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TIATraffic Impact Analysis Willow Glenn Phase III Preliminary Plat Prepared For: Yelm Property Development LL.C. 16422 SE Middle Street Yelm WA 98597 Prepared By: Skillings-Connolly, Inc. 5016 Lacey Boulevard SE Lacey, Washington 98503 (206) 491-3399 October 2005 Revised January 9, 2006 Traffic Impact Analysis Willow Glenn Phase III Preliminary Plat Prepared For: Yelm Property Development LL.C. 16422 SE Middle Street Yelm WA 98597 Prepared By: ~ I9 ~~ Skillings-Connolly, Inc. 5016 Lacey Boulevard SE Lacey, Washington 98503 (206) 491-3399 October 2005 Revised January 9, 2006 INTRODUCTION This report documents the traffic impact analysis performed for the proposed Willow Glenn Phase III preliminary plat on the west side of Grove Road in Yelm, Washington. Access from the subdivision will be by way of Grove Road SE and via Greenleaf Loop &Cascadian /Sundance Avenues SE with their intersections with Middle Road (Figure 1). The access on Grove Road SE is to be stop sign controlled. The site plan (Figure 2) shows the proposed layout and the access roadways. The roadways within the subdivision will be public roadways. This report addresses the existing traffic conditions in the area and provides analysis and discussion of the traffic impacts that will be created by the Willow Glenn Phase III plat. The proposed development will be composed of 55 single-family dwelling units when completed in 2007. EXISTING CONDITIONS Road Network Grove Road SE is a 22-foot wide surfaced two-lane neighborhood collector with no shoulders, which provides the eastern access to and from the development, and the residential area to the north connecting with Canal Road SE. Greenleaf Loop, Cascadian and Sundance Avenues SE are two-lane paved local access residential streets that connects Greenleaf Way SE with Middle Road SE Middle Road is a 22-foot wide two-lane paved local access residential street with no shoulders between Railway Road and 100th Way SE, except for curb and sidewalk improvements along the frontage of the Willow Glenn Phase II and Oakridge developments. 100th Way SE is a 22-foot wide two-lane paved local access residential street with no shoulders that connects Middle Road with Grove Street. It is an extension of Middle Road. Railway Road is a 22-foot wide surfaced two-lane collector with no shoulders that connects 1St Street north with Wilkensen /Canal Roads and provides the western access to and from Middle Road and the residential areas to the north to the Yelm city center. Yelm Avenue (Washington State Routes 507/510) is a two-lane east-west arterial. The speed limit along Yelm Avenue is posted at 30 MPH. The intersection of Yelm Avenue and 1St Street is signalized. 1St Street is a two-lane north-south arterial. 1St Street south of the signalized intersection with Yelm Avenue is Washington State Route 507. 1St Street to the north connects with Railway Road and Rhoton Road and provides access to northerly residential areas. 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I A A ° I ~~ I °o ~ l ~ ~ I v 1 N I I N I. ~ ~ ~ °c L - J a' r~ ~, I I 01 I ~ I ,~' m i l , ~ rNim w DRAINAGE i\ [;il$t ~ L--~..1._. .-L.~_.-...~-J" L-- 'd~ ~ ` -J y TRACT ' on nn i -_-.' ..... r rA~__~ ~ ~ - ,.. ~ ~ ~ -- ~ .~ti D~ ~ .. 100 ........ ... ~,,. 1100 "_ '...'p rn_ ~ ~ ~a c ~/ ~rn r ~ ~ o ~ f ~ J O C f A a mm O _ _ _ j/ ti = m GROVE ROAD SE 0 64300100601 64300100602 64300100600 vl R R 1 / 5, RURAL RESIDENTIAL RR 1 / 5, RURAL RESIDENTIAL m P o° o ~ D o° o ° ix c ° ss z r A i o ^, v r' Z ~ p Q A O ) r m~ CZ m m A Iw m o v y • , 1nC ~ N AA ~ m A ~ _ ~ S/~ 2 n m a1 ~ Z ; m m D O Z O ~ ~ n to A VZ l m ~ ~ x - ti P 0 ~ m In / O N n D O N 5 N C m ZZ l1 n yrO p.Z~1 lA~IQ C _ ~ y N U.lllm O A {{ _ WD~7NC0 m~1 >ON ~m ~_ N m O ~ O n lz+l SZ2 mZ ~5 m II "'I y O ti K ~ ~~ ~ O O O !1 W Oln`lOrfm~l >: CO v;O ~Z <m ll t~ gb ~ Z V O Z ~ Z m Z m _ r SO O Z fl Z>C D OC NII OD 0 ~ 1 ~1 YO n p + Z. 10FOXN DA V10/Iq ~~ y O y Z V ~ C A V'D~;N O70 Z - . ( <~ mZ N p ~00 SON ~~Sm~ 4 D n N = L7 ~ All z DA O N< ° >: >C .