proJect. SIte traffic was aSSIgned to the local roadway network based on these dIrectIOnal dIstnbutIOn estImates. Figure 4 shows the dIstnbutIOn percentages and the SIte generated traffic volumes aSSIgned to the roadway network. Yelm Retail Center Transportation Impact Analysis April 1997 Page 6 c~ c:J. c:J CJ CJ c:J L-------' ::J CJ CJ CJ CJ CJ ----------~ 2% \ -s 0 ~ s% c 0 ~ Z _ rl Z :;0 <.f) 0 :;0 0 N~ \ , <J" ~ . -l'- \ H'S \ v' j pf{OJEG1 1f{IP GENEf{!\.1\ON U'M PEI\\<. HOUR) 101 AI.. OR\\It.IN~ ~ ',~: ~~~~~~no ~ ~ 270 \'-I[IN- 10-\'\t.l~ ~ 72 ~~~;~~\'\D ~ ~ ,~5 /'- ?, o -z. -;D o ..... 4 \ 03\<D ",\It. 3 ..... s% SR 507 --- \5% s:. ~ -;D o LEGEND s:. o ::D ::D 5% ,U) ::D o &>1!.{) If/!.!.s -?() 3% 10% HE'tl p,,^ pU\<' \-IOllR ,RIPS SIIE DIS\R\8U,\OH PERCENI fIGURE y.,'/.:J.. y.,y,% 4' srn:. GENER,b.1EO lR,b.Ff\C "OLUtJIES :;;;:\ I'll cEN1ER - 1Ri'fflc~~~~~~N,:L~SI~//../ ~----------------------~~- 9503' ---------- o o -0 o D C o D' C o D o o SCA Engineering v.' FUTURE TRAFFIC CONDITIONS Transportation Improvement Projects The CIty of Yelm plans to provIde safety Improvements to the "five-corners" mtersectIOn m the east sIde of the CIty The Improvements would mclude SIgnalIzatIOn, of the Yelm Avenue East/Creek Street/Bald I HIlls Road mtersectIOn, channelIzation Improvements, and mtersectIOn momficatIOns to Morns Road (fifth leg) These . Improvements are currently bemg constructed and WIll be completed by June 1997 Over the past few years, the CIty of Yelm has been collectmg traffic mItigatIOn fees to aSSIst m the fundmg of these Improvements The CIty Implemented a mItigatIOn fee of $300 per new p.m peak hour vehIcle SIte tnp entermg the mtersectIOn. It IS expected that the Yelm Retml Center wIl~ be reqUIred to pay mItigatIOn fees for the five-corners proJect. Future Traffic Growth Growth 'factors are used to account for unspeCIfied growth occurrmg III the project area durmg the project development years Smce the proposed project IS scheduled for completIOn m 1998, the 1997 p.m peak hour traffic volumes were Illcreased by 4% to reflect growth over the next year Traffic from other developments WhICh may occur III the VICInIty would be mcluded m the 4% growth factor I. , SIte traffic estimates were combme~ WIth these projected volumes to reflect the total traffic expected m the 1998 honzon year These volumes are referred to as the "Total Traffic AsSIgnment" and are used m the traffic analYSIS sectIOn of thIS study Figure 5 shows the projected 1998 p.m peak hour traffic volumes WIth project traffic / o / I V - -)\) J cd :y~~ \\~ Y ~ 'V JJ J) ~ o o o o o Yelm Retail Center T-rar)sportation Impact Analysis April 1997 Page 7 CJCJCJCJCJCJ CJ CJ CJ r.(Ci,t Ai s~ "'-.. tz:' s ' 70, I~ ^ .. c o Z ?J o c=J c=J CJ CJ c=J L_..J L-----------' :;:: .. c o Z :JJ o LEGEND xx , EVENII,JG PEAK HOUR TRAFFIC VOLUME NTS "- 0) (;}0 ~ ~~ <5' <<,; '" 70 0 '1"'1 &Jgs_ ","-, "\.70 ...... /,::;'0 103RD AVE r. (z1-t Sit' ",^I V.( So,> PROJECTED 1998 TRAFFIC VOLUMES W IPROJECT fiGURE 5 9503\ YELM REI AIL CEN lER-- lRl'fFlC IMP ACl I'NAL YSIS o o o D o o o o o o o o c c o o o o o SCA Engineering VI. TRAFFIC OPERATIONS ANALYSIS Analyses were conducted to Identify potential, mtersectiOn deficIenCIes m the project area for the ~Xlstmg and future year 'traffic scenarIOs. DeficIencIes fall mto two categories capaCIty and safety Capacity Analysis The source used to determme! mtersectiOn capaCIty for thIS study was the Transportatwn Research Board's (TRB) HIghway CaDacItv Manual (SoecIal Reoort 209) 1994 CapaCIty analyses were completed for eXIstmg traffic counts and future traffic assIgnment Scenarios. CapaCIty analyses results are descrIbed m terms of Level of SerVIce (LOS) LOS IS a quahtatIve term descrIbmg operatmg condItiOns a drIver WIll experIence whIle travelmg on a partIcular street or hIghway durmg a speCIfic time mterval It ranges from A (very lIttle delay) to F (long delays and congestiOn.) Detailed defimtiOns of LOS crIterIa are prOVIded m Append)x A of thIS study The followmg IS an excerpt from the CIty of Yelm's development polIcy regardmg transportation servIce Issues. "The CIty of Yelm IS bIsected by two state hIghways m the urban core whIch operate at or near failed levels of servIce, when measured on the A-F scale used by the Thurston' RegiOnal Planmng CouncIl for mtersectiOns and' turnmg movements It IS the polIcy ofYelm to dIsburse rather than to concentrate traffic through the urban core to promote a free flow of traffic throughout the commumty It IS the polIcy of Yelm to adopt levels of serVIce for concurr~ncy and plannmg purposes wh~ch WIll promote development of transportatiOn alternatIves, both routes and methods of transport, rather than c~:mtmue to enlarge the eXIstmg arterIals For concurrency purposes, the followmg standards shall apply m the Urban Growth Area. 1 In all reSIdential zones, LOS C 2 In all com;mercwl and lIght mdustrIal zones, LOS D 3 In the urban core LOS F IS recogmzed as an acceptable level of servIce where mItigatIOn to create traffic dIverSiOns, bypasses, and alternate routes and modes of transportatIon are authOrIzed ;md bemg planned, funded, and Implemented." Yelm Retail Center Transportation Impact Analysis April 1997 Page 8 o o o o o o o o c c o o c o o o o o o SCA Engineering The mtersectIOns.Identlfied for study m thIs report are all on the Yelm A venue corndor m the urban core area wIth a concurrency standard of LOS F However, thIS concurrency standard WIll not preclude the ImplementatIOn of safety Improvements along the Yelm Avenue corrIdor where deemed appropnate and reqUIred to accommodate future traffic volume conrutIOns Examples of these Improvements would , ; be traffic sIgnalIzatIOn, turn-pockets at mtersectIOns, lanes, SIgnmg, alJ.d IIghtmg Scope of the Analysls IntersectIOn analyses were performed for the followmg traffic volume scenarIOS . EXIstmg 1997 traffic volumes . Projected 1998 traffic volumes WIthout project traffic. . ProJe'cted 1998 traffic volumes WIth project traffic These four mtersectIOns WIth Yelm Avenue were Identlfied for analyses purposes as part of thIS study' . KIllIOn Road . Edwards Street . FIrst Street . 103rd Avenue The followmg IS a ruscussIOn of the results of the analYSIS for each mtersectIOn CapaCIty analYSIS worksheets are prOVIded m Appenrux B for reference purposes These results are summarIzed m Table 5 prOVIded at the end of thIS report'sectIOn. Yelm Avenue/KIllIon Road ThIS mtersectIOn IS currently an unsIgnalIzed tee-mtersectIon WIth smgle lanes prOVIded for each approach. The mtersectIOn presently operates at an acceptable LOS C conrutlon In the evemng peak hour By 1998, the mtersectIOn WIll remam at LOS C for conrutIons WIth and WIthout project traffic. ,y - Yelm Avenue/Edwards Street ThIS mtersectIOn IS a: four-leg mtersectIOn WIth smgle lane approaches The mtersectIOn presently operates at a LOS C conrutIOn m the p m peak hour ThIS wIll degrade to LOS D by the 1998 WIthout proJect' analYSIS scenano, and WIll remam at LOS D through project completIOn m 1998' I Yelm Avenue/FIrst Street ThIS intersectIOn operates under SIgnal control and has left-turn lanes on all approaches. The approaches on Yelm Avenue also have separate tIght-turn lanes The mtfrsectIOn presently operates at a LOS D conrutIOn and IS expected to remam at LOS D through project completIOn m 1998 The capaCIty analYSIS results mrucate that project SIte traffic WIll not sIgmficantly Impact traffic operatIOns at this mtersectlOn. I Yelm .Retail Center Transp~rtation Impact Analysis April 1997 Page 9 o o o o o o o o o -0 c o o o o o D. o o SCA Engineering Yelm Avenue/103rd Avenue ThIs mtersectIOn IS currently an unsIgnahzed tee-mtersectIOn wIth left-tu,rn lane channehzatIOn on Yelm Avenue and separate left"turn and nght-turn lanes on the 103rd Avenue approach. The mtersectIOn presently operates at a LOS E condItIOn. Through project completIOn m 1998, the mtersectIOn- will remam at LOS E As mentIOned preVIously, thIS LOS mdIcates the ~ondItIons a dnver would experIence turnmg left from the mInor street mto the traffic stream on the major roadway At thIS locatIOn, the mmor str~et left-turn volume IS projected to be only 10 VehIcles durmg the evemng p,eak traffic .perIod' at project completIOn m 1998 The eXIstmg mtersectIOn control and lane geometncs at thIS locatIOn will adequately accommodate projected traffic volume levels at project completIOn. SIte DnvewavlYelm Avenue ThIS mtersectIOn will be constructed as a tee mtersectIOn restncted. to rIght-turn movements to and from the drIveway At project completIOn, m the evemng peak .hour, approxImately 55 vehIcles will turn nght mto thIS SIte drIveway from the northwest. Washmgton State Department of TransportatIOn (WSDOT) nght-turn lane reqUIrements were reVIewed for the traffic volumes expected at thIS mtersectIOn. The volume o,f traffic turmng mto the project m relatIOn to the, through traffic on Yelm Avenue reveal a need for right-turn channehzatIOn at thIS mtersectIon. To alJ.ow smooth progressIOn of vehIcles travehng- past the site on Yelm Avenue, a 150' rIght- turn lane should be constructed. Turn lane warrant CrItena are proVIded m AppendIx C of thIS study Killion Road ExtensIOnN elm Avenue ThIS mtersectIOn will be built as a stop controlled tee-mtersectIOn. Two lapproach lanes will he proVIded for all legs of the mtersectIOn. ThIS mtersectIon IS' expected to operate at a LOS E condItIOn upon full completIOn of the project m 1998 I When an unsIgnahzed mtersectIOn experiences a serVIce level below LOS D, a pOSSIble Imp,rovement IS the mstallatIOn of a traffic SIgnal. The Manual on Umform Traffic Control DeVIc'es (MUTCD) by the Federal HLghway AdmmLstratwn (FHWA) prOVIdes a hst of "warrants" whIch, If met, may mdIcate a traffic SIgnal IS needed at a partIcular mte~sectIOn. We conducted a traffic SIgnal warrant an~lysIs for tills locatIOn, whIch mdIcated that a traffic sIg~al would not be warranted upon completIOn of the project m 1998 The analYSIS IS summarized m the followmg Table 5 Whe~ K:illJ.on Road IS reahgned and extended mto the SW Yelm AnnexatIOn area, the traffic SIgnal warrant analYSIS should be re-evaluated. If, at that tIme, a traffic sIgnal IS needed, It will be constructed by others. Yelm Retail Center Transportation Impact Analysis April 1997 Page 10 o 10< o o o o o o o o c o 0' o o o o o o SCA Engineering ,; Table.o SialrWarrahtAhalSis I... ... .1Gl1iofJ, .R(jadf~tehsibrtiX~hl1AZefiile '<SR.510) Projected 1998 w/project V--~- Warrant Volume Cntena ~.'., Traffic Volumes ( , 8th Hour Peak Hour \ ~arrant#l . Warrant #2 Warrant #11 (VPH) (VPH) J' '--- . ./ - Yelm Avenue , Eastbound ; , Approach 483 805 Refer to Westbound MUTCD Approach 351 585 Pg. 4C-9 Figure 4-6. Total Both Approaches 8:H 1390 420 630 Killion Rd Ext. , , Northbound Approach 51 85 140 70 \ , Warrant Satisfied #1 No / #2 No No , \ #11 0 , WSDOT turn-lane reqUIrements were also revIewed for thIS mtersectlOn. Based on left-turn entermg volume of 85 vph, left-turn channehzatlOn Will be reqUIred at thIS mtersectlOn. The left-turn channehzabon reqUIrement IS dIscussed m the followmg paragraph. The traffic volumes expected at completlOn of the project m 1998 do not warrant the constructlOn of a right-turn lane However, m anbcIpatlOn of future completlOn of the KIlhon Road ExtenslOn mto the SW Yelm AnnexatIOn area, a rIght- turn lane IS bemg reqUIred along the project frontage as a condItIOn of SIte approval - , Left- Turn Channehzatwn on Yelm A.venue A left-turn lane would be reqUIred on Yelm Avenue at the KillIOn Road ExtenSiOn. Due to the prOXImIty of thIS' mtersectIOn and other ~xIstmg mtersectiOns and <irIveways along thIS portlOn of Yelm Avenue, It IS recommended that a two-way center left-turn lqne be c9nst~ucted along the project frontage In addItion, these Improvements would need to extend approxunately 200' east of the eXIstmg KIllIon Road tee-mtersectIOn (Refer to AppendIx C for left-turn lane warrant criteria.) Yelm Retail C"imter, Transportation Impact Analysis April 1997 Page 11 o o SCA Engineering o 'r:lbJ~G ,.. p. L~'rveforServlce.(LOS)Sunll11aty , Projected 1998 Traffic Volumes EXIstmg IntersectIOn Type * 1997 Traffic WIthout With , . Volumes Prolect Prolect Yelm Avenue/KIllIon Road UnSH! C C G Yelm AvenuelEdwards Street UnSIg C D 0 Yelm Avenuellst Street SIg D . 0 0 Yelm Avenue/l03rd Street UnSIg E - E E Yelm Avenue/KIllIon Rd Ext. UnSIg N/A N/A E .... . ........... ...... o o o o o * UnsIg - Un signalized mtersection control - stop sIgns on mU10r street approach Level of servIce reflects mmor street left-turn maneuver o Sig -, signalIzed mtersection controL Level of servIce IS calculated based on average vehIcle delay (Refer to App€mmx A for definitions) o , Safety Analysis , , o c Slght Dlstance IntersectIOn sIght dIstances were exammed at the proposed SIte drIveway locatIOn on Yelm Avenue and the study mtersectIOns FIeld observatIOns mdIcate that sIght distances are adequate-m both dIrectIOns at all mtersectIOns for the vehIcle speeds on the roadways c o o o o o o Yelm Retail Center Transportation Impact Analysis April 1997 Page 12 o o '0 o D D D D D o o 0' c o o o D o o SCA Engineering VII. MITIGATION SUMMARY i Traffic generated by the pro~osed Yelm Retml Center project wIll have a small Impac,t on the area transportatIOn network servmg the study area. Based on the results of the traffic analYSIS the followmg mItIgatIOn'Items are recommended for thIS proJect. . Construct an eastbound right-turn lane on Yelm Avenue at the westernmost SIte drIvewav Based on gUIdehnes presented m the Washmgton State Department of TransportatIOn (WSDOT) DeSIgn Manual, the rIght-turn lane should be a mImmum of 150' to serve the projected traffic volumes estImated to use thIS driveway , \ t I ('I\L'- G~ ( C)Y'~ ~ll\\\ {11LF ~~ tl rJ-f ~l) . ~ i(~~ '~V~L r;V..} . ~ ' ContrIbute a proportIOnate share towards the' Improvements at the "FIve Corners" mtersectIOn. ThIS contributIOn will be based on the total ~ /0 Jl prOject traffic entermg the mtersectIOn durmg the pm peak hour ,At :5 (0 b project completIOn m 1998, the Yelm Avenue Retml proJect.Is expected to ? 1&~! add 42 p m peak hour tripS to the five corners II).tersectIOn. The CIty of ~(t c:......