~N O { p WOD OOZn Nm NDD.UN g ° r ~ `° m ..m m A IIN~ N~ y ~< z ~ Flo r~<n m O O ~ m ~ ~ 0 O r ~ O m m NFm ~ O T >f7 OJ . N 2 N O -~ N ~ N NO < j O < V N ~ D m m p m ~ pp r O nm w Z 1 N ~ m r z -+ r r n Traffic Volumes The selection of the study intersections is based on the City of Yelm's approval of the July 12, 2005 scoping proposal. They are: • Yelm Avenue & 1St Street (signalized intersection) • Railway Road & 1St Street (two way stop control) • Middle Road & Railway Road (two way stop control) • Grove Road -Flume Roads & Canal Road (two way stop control) The PM peak hour turning movement counts were performed at the Middle Road & Railway Road and the Grove-Flume Roads& Canal Road intersections during the last week of August 2005. Turning Movement counts for 1St Street & Yelm Avenue and 1St Street and Railway Road were taken from the March 2005 Yelm Retail Center Traffic Impact Analysis and projected to 2007 base year. The existing 2005 PM peak hour traffic volumes in the project area are shown on page 4. Accident Review Accident data was obtained from the Washington state department of Transportation for the past three years (January 1, 2002 to December 31, 2004). Number of Intersection Accidents Intersection 2002 2003 2004 1St St & Yelm Ave. 11 11 9 1 St St. /Rhoton Rd & 0 1 0 Railway Road Railway Rd & 0 0 0 Middle Rd. Canal Rd & Grove - 0 0 0 Flume Rd The Yelm Ave. and 1St St. intersection was the only intersection analyzed for accident rate. Utilizing the average annual daily traffic entering the intersection, the calculated accident rate for this intersection in 2002 is 1.38 per million vehicles entering (MEV), 2003 is 1.37 MEV, 2004 is 1.03 MEV. Construction of the Yelm Loop projects should reduce the number of accidents at this intersection. The low number of accidents at the other intersection did not warrant analysis Sight Distance Review A sight distance review was conducted at the proposed development access point at Grove Rd. Sight distance to the right is approximately 600 feet. To the left, the distance is approximately 600 feet also. These distances are more than adequate for the 35 MPH speed limit. School Pedestrian Routes There are no existing pedestrian facilities on Grove Road. The Yelm School district was again contacted for a walking plan for the school. The Yelm District still does not allow students to walk or ride bicycles along Middle Road or 100t" Way to the school and provides bus service for these students. Existing Levels of Service All level of service (LOS) analyses were conducted following the procedures outlined in the 2000 Highway Capacity Manual and utilized Highway Capacity Software. The LOS at unsignalized stop sign controlled intersections is measured in terms of approach delay. The LOS at signalized intersections is measured in terms of control delay. The reported LOS is typically for the worst case of all the calculated movements. Geometric characteristics and conflicting traffic movements are taken into consideration when determining LOS. Existing PM Peak Intersection Delay LOS Middle Rd & Railway Rd 9.4 A Grove -Flume Rd & Canal Rd 12.0 B 1St St. & Railway Rd 11.3 B Yelm Ave & 1St St. 29.9 C ~o~ t „9 LZ 528 ~~ ~ ~ 419 z t r,~ 11~ ~ ~ 224 1st St. & Yelm Ave. 15 ~/ 1061 135 ~ o l~ L° 14 «,~ r ^ 1 14 Grove Rd ~ Canal Rd l~ l~ L L' ~ ~ tr, tr4o ,~~ ~~ 1st St ~ RaihNay Rd Railway Rd 8 Piddle Rd Existing 2005 PM Peak Hour Traffic volumes 4 TRAFFIC IMPACT ANALYSIS Trip Generation The trip generation values for the 55-lot