-- Yelm has Implemented a mItIgatIOn fee of $300 per new trip ThIS' Jt mdIcates a developer. contributIOn of $12,600 towards the proposed I \ If- i Improvement proJect. \ _ / K~I / < \Y url __ (.:L-J I {It{(6/; ~ Construct street "frontage" Improvements along Yelm Avenue West... These Improvements -~ould mclude street wIdemng to accommodate a bIcycle lane, SIdewalks, and landscape planter strIp It IS antIcIpated that right-of-way dedIcatIOn will also be reqUIred to Implement these Improvements along Yelm Avenue West These Improvem~nts would also mclude the mstallatIOn of the center two-way left-turn lane prevIOusly dIscussed. Yelm Retail Center Transportation Impa~t Analysis . . Construct an eastbound rI~ht-turn pocket at the n~w mtersectIOn of KillIOn Road ExtensIOn/Yelm Avenue WSDOT gUIdehnes mdIcate a mmImum length of 100' to adequately serve traffic volumes expected at project completIOn. . Construct a two-wav center left"turn lane on Yelm Avenue from the west propertv hne extendmg approxImatelv 200' east of the eXIstmg Kilhon Road tee-IhtersectIOn. The center tlfrn-lane will be reqUIred to accommodate the ieft-turn vehIcles entermg the SIte VIa the Kllhon Road ExtenSIOn. April 1997 Page 13 . Construct a two lane roadwav WIth paved shoulders along the southeast propertv hne mtersectmg Yelm Avenue ThIS roadway IS referred to as the "Kllhon Road ExtenSIOn" and wIll ImtIally prOVIde access to the Yelm Retml Center, but will eventually be extended and WIdened to five lanes by others to prOVIde access to the Southwest Y elm ~nexatIOn area. . . o D o o D, o o o o o c o D o D o o o c SCA Engineering VIII. CONCLUSIONS The Yelm Retml Center proJect will mcrease traffic on the area roadway network. Tills study has analyzed the peak traffic Impacts assocIated wIth tlus proJect at completIOn m 1998 Results of the capaCIty analyses mrucate that varIOUS mtersectIons along Yelm Avenue will experience mcreased congestIOn d~e m part to tills proJect. Appropriate measures have been IdentIfied to allow for contmued' progressIOn of velucles along Yelm Avenue The mItIgatIon measures IdentIfied at the SIte access drives will allow for safer mgress a~d egress movements to the SIte These Improvements 'can be easily Implemented durmg SIte development. The CIty of Yelm IS currently constructmg safety Improvements to the "five-corner" mtersectIOn.' The Yelm Retml Center will be requITed to pay a mItIgatIOn fee to the expense of thIS proJect. The cost obhgatIOn has been IdentIfied m the MItIgatIOn Summary sectIOn OfthIS report. Yelm Retail Center Transportation Impact Analysis April 1997 Page 14 --c- y-_-r-- ~-~" '~J-7; ,', " ,', ~ *\, \ 1'1 <: "\ , J ;x 'r .1': u .n' ,-' /', \ 'U , , 'D,'" ,; :r U 'C ,~\ ',' . I, ;'ry 'U , JY ~\" \ 'u \~ .,~J" " D' {j' -,' I , [y " r~ I" 'e I.... "/ ,'(.. )^ I i" ~~.. J t:~~' ..) v. '1 " ",\, 1 ;' it .\ f" '. If' (~;I .;...: , \ ,)" .~ J " I ,,'\ ~I "oj " \, ~ \^:~_., I, i' -;, .,.<" .1. , . it"" ;( , .,. < I ,~. " ~\ f' \ V I' ~~' " ", ;'1. .,' .. 'f" ,1' \ \ '1. <. ~ ._~ ,..l J i.\ r " " ,,1/ 'J ~~~~~~--~~~-' " l' ., < 1',\ :"'1[ "J " I , -, ;,. ~\ \ " " .'. ;, -~ ,/ -" .\ 1,'" if ,1" "" ',1 " { "'/' {' I,' ~,;.... \ <; l Y t '.~ I"!, .~ ~; .--1.'1 !'~ \ . " ~}. ( ". ; I , \ IJ) ) ~) .i .;~ I, , ,11 "I \. 1-, ~~ .i- \,,1 , '~! ./ ~ -t:, " " .1 \ ~ ';.( ~ "1.."- l' " ( I I\~ .1' ,~..., " I ;." '1 ", {' ~ :~ ~"" 'APpendiX A: -q ~ "..,,: L:\ \~ . ~ ? \ '< .J.',5 ~,,---~~,-~~___~I ~ J' ,:>'\ -- , o o c o o o o o o c o c c o o o o o o Level of Service Defimtions Level of ServIce (LOS) IS a qualItative measure descrIbmg operatIOnal condItIOns wIthm a traffic stream, generally described m terms of such factors as speed and travel time, freedom to maneuver, traffic mterruptrons, comfort and convemence, and safety These levels of'~ervIce are desIgnated by an A to F gradmg scale, WIth A bemg the most favorable and F bemg the least favorable Levels of ServIce for thIs study were developed using the procedures' detailed m the TransportatIOn Research Board (TR8) Highway CapaCLty 1\4anual - Specwl Report 209, Thlrd Edawn, 1.994 Unsignalized Intersections . UnsIgnahzed mtersectIOns mclude two-way stop controlled (TWSC) and all-way stop controlled (AWSC) mtersectIOns The 1994 Highway Capacay Manual provIdes new models for estImatmg level of service at hoth'TWSC and A WSC mtersectIOns that IS based on total vehIcle delay The followmg table defines the qualItative and' quantitative assessment of the LOS at an unsIgnalIzed mtersectIOn. Level of Service' Criteria for Unsignalized Intersections . Lev~l of Avg Total ServIce Delay per General DescrIptIOp or-Operatmg CondItIOns (LOS) VehIcle for Mmor Street Traffic , (Seconds) A Less than Freedom ?f vehICle operatIOn, seldom more than one vehIcle m the 50 queue B 51to100 SlIght delay, occasIOnally more than one vehIcle m the queue C 10 1 to 20 0 Most drIvers may feel restrIcted, but tolerably so Many tilJ1es there is more than one vehicle .in the queue D 20 1 to 300 Dnvers feelmcreasmgly restrIcted. Usually more than one vehiCle IS In the queue E 30 1 to 45 0 Traffic demand IS approaching maXImum capacIty Almost always more than one vehicle in the queue Dnver delay reachmg mtolerable level. F Greater IntersectIOn faIlure conchtIOn Jam denSIty than 4'5 0 - '- S Chamberlam & AsSOCIates, rnc c Level of Service DefInitions D Signalized Intersections o o Level of servIce for sIgnalIzed mtersectIOns IS defined III terms of delay, whIch IS a measure of drIver ruscomfort and frustratIOn, fuel consumptIon, and lost travel tIme SpecIfically, level of service Criteria are stated III terms of the average stopped delay per vehIcle for a 15 mmute analysIs perIOd. Delay IS a complex measure and IS dependent upon a number of varIables, Illcluruf1g the qualIty of pr~gressIOn, the cycle length, the green ratIO, and the volume-to-capacIty (v/c) ratIo for theJane group m questIOn. The followmg table shows the level of servIce CriterIa as stated Ill. the Highway Capaclty Man.ual. D D c Level of Service Criteria for Signalized Intersections Level of A vg, Delay ServIce I per Veillcle - General DescrIptIOn of Operatmg 'ConrutIOns (LOS) (Seconds) -- A Less than ThIS occurs when pro.gressIOn IS extremely favorable, and most 50 vehIcles arrIve durmg the green phase Most vehIcles do not stop at all. Short cycle lengths may also contrIbute to low delay B 5 1 to 15 0 ThIS generally occurs WIth good progreSSIOn and/or short cycle " , lengths More -vehicles stop ,than for a. LOS A, causing hIgher levels of average delay - C 15 1 to 25 0 These hIgher delays may result from faIr progreSSIOn and/or longer cycle lengths InchVldual cycle failures may begm to appear at thIS level. The number of vehIcles stoppmg IS sIgmfIcant at thIS level, although many still pass through the mtersectIOn WIthout stoppmg , D 25 1 to 40 0 The mfluence of congestIOn become's more notIceable Longer delays may resJ.llt from some combmahon of unfavorable , progreSSIOn, long cycle lengt.h, or hIgh volume/capacity ratios. . Many vehIcles stop, and the proportIOn of vehIcles not stoppmg declmes. Individual cycle failures are notIceable E 40 1 to 60 0 ThIS IS conSIdered to be the lImIt of acceptable delay These hIgh delay value's generally mchcate poor progreSSIOn, long cycle lengths, . , and hIgh volume/capacIty ratIOS InchVldual cycle failures are frequent occurrences F Greater ThIS IS conSIdered to be unacceptable to most drIvers ThIS , than 60 0 conchtIOn 'often_occur:s WIth oversaturatIOn It may also occ,ur at ~ hIgh, volume/capacity ratIOS below 1 00 WIth many mchvldual cycle failures Poor progressi'on and long cycle lengths may also contrIbute to such hIgh delay levels - D D D c D' c o .c o o Sources: 1994 Highway Capacity Manu91, Kittelson &: Associates, Inc. o o S Chamberlain & Associates, Inc. ., Co' '" c >. 'r:C >.C it" !c' -C" C' eo '-C",., . . .!:..>~-~ .~;:--,~--;.._,- " t.~ ~ " 't- ,t \ " ,. ".J. ,;. , -l_.~,,__'_..J--'-'-'_ Y,~-;- I' ...; "' " "f I c' '< 1,;. ~. ,~, f ~ . " " , '. t:.. -,-, r '" it 7...>' /],~'" ~ " r:': ; "" '-:-.( "- ~~~._-_._~ ,'- /,\ ,) , " -.,?,. ," \" " 1< L.;. " ,. > ,;- " 3. ; "'~ " I. " ' , '1 (, ,. '\ <" \ I; '" i: '\ /i I t' ---;;:-O--~~-' r' '/', '.r. '\ -rl ., I ;" \, , " ..;, " c, I i 1"",;-. ! I '. ,( ,'j, r-/ 'c. , ,. .,' " " ~ " ' ~ <, APpendiX, B ,: _......:-_~_~_.__ _~UC-~~---'- ~-"--'-- I. '" " ;, " :., .\.. ,1,~' ~1 ~~ ) " ~ l:, (I ~ , rl. ~ .. >' , o o c c c c C 'D n LJ C D C o D D o o D Ie Center For Microcomput~rs In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 *****************************w********************************** File Name ................ 50311A.HCO streets: (N-S) KILLION RD (E-W) SR 510 Major street Direction.... EW Length of Time Analyzed... 60 (min) Analyst. . . . . . . . . . . . . . . . . .. GEO Date of Analysis.......... 4/10/97 Other Information......... PM PK HOUR; EXISTING 1997 VOLUMES - Two-way stop-controlled Inter~ec~ion , . ------------------------------------------------------------------------ ------------------------------------------------------------------------ - , Eastbound Westbound L T R L T R ---- ---- ---- ---- No. Lanes' 0> 1 0 0 1< 0 s}:op/Yield N N Volumes 5 760 475 5 PHF .95 .95 .95 .95 Grade 0 0 MC's (%) 0 0 0 0 SU/RV's (%) 0 0 0 0 CV's (%) 0 o. 0 0 PCE's 1.1 1.1 1.1 1.1 Northbound L T R southbound L T R o 0 0 0> 0< 0 5 5 .95 .95 0 0 0 - 0 0 0 0 1.1 1.1 o . ' ------------------------------------------------------------------------ Adjustment Factors Vehicle Maneuver critical Gap (tg) Follow-up Time (tf) ------------------------------------------------------------------ Left Turn Major Road ~ight Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 5.00 5.50 6.00 6.50 2.10 2.60 3.30 3.40 o o o o D D o D - o o o o o o D '0 o o ,0 Center For Microcomputers In Transportatiop HCS: Unsignalized Intersection Release 2.1 Page 2 **************************************************************** WorkSheet for TWSC Intersection , -------------------------------------------------------- Step 1: RT from Minor Street NB SB , , ----~--------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Mov~ment Capacity: (pcph) prob: of Queue-free State: 478 793 793 0'.99 . , -------------------------------------------------------- Step 2: LT from Major Street WB EB Conflicting Flows: (vph) POtential Capacity: (pcph) Movement Capacity: (pcph) Probe of Queue-free State: TH Saturation Flow Rate: (pcphpl) RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Probe of Queue-free State: 480 1012 1012 0.99 1700 0.99 -------------------------------------------------------- Step 4~ LT from Minor' Street NB SB -----~---~---------------------~------------------------ Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Ad j usted Impedance Facto,r: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 1242 202 0.99 0.9~ 0.99 200 -------------------------------------------------------- o c o o o o o o c o o o o o o o o o o Center For Microco~puters In Transportation RCS: Unsignalized Intersection Release 2.1 Page 3 **************************************************************** Intersection Performance Summary FlowRate l10veCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App I -------- ------ ------ ------ ------------ ------ --------- SB L 6 200 > > > 319 11. 7 C 11.7 SB R 6 793 > > > EB L 6 1012 3.6 A 0.0 Intersection Delay = 0.1 / o o o o o D o o _0 c o o o '0 o o o o o Center For Microcomputers In Transportation HCS: qnsignalized Intersec~ion Release 2.1 Page 1 ****************************~**********************************~ File Name ................ 50311B.HCO streets: (N-S) KILLION RD (E~W) SR 510 Major street Direction..~. EW Length of Time Analyzed... 60 (min) Analyst........-............ GEO Date of Analysis.......... 4/10/97 Other ;Itiformatiqn.........' PM PJ< HOUR; PROJECTED 1998 VOLUMES W/O PROJECT, Two-way stop-controlled Intersection ------------------------------------------------------------------------ ------------------------------------------------------------------.------ , . Eastbound Westbound L T R L T R ---- ---- ---- ---- No. Lanes 0> 1 0 0 1< 0 stop/Yield N N Volumes 5 790 495 5 PHF .95 .95 .95 .95 Grade' 0 0 MC's (%) 0 0 0 0 SU/RV's (%) 0 0 0 0 CV's, (%) 0 0 0 0 PCE's 1.1 1.1 1.1 1.1 Northbound L T R southbound L IT R 0> 0< o o o o 5 .95 5 .95 , o o o 0 o 0 O. 0 1.1 1.1 ------------------------------------------------------------------------ Adjustment Factors Vehicle Maneuver critical Gap (tg) Follow-up Time (tf) ------------------------------------------------------------------ . . Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 5.00 5.50 6.00 6.50 2.10 2.60 3.30 3.40 o o o o o o o o o o o c o o o o o o o Center For Mfcrocomputers In Transportation HCS: Unsignalized Intersection Release 2.1' Page 2 **************************************************************** , , , WorkSheet for TWSC Intersection ----------------------------------~--------------------- Step 1: RT from Minor Street NB' SB , -------------------------------------------------------- conflicting Flows: (vph) Potential' Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue-free State: 498 774 774 0.99 Step 2: LT from Major ?treet WB EB -~------------------------------------------------------ . \. Confllctlng Flows: (vph) Potential Capacity: (pcph) M9vement Capacity: (pcph) Prob. of Queue-free State: TH Saturation Flow Rate: (pcphpl) RT Saturation Flow Rate:, (pcphpl) Major LT Shared Lane Prob. of Queue-free .State: 500 990 990 0.99 1700 0.99 , -------------------------------------------------------- . , Step 4: LT from Minor Street NB SB ---------------------------------~---~---------------~-- Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: capacity Adjustment Factor que to Impeding Movements' Movement Capacity: (pcph) 1292 ( I 189 0.99 0.99 0.99 187 -------------------------------------------------------- o o o o o o o o - 0 c o o o , .0, o ,0 o o -0 Center For Microcomputers In Transportation' HCS: Unsignalized Intersection ~~leaSe 2.1 Page 3 **************************************************************** ./ I Inte~section Performance Summary FlowRate MoveCap Shared Cap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Oelay LOS, -By App, -------- ------ ------ ------ ------------ ------ --------- SB L 6 187 > > > 301 12.5 C 12.5 SB R 6 774 > > > EB L 6 9'90 3.7 A 0.0 Intersection Delay = 0.1 9 o 0' o o o Dc o o C D o C D o o o o o o Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 * * * * * * * *,* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * , File Name ................ 