plat are based on the maximum number of dwelling units proposed. The average rates for single-family detached housing (code 210) from the Institute of Transportation Engineers' Trip Generation (7th Edition, 2003) were used to calculate the number of trips generated. The following table reflects the average weekday daily traffic volume (AWDT) and weekday PM peak hour volumes. Trip Generation Summary PM Peak hour volumes Average Weekda Dail 55 units Entering Exiting y y Traffic Volume PM PM Greenleaf via Middle Road 24 11 335 Grove Road 11 10 210 Total 35 21 536 Trip Distribution Trip distribution to and from the proposed development was based on area traffic flow percentages provided by the city of Yelm. Figure 3 depicts the predicted project-generated PM peak hour volumes assigned to the surrounding street network. Proiected Traffic Volumes The estimated non-site (base line) traffic volumes, expected at project completion (2007), were projected forward from 2005 traffic counts projected to 2007 using annual growth rates provided by the city. These rates are 2% for all intersections. The City reported "pipeline" developments that might have an effect the traffic impacts. The proposed trips generated by the Oakridge development were included in the forecast traffic volumes. The forecast traffic volumes both without and with site traffic are shown on pages 6 & 7. Future Levels of Service Weekday PM peak hour LOS analyses were conducted for the study intersections using the projected 2007 turning movement volumes both with and without the proposed project. These analyses were conducted following the procedures outlined in the 2000 Highway Capacity Manual. Highway Capacity Software and Sincro software were used for analysis. The table on page 8 summarizes the results. 1 ~~ ~ ~ ~~ ~ ~ ,~ I o Z \--~ ~ o \ Y ~, m ~ I - w ~~ o ~ o- ~ i- W ~ ~ ~ ~ ~ ~~ a ~~~ '~j \ o H- r 42~ 3~0~10 Q ~ o ~ ~~ = o CANAL ~- 0 0 W N ~ Q~ ~ J ~ ~ ~cS- N ~F, J Z o ~~~~ ~ ~ ti ~ ~ _ w ~ ~ Q / N ~ ~ ~ ~ W ~ ~ ~ ~ ~~ ~ w Q ~ ~ I ~ ~ N ~ ~ \ / W 42i NOlOH2i \ ~ ~ _ i ~s a _ _ ~ 3 w J N Q U ~ n E~~ O ~, N J ~ ~~ o W ~ Q' '" ~• ~~` ~~ ~~ O ~ ~ ~ O auusuu~ ni:an cn/~n/ni BMD'S] unnnai~aian-ai~i iincnn:!l~un ~j~ '1 L~ ~s y ~] ~ ~s z 1 r,~ 11~ 101 ~~ 1 st St. ~ Yelm Ave. 162 1 Lo t r~ ,~ ~',~ 1st St & Railway Rd ~i~ J' L° 16 y ~ ~ 15 1102 T r, 14~ 15 Grove Rd & Canal Rd 29 1 L8 t r51 r~ Railway Rd ~ Middle Rd ZOOl PM Peak bur Tra~~ic Volumes Vlr~out Std 6 „~;,, i ,1 L~ 5as ~- [~] ~ ~s sz t r,~, 11~ 104 233 1st St. ~ Yelm Ave. 162 _ 11 1~ L° 1 r~ 183 • 1~ 1st St ~ Rahway Rd 'J 16 y 111 14~ Grove 7 1 ~15 I 1 15 Rd 8 Canal Rd 29 1 L$ t r2 Railway Rd ~ Middle Rd ZOOl PM Peak Hour Traffic Volumes Wig Sid 2007 Peak Hour LOS I t ti Without Site Traffic With Site Traffic n ersec on Dela LOS Dela LOS Middle Rd & Railway Rd 9.5 A 9.7 A Grove -Flume Rd & Canal Rd 12.2 B 12.2 BA 1 St St & Railway Rd 11.6 B 11.9 B Yelm Ave & 1St St 30.4 C 33.1 C The Middle Rd & Railway Rd intersection currently operates at LOS A during the PM peak hour. By 2007, the intersection will operate at LOS A during the PM peak hour. When the predicted traffic from the proposed subdivision is added, it will continue operating at LOS A with a slight increase in delay time. The Grove - Flume ~ Canal Rd intersection currently operates at LOS B during the PM peak hour. By 2007, the intersection will operate at LOS B during the PM peak hour. When the predicted traffic from the proposed subdivision is added, it will continue operating at LOS B with a slight increase in delay time. . The 1St St & Railway Rd intersection currently operates at LOS B during the PM peak hour. By 2007, the intersection will operate at LOS B during the PM peak hour. When the predicted traffic from the proposed subdivision is added, it will