50311C.HCO streets: (N~S) KILLION RD (E-W) SR 510 Major street Direction.... EW Length of Time Analyzed... 60 (min) Analyst................... GEO' Date of Analysis.......... 4/10/97 'Other Information......... PM ~K HOUR; PROJECTED 1998 VOLUMES W/PROJECT \ I Two-way stop-controlled Intersection ------------------------------------------------------------------------ ------------------------------------------------------------------------ . . Eastbound Westbound L T R L T R ---- ---- ---'- ---- No. Lanes 0> 1 0 0 1< 0 Stop/Yield N N Volumes 5 830 545 5 PHF .95 .95 .95 .95 Grade 0 0 MC's (%) 0 0 0 0 SU/RV's (%) 0 0 0 0 CV's (%) 0 O' 0 0 PCE's 1.1 1.1 1.1 1.,1 Northbound L T I R _ Southbound LT" R o 0 ---- ---- ---- a 0> 0< 0 5 5 .95 .95 0 0 0 0 0 0 0 1.1 1.1 o ------------------------------------------------------------------------ Adjustment Factors Vehicle Maneuver Critical Gap (tg) Follow-up Time (tf) , ------------------------------------------------------------------ Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 5.00 5.50 6.00 6.50 2.10 2.60 3.30 3.40 o o o o o o D o C C o ,0 D o -0 o o o o Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2~1 Page 2 **************************************************************** WorkSheet for TWSC Intersection f_______________________________________________________~ st~p 1: RT from Minor Street NB SB ------------------------------------~------------------- Conflicting Flows: (vph) Potential capacity: (pcph) Movement Capacity:- (pcph) Prob. of Queue-free State: 548 731 731 0.99 Step 2: LT from Major Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue-free State: TH Saturation Flow Rate: (pcphpl) RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-free State: 550 938 938 0.99 1700 0.99 , -------------------------------------------------------- Step 4: LT from Minor Street - I \ NB ,SB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements MQvement Capacity: (pcph) 1382 168 0.99 0.99 0.99 166 / . 0' o o o o o o o D- C o D- O o o o o o o Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 *********************************************************~*****~- Intersection Performance Summary \ FlowRate Move <;:: ap SharedCap Avg.Total Movement v (pcph)- cm,(pcph) Csh(pcph) Delay ,. , -------- ------ ------ -----~ ------------ SB L 6 166 > > 271 13.9 SB R 6 - 731 > > EB L 6 93'8 3.9 Intersection Delay = 0.1 Delay LOS By App > C 13 '.9 > A 0.0 o o o D o o o o o c o o o o D- O o o -0 Center yor Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 **************************************************************** ; \ File Name ................ 50312A.HCO streets: (N-S) EDWARDS STREET (E-W) SR ?10 Major Street Qirection.... EW Length of Time Analyzed~.. 60 (min) Analyst. . . . . . . . . . . . . . . . . .. GEO Date of Analysis.......... 4/10/97 Other Information......... PM PK HR; EXISTING 1997 VOLUMES Two:-way stop-controlled Intersection ------------------------------------------------------------------------ ------------------------------------------------------------------------ Eastbound Westbound Northbound , Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0> 1< 0 0> 1< 0 0> 1< 0 0> 1< 0 stop/Yield N N \ Volumes 30 745 15 10 585 40 , 5 5 10 25 5 40 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Grade 0 - 0 0 '0 MC's (%) 0 0 0 0 0 0 0 0 0 0 0 0 I SU/RV's / (%) 0 0 p 0 0 , 0 0 0 0 0 0 0 CV's (%) 0 0 0 0 0 0 0 0 0 0 0 0 P~E's 1.1 1-.1 1.1 1.1 1.1 1.1 1..1 1.1 1.1 1.1 1.1 1.1 ----------------------------------------------------------~-------~----- Adjustment factors Vehicle Maneuver critical Gap (tg) Follow-up Time (tf) ------------------------------------------------------------------ Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 5.00 5.50 6.00 6.50 2.10 2.69 3.30 3.40 \, " o o o o D D o C o [J o c o D o o o o 0" Center For Microcomputers ,In Transportation HCS: UnsignaYized Intersection Release 2.1 Page. 2 **************************************************************** , WorkSneet for TWSC Intersection step 1: RT from Minor street NB SB -------------------------------------------------------- , , Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: '(pcph) Prob. of Queue-free state: 752 576 576 0.98 605 684 684 0.93 step 2: LT from Major street WB EB -------------------------------------------------------- . . Conflicting Flows: (vph) Potential Capacity: (pcph) Mov~ment C~pacity: (pcph) Prob. of Queue-free state: TH Saturation Flow Rate: (pcphpl) RT Saturation Flow Rate: (pcphpl) Major LT Shared 'Lane Prob. of Queue-free State: 760 745 745 0.98 1700 1700 625 863 863 0.96 1700 1700 0.97 , 0.92 step 3: TH from Minor street NB SB ---------~-----~------------------------------~--------- Conflicting Flows: (vph) Potential Capacity: (pcph) Capacity Adjustment Factor - due to Impeding Movements Movement Capacity: (pcph) Prob. of Queue-free state: 1418 197 1405 200 0.89 175 0.97 0.89 178 0.97 -----------------~-------------------------------------- step 4: LT from Minor Street NB SB ----------------------------------~----------~---------- conflicting Flows: _(vph) Potential capacity: (pcph) Major LT, Minor TH Impedance Factor: , Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 1420 159 1405 163 0.86 0.89 0.86 0.89 0.83 ,132 0.87 142 /' ;,- o o o o o I o o o o c c o o o o o o o o Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 **************************************************************** Intersection Performance Summary FlowRate MoveCap Sharedcap Avg.Total Delay Movement v (pcph) Cm.(pcph) Csh(pcph) ,Delay LOS By App -------- ------ ------ ------ ------------ ------ --,------- - NB L 6 132 > > , > NB T 6 175 > 239 > 16.7 > C 16.7 NB R 12 576 > > > SB L 29 142 > > > SB T 6 178 > 265 > 19.5 > C 19.5 SB R 46 684 > > > EB L / 35 863 4.3 A 0.2 WB L 12 745 4.9 A 0.1 Intersection Delay = 1.2 o o C- D o o o o o [J c c o o D o o o '0 Center For Microcomputers In Transportation HCS: Unsignalized Intersection _ Release 2.1 _ Page 1 **************************************************************** . - File Name ................ 50312B.HCO streets: (N-S) EDWARDS STREET (E-W) SR 510 Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst. . . . . . . . . . . . . . . . . .. GEO Date of Analysis.......... 4/10/97 Other Information......... PM PK HRi-PEOJECTED 1998 VOLUMES W/O PROJECT Two-way stop-controlled Intersection ------------------------------------------------------------------------ ------------------------------------------------------------------------ , Eastbound Westbound Northbound Southbound L T R L T R L T R L 'T, R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. ~anes 0> 1< 0 0> 1< 0 0> 1< 0 0> 1< 0 Stop/Yield N N Volumes 30 775 15 ' 10' 610 40 5 5 10 25 5 40 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Grade 0 0 0 0 MC's (%) 0 0 0 0 0 0 0 0 0 0 0 0 SU/RV's (%) 0 0 0 0' I 0 0 0 0 0 0 0 0 CV's (%) 0 0 0 0 0 0 0 0 0 O. 0 0' PCE's 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1 Adjustment, Factors Vehicle Maneuver critical Gap (tg) Follow-up Time (tf) Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 5.00 5.50 6.00 - 6.50 2.10 2.60 3.30 3.40 ". o o o o o o o o o c o o c c o o '0 o o Center For Microcomputers In Transportatio~ HCS: Unsignalized Intersection Release 2.1 Page 2 **********~***************************************************** WorkSheet for TWSC Intersection -------------------------------------------------------- . . Step 1: RT from Minor Street NB SB _______ - _____ - __ _____ _____________ ____ _________ ___ __ ___1- conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph)' Prob. of Queue-free State: 782' 556 556 0.98 630 664 664 0.93 Step 2: LT from Major Street WB EB -~------------------------------------------------------ Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue-free state: TH Saturation Flow Rate: (pcphpl) RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-free state: 790 721 721 0.98 1700 1700 650 840 840 0.96 1700 1700 0.97 _ 0.91 I -------------------------------------------------------- Step 3: TH fro~ Minor Str~et NB SB Conflicting Flows: (vph) Potential Capacity: (pcph) Capacity Adjustment Factor ,due to Impeding Movements Movement Capacity: (pcph) Prob. of Queue-free State: 1472 184 1460 187 0.88 162 0.96 ,0.88 165 0.96 Step 4: LT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) 1475 1460 Potential Capacity: (pcph) 148 i 151 Major LT, Minor TH Impedance Factor: 0.85 0.85 Adjusted Impedance Factor: 0.89 0.88 capacity Adjustment Factor due to Impeding Movements 0.82 0.87 Movement Capacity: (pcph} 122 131 ------------~--------~---------------------------------- o o o o o c c o c c o c C 10', e c D o -0 Center For Microcomputers In Transportation HCS:-Unsignalized Intersection Release 2.1 Page 3 **************************************************************** Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------ ------------ ------ --------- NB L 6 122 > ,> > NB T 6 162 > 223 > 18.1 > C 18.1 NB R 12 556 > > > SB L 29 131 > > ,> SB T 6 165 > 248 > 21.5 > D 21.5 SB R 46 664 > > > EB L 35 840 4.5 A 0.2 WB L 12 721 5.1 B 0.1 Intersection Delay = 1.3 o D C ,0 o o D C C C C C C o C D o o c Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 **************************************************************** I File Name .....'........... 50312C.HCO, streets: (N-S) EDWARDS STREET (E-W) SR 510- Major street Direction.... EW Length of Time Analyzed... 60 (min) \ Analyst. . . . . . . . . . . . . . . . . .. GEO Date of Analysis.......... 4/10/97 Other Infor~ation......... PM PK HRi PROJECTED 1998 VOLUMES W/PROJECT Two-way stop-controlled Intersection ------------------------------------------------------------------------ ------------------------------------------------------------------------ Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- ---- No. Lanes 0> 1< 0 0-> 1< 0 0> 1< o. 0> 1< 0- Stop/Yield N N Volumes 30 810 15 10 655 40 5 5 10 25 5 45 PHF .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 .95 Grade 0 0 0 0 MC's (%) 0 0 0 0 0 0 0 0 0 0 0 0 SU/RV's (%) 0 0 0 0 0 0 0 0 0 0 0 0 CV's (%) 0 0 0 0 0 0 0 0 0 0 0 , 0 peE's 1.1 1.1 1.1 1.1 1.1 1.1 1.1 ,1.1 1.1 1.1 1.1 1.1 / Adjustment Factors Vehicle Maneuver critical ~ap (tg) Follow.-up Time (tf) Left Turn'Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 5.00 5.50 6.00 6.50 " ,2.10 2.60, 3.30 3.40 o o c o o o o o c c c c c c c c c c c :J -' Center For Microcomputers In Transportation HCS: unsignalized Intersection Release 2.1 Page 2 ~****************************~********************************** I WorkSheet for TWSC Intersection Step 1: RT from Minor Street , -------------------------------------~------------------ SB NB -------------------------------------------------------- '0 conflicting Flows: (vph) Potential capacity: (pcph) Movement Capacity: (pcph) Pro~. of Queue-free state: step 2: LT from Major Street' Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity~ (pcph) Prob. of Queue-free state: TH Saturation Flow Rate: (pcphpl) RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue-free State: Step 3: TH from Minor Street Conflicting Flows: (vph) Potential Capacity: (pcph) Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) Prob. of Queue-free state: step 4: LT from Minor street Conflicting Flows: (vph) Potential capacity: (pcph) Major LT" Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 818 533 533 0.98" W~ 825 693 .693 0.98 1700 1700 0.97 NB 1552 167 0.87 145 0.96 NB 1558 133 0.84 o 0.87 0.80 107 675 630 630 0.92 EB 695 800 800 0.96 1700 1700 ' 0.90 SB '1540 170 0.87 148 0.96 SB 1540 136 0.83 0.87 0.85 116 o D o D' o o 0, o o c c c c o o c '0 D o Center For Microcomputers In Transportation HCS: Unsignalized Inte~section Release 2~1 Page j **************************************************************** Intersection Performance Summary - FlowRate MoveCap Shared Cap Avg.rotal Delay MovemeT\t v(pcph) Cnl(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------ ------------ ------ --------- NB L 6 107 > > > NB T 6, 145 > 200 > 20.5 > D 20.5 NB R 12 533 > > > SB L 29 116 > > > SB T 6 148 > 233 > 24.6 > D 24.6 SB R 52 630 > > > , f EB L 35 800 4.7 A 0.2 WB L 12 693 5.3 B 0'.1 Intersection Delay = 1.5 - ~ o o o o , D o D D' o C C o C o o D D o 'D Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 **************************************************************** - File Name ................ 50313A.HCO r'-:;- streets: (N-S) 103RD STREET (E-W) SR ~ ~~. Major Street Direction.... EW Lehgth of Time Analyzed... 60 (min) Analyst................... GEO Date of Analysis.......... 4/10/97 Other Information......... PM PK HR; EXISTING 1997 TRAFFIC VOLUMES Two-way stop-controlled Inters~ction ======================================================================== Eastbound Westbound Northbound Southbound L T R L T R L T R L T R ---- ---- No. Lanes 1 1 0 0 1< 0 0 0 0 1 ,- 0 1 Stop/Yield N N, Volumes 80 780 700 10 10 65 PHF .95 .95 .95 .95 .95 .95 Grade 0 0 0 0 MC's (%) 0 0 0 0 0 0 - SU/RV's (%) 0 0 0 0 0 0 CV's I( %} ,0 0 0 0 0 0 PCE's 1.1 1.1 1.1 1.1 1.1 1.1 , ---------------------------------~-----~--------------------,------------ Adjustment 'Factors " Vehicle Maneuver critical Gap (tg) Follow-up Time (tf) ------------------------------------------------------------------ , Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 5.00 5.50 6.00 6.50 2.10 2.60 3.30 3.40 J o o. o o o o 0, o o o o c o c o C D o C Center For Microcomputers .In Tra~sportation HCS: Unsignalized Intersectioh Release 2.1 Page 2 **************************************************************** WorkSheet for TWSC Intercsection Step 1: RT from Minor Street NB SB -------------------------------------------------------~ Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Probe of Queue-free State: 7'05 608 608 0.88 Step 2: LT from Major Street WB E~ Confli~ting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Probe of Queue-free State: 710 787 787 0.88 , -------------------------------------------------------- - Step 4: LT from Minor Street NB SB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 1565 131 0.88 0.88 0.88 116 o o o o o o o o o o c c o c c o o o c Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 **************************************************************** Intersection P~rIormance Summary FlowRate MoveCap Shared Cap Avg.Total Delay Movement v (pcph) C1fi(pcph) Csh(pcph) Delay LOS By App , -------- ------ ------ ------ ------------ ------ --------- SB L 12 116 34.6 E 10.5 SB R 75 608 6.8 B EB L 92 787 5.2 ~ 0.5 Intersection Delay = 0.7 " 0, o o o 0' o o o o c , c c o n u c c o o o Center For Microcomputers In Transportation ~CS: Unsignalized Intersection Release 2.1 Page 1 **************************************************************** File Name ................ 50313B.HCO ~~ streets: (N-S) 103RD STREET (E-W) SR~7U~ Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst. . . . . . . . . . . . . . . . . .. GEO Date o~ Analysis.......... 4/10/97 Other Information......... PM PK HR; PROJECTED 1:998 VOLUMES W/O PROJECT Two-way stop-controlled Intersection ------------------------------------------------------------------------ ------------------------------------------------------------------------ Eastbound Westbound Northbound Southbound L T R L T R Ii T R L T R ---- ---- No. Lanes 1 1 0 0 1< 0 0 0 0 1 0 1 Stop/Yield N N Vol,umes 85 810 730 10 10 70 PHF .95 .95 .95 .95 .95 .95 Grade 0 0 0 0 MC's (%) 0 0 0 0, 0 0 SU/RV's (%) 0' 0 0 0 0 0 CV's (%) 0 0 0 0 0 0 PCE's 1.1 1.1 1.1 1.1 1.1 1.1 ----------~~-----------------------------------------~------------------ \ Adjustment Factors Vehicle Maneuver Critical Gap (tg) Follow-up Time (tf) , ------------------------------------------------------------------ Left Turn Majpr Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 5.00 5.50 6.00 6.50 2.10 2.60, 3.30 3.40 c o o o o o o o ,0 o o c c c o c c o o Center For Microcompqters In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 '**************************************************************** WorkSheet for TWSC1Intersection -------------------------------------------------------- - , step 1: RT from Minor Street NB SB -------------------------------------------------------- conflicting Flows: (vph) Potential capacity: (pcph) Movement Capacity: (pcph) Probe of Queue-free state: 735 587 587 0.86 , --------------------~----------------------------------- " " step 2: LT,from Major street WB EB - -------------------------------------------------------- conflIpting Flows: (vph) Potential Capacity: (pcph)' Movement capacity: (pcph) prob. of Queue-free state: 740 761 761 0.87 --------------~-------------~------------~----~--------- step 4: LT from Minor street NB SB --------~----------------------------------------------- Conflicting Flows: (vph) Potential Capacity: ~pcphY Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement capacity: (pcph) 1630 120 0.87 ~.87 0.87 105 ------------------------------------------'-------------- \ , o o o o o o o C D C C C C C C D C o C Center For Microcomputers ~n Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 **************************************************************** Intersection Performance Summary FlowRate MoveCap Sh~redCap ,Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App I -------- ------ ------ ------ ------------ ------ --------- - SB L 12 105 38.7 E 11.1 SB R 81 587 7.1 B EB L 98 761 5.4 ~ '0.5 -' Intersection Delay = 0.8 ... '- ~, , , o o c o o D' o o c o c o o c c o c o c Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 **************************************************************** File Name ................ 50313C.HCO streets: (N-S) 103RD STREET Major Street Direction.... EW Length of Time Analyzed... 60 (min) Analyst. ... . . . . . . . . . . . . !_ . . . ~ GEO Date of Analysis.......... 4/~0/97 ,Other Information......... PM PK HR; Two-way stop-controlled Intersection (E-W) SR -&'!O~1- PROJECTED 1998 VOLUMES W/PROJECT . =========~============================================================== ,Northbound L T R Southbound L T R Eastbound Westbound L T R L T R , ---- No. Lanes 1 1 0 0 1< 0 stop/Yield N N Volumes 85 830 750 10 PHF .95 .95 .95 .95 Grade 0 0 MC's (%) 0 0 0 0 ~U/RV's (%) 0 0 0 0 CV's (%) 0 0 0 0 PCE's 1.1 1.1 1.1 1.1 o o 0 1 10 .95 0 I 0 0 1.1 1 o 70 .95 o o o o o 1.1 ------------------------------------------------------------------------ .Adjustment Factors Vehicle Maneuver critical Gap (tg) Follow.-up Time (tf) ------------------------------------------------------------------ , 5.00 5.50 6.-00 6.50 2.10 2.60 :3. 30 3.40 Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road o o c o o o o I C o c c o c C D o C C o Center For Microcomputers In Transportation HCS: Unsignalized Intersectio~ Release 2.1 Page 2 **************************************************************** WorkSheet for TWSC Intersection , ' -------------------------------------------------------- Step 1: RT from Minor S~reet SB NB -------------------------------------------------------- Conflict~ng rlows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) prob. of Queue-free State: 755 574 574 0.86 , .' -------------------------------------------------------- Step 2: LT from Major Street EB WB ---------------------------------~---------------------- Conflicting Flows: (vph)_ Potential Capacity: (pcph) Movement Capacity: (pcph) prob. of Queue-~ree state: 760 745 745 0.87 -------------------------------------------------------- Step 4: LT from Minor Street, SB NB -------------------------------------------------------- conflicting Flows: (vph) Potential Capacity: (pcph) Ma j or LT, ,Minor TH Impedance Factor.: Adjusted Impedance Factor: Capacity Adjustment Factor gue to Impeding Movements Movement Capacity: (pcph) 1670 114 0.87 0.87 0.87 99 -------------------------------------------------------- o o o D- O o o o D o C o o o o o o o o Center For Microcomputers In Transportation - HCS: Unsignalized Intersection Release 2.1 Page 3 **************************~**********~************************** Intersection Performance Summary "- FlowRate MoveCap SharedCap Movement v(pcph) Cm(pcph) Csh(pcph) , . SB L 99 Avg.Total Delay Delay By App 12 SB R 81 574 LOS 41.4 E EB L 98 745 11. 6 7.3 B 5.6 B 0.5 Intersection Delay = 0.8 J o o o o o o o o o c o o o o. o o o o o \ , Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 ******************************************************~********* File Name .:.............. 5031WD.HCO, streets: (N-S) SITE DRIVEWAY (E-W) SR 510 Major Street Direction.... EW- Length of Time Analyzed... 60 (min) Analyst. . . . . . . . . . . . . . . . . .. GEO Date of Analysis.......... 4/10/97 Other Information......... PM PK HRi PROJECTED 1998 VOLUMES W/PROJECT Two-way stop-controlled Intersection . , ------------------------------------------------------------------------ ------------------------------------------------------------------------ Eastbound Westbound Northbound S6uthbound L T R L T R L T R L T ,R ---- No. 'Lanes 0 1 1 1 1 0 J 1 -. 0 1 0 0 0 'Stop/Yield N N Volumes 765 55 35 490 25 30 PHF .95 .95 .95 .95 .95 .95 Grade 0 0 0 0 MC's (%) 0 0 0 0 0 0 SU/RV's (%) 0 0 0 0 0 0 CV's (%) 0 0 0 0 0 0 PCE's 1.1 1.1 1.1 1.1 1.1 1.1' , ------------------------------------------------------------------------ Vehicle Maneuver Adjustmept F~ctors Critical Gap (tg) Follow-up Time (tf) --------------------------------------------------------~--------- Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 5.00 5.50 6.00 6.50 2.10 2.60 3.30 3.40 '- o o o o o o o o o c c c o c o o c c o Center For Microcomputers In Transportation HCS: Unsignal~zed Intersection Release 2.1 ' Page 2 , ********************************************~******************* 1 \ WorkSheet for TWSC Intersection \ -------------------------------------------------------- Step 1: RT from Minor Street NB SB '-------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (~cph) Movement Capacity: (pcph) Probe of Queue-free State: 765 567 567 0.94 -------------------------------------------------------- . . Step 2: LT from Major Street WB EB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Probe of Queue-free state: 820 697 697 0.94 -------------------------------------------------------- step 4: LT from Minor Street NB SB ------------------------------------------~------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 1290 190 0.94 0.94 0.94 179 -------------------------------------------------------- I D- O o o o o o c c c c c o o o o o o o Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 **************************************************************** , Intersection Performance Summary FlowRate MoveCap Shared Cap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay , LOS By App -------- ------ ------ ------ ------------ ------ --------- , NB L 29 179 24.0 D I' 14.6 NB R 35 567 6.8 B WB L 41 697 5.5 B 0.4 Intersection Delay = 0.7 \ ',- - 0 0 c 0 0 c 0 c 0 c 0 c 0 C r 0 C !O 0 0 Center Eor Microcomputers In Transportation HCS: Unsignalize~ Intersection Release 2.1 Page 1 **************************************************************** File Name ................ 5031KX.HCO streets: (N~$) KILLION EXT. (E-W) SR 510 Major street Direction.... EW Length of Time Analyzed... 60 (min) Analyst. . . . . . . . . . . . . . . . . .. GEO Date of Analysis.......... 4/10/97 Other Information......... PM PK HR'; PROJECTED 1998 VOLUMES. W/PROJECT 'Two-way stop-controlled Intersection ------------------------------------------------------------------------ ----------------------------------------------------------------~------- Eastbound L T R Westbound L T R Northbound L T R southbound L T R No. Lanes 0 1 1 1 1 0 1 0 .1 0 0 0 stop/Yield N N Volumes 790 15 85 470 40 45 PHF .95 .95 .95 .95 .95 .95 Grade 0 0 0 0 MC's (%) 0 0 0 0 0 0 SU/RV's (%) 0 0 0 0 b 0 CV's (%) 0 0 0 0 0 0 PCE's 1.1 1.1 1.1 1.1 1.1 1.1 ------------------------------------------------------------------------ Adjustment Factors Vehicle Maneuver critical Gap (tg) Follow-up Time (tf) . . ------------------------------------------------------------------ Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Lef~ Turn Minor Road 5.00 5.50 6.00 6.50 2.10 2.60 3.30 3.40 o o o o o c o o c o u C D' C D C o o o Center For Microcomputers In Transportation HCS:- Unsignalized Intersection Release 2.1 Page 2 **************************************************************** /' WorkSheet for TWSC Intersection -------------------------------------------------------- Step 1: RT from Minor Street NB SB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capaeity: \.(pcph) Prob. of Queue-free State: 790 551 551 0.91 -------------------------------------------------------- Step 2: LT from Major Street WB EB -'------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Mov~ment Capacity:' (pcph) prob. of Queue-free State: 805 709 \ 709 0.86 -------------------------------------------------------- - , Step 4: LT from Minor street NB SB -------------------------------------------------------- Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance F~ctor: Adjusted Impedance Factor: Cap~city Adjustment Factor due to Impeding Movements . I Movement Capaclty: (pcph) 1344 176 0.86 0.86 0.86 152 -------------------------------------------------------- , 0 0 c 0 0 0 D C C C C n u C \ I C D C 0 0 D Center For Microcomputers In Transportation / HCS: Unsignalized Intersection Release 2.~ Page, 3 - **************************************************************** Intersection Performance Summary FlowRate MoveCap ShafedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App -------- ------ ------ ------ ------------ ------ --------- NB L 46 152 33.9 E 19.8 NB R 52 551 7.2 B WB L 98 709 5.9 B 0.9 Intersection Delay = 1.5 . ' -~---~-~-,-----'-~-~~'~~~_. c=J ~~ "', 1Il g.l.Ci' ::J ~~ lOll) -"'::J c: Il) - ~ IQ Cll 10 ..... C) W u-. c=J LJ CJ c:=J CJ. c-J CJ LJ c-J c-::J LJ c:=J \ WESTBOUND LEFT-TURN VOLUME 85 TOTAL DHV ON SR 510 1389 LEFT-TURN DHV = 6.1% OF TOTAL DHV + c C!J E QJ > \ a E (J\ r- c .- (1) c --. .... L I -::1 ~ -t- .... :J C!J !!cn - (J\ ,cg 8" c ~ .... .- Q) (f) 1010 Q (1) -t- 6J C>- 't-- C C!J -.J 0- (1) Ul C :J .- (1) c en L :J I- .. > I 0 - 0 + 0 I- ~ 25 20 15 10 o c:J c:J c=J. c=J c=J c:J I KILLION ROAD EXTENSION ON SR 510 f3elow cw-ve, star"age not needed for capacity. Above curve, storage recommended. Toto I OIlV. ..OHV is total volume from both direct-ions. Curren-t yecw volume may be used on 3-fi Pr'ojecl~; ll..Speeds ore posted speed J Imits S' Cii j;; Cll I) :::. o ::J III I. . .... ~ QO \Q I I 1 I 1------>---+-..._+ 900 1000 L1 00 1200 LEFT TURN STORACE GUIDELINES . Unsignal izecJ intersection Two - lone highway (. ir-"T KEY~ I", > -~ ~7q 6.1% 5 -+---.j.~- 300 400 500 GOO- 700 800 o o c o o o o o Cl C o o C D o o o -0 o , ' Intersections KILLION ROAD EXT. ON SR-510 RIGHT-TURN DHV 14 ~PROACH VOLUME DHV 804 RIGHT-TURN LANE GUIDELI~ES I o o 100 w 2: =:> 80 -.J o > "--. ~ ?ight-Turn Lane ~ (Figure 910-11b) 'Right-Turn Pocket or~ Pecommended Taper (Figure 910-110) ~ Recommended ~ 1 I I z ' c::: 5 0 =:> i- !- I CJ .40 r -~ rv =:> :=) 20 14 RQdius Only Recommerc~d QC o ... I 500 500 VOLUME (OOhV)* I - I I 700 ~ <( w CL o ~ 00 200 PEAK' HOUR 300 400 I APPROACH * ~or ~wo- lane highways, use the peak hour approach volume (through + r ght turnJ. =-or multilane. hloh sDeed (Posted at LJ5 MPH or, ODOveJ ~Ighways. use the-r!ght-1an~ peak hour approach vOlume (through + right turn), .=- 0 r 3 - R pi 0 j e c t s, use cur r e n t yea r v 0 I u me s \Jote: When a I I "Three of the fo I low! ng cond: t Ions are met. the DDHV IS reduced by 20 VP~. I. Po~ted speed 45 MPH or under. 2. Right-turn volume greater than LJO VPH. ). IOTcl coproach volume less than 300 VPH. .1 Rlght- Tur~ Lane Guidelines Figure 910-10 Page 910-46 D8slgn Manual March 1994 o c c c c c c c c " ,0 o o o o D D C' o o Intersection s '" w... g 100 I I I w 2: :=l -1 o > 80 i r WESTEl{NMOST DRIVEWAY ON SR-510 RlGHT-TURNDHV 55 APPROACH VOLUME DHV 820 RIGHT-TURN LANE GUIDELINES ~ Riqht-Turn Pocket~ Taper (F I gure 9'10-1 La) "-,,- Recommended Right-TLJrn Lane (Figure 910-11b) Recommended z c::: 5 0 :J, 55 f- ''-' ,'-....) 40 ~ I I 20r- I I I I I o oc ~ Q c::: c::: ---- o ~, < ~ Radius Only Recommende: I I I 500 '700 (ODHV)* ! - I 100 200 300 400 500 PEAK H OU R .APPROACH V.oL UME * For two- lane highways use the peak hour approach volume (through + right turn). , For mult, lane. high speed (Posted at 45 MPH or above) highways, use th~ r!ght- lane peak hour approach volume (th~ough + rig~t turn). Page 910-46 . For 3-R p~o jects, use current year volumes., , Note: When 0 I I three of the fo I low I ng cond I t Ions are met, the DDHV IS r~duced by 20 VPH. 1. Posted speed 45 MPH or undero 20 Right-turn volume greater than 40 VPH. Jo TOTal ?pproach Nolume less than 300 VPH. \ I Right-Turn Lane 'GuIdelines Figure 910-10 0\ DesIgn Manual March 1994