continue operating at LOS B with a slight increase in delay time. . The Yelm Ave & 1St St intersection currently operates at LOS C during the PM peak hour. By 2007, the intersection will operate at LOS C during the PM peak hour. When the predicted traffic from the proposed subdivision is added, it will continue operating at LOS C with a Slight increase in delay time. Construction of the Yelm Loop projects should reduce the congestion and increase the level of service at this intersection. MITIGATION No significant impacts were discovered during this analysis that require mitigation. SUMMARY Traffic counts taken in January and September 2005 established the 2005 base traffic volumes used for this analysis. The existing traffic was projected forward to 2007, which is the projected build out year for the development, using a growth rate of 2% for all intersections. The trips generated by the Oakridge Development were included in the forecast traffic volumes. The generated trips from Willow Glenn Phase III preliminary plat were then added to achieve the traffic volumes expected when the development is completed. The proposed Willow Glenn Phase III preliminary plat will generate a total of 56 vehicle trips (35 inbound and 21 outbound) during the weekday PM peak hour. These trips were distributed to the entrances on Grove Rd and Middle Rd via Greenleaf St. These trips were then distributed based on the existing traffic flow patterns provided by the City. Approximately 45 percent of the trips were distributed northwest toward Lacey and Interstate 5, 39 percent easterly toward McKenna, 10 percent toward Rainier, and 6 percent toward Nisqually Pines. The results of this traffic impact analysis show that traffic from the proposed Willow Glenn Phase III preliminary plat will not significantly decrease the levels of service at the intersections in the surrounding street network. Delay time at the LOS C intersection at Yelm Avenue and 1St Street is not significantly increased. The addition of traffic from the plat will not significantly increase the current accident rate of 1.03 per MVE at the Yelm Avenue & 1St Street Intersection. There are no other intersections in the scope of this study with a significant accident history. Sight distance at the intersections is adequate. The intersection alignment at Middle Road and Railway Road is adequate for the existing traffic and should not be a future problem with the addition of traffic from the Oakridge project. It appears that there will be no sight distance problem at the Grove Street entrance to the development Concern for school children walking along Middle Road to Fort Steven Elementary School is a non-issue since the School District does not allow students to walk or ride bicycles to school along Middle Road. Appendix io Skillings -Connolly, Inc. 5016 Lacey blvd Lacey, WA 98503 File Name Site Code Start Date Page No (;rnuns Printarl- l Inshiftari railway & middle :00000000 9/28/2005 :1 - Railway Rd Middle Rd Railway Rd MID Southbo und Westbound Northbound ~ E astbou nd Start Time Left Thr u Rig ht Ped ; s App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht Ped s App. Total Left Thr u Rig ht ~ Ped s App. Total Int. Total _ Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 _1.0 1.0 j 1.0 1.0 1.0 1.0 ; 1.0 , I 04:00 PM 1 10 0 0 11 11 0 0 0 11 0 10 9 0 19 0 0 0 0 0 41 04:15 PM 1 3 0 0 4 9 0 2 0 11 0 8 11 0 19 i 0 0 0 0 0 34 04:30 PM 1 5 0 0 6 9 0 3 0 12 0 13 13 0 26 0 0 0 0 0 44 04:45 PM 0 9 0 0 9 12 0 3 0 15 0 4 7 0 11 0 0 __ 0 __ 0 0 35 Total 3 27 0 -0 30 41 0 8 0 49 0 35 40 0 75 0 0 0 0 0 154 05:00 PM 2 6 0 0 8 5 0 0 0 5 0 10 11 0 21 0 0 0 0 0. 34 05:15 PM 0 8 0 0 8 14 0 1 0 15 0 11 10 0 21 0 0 0 0 0 44 05:30 PM 2 8 0 0 10 ; 11 0 1 0 12 0 8 13 0 21 0 0 0 0 0 43 05:45 PM 3 5 0 0 8' 5 0 1 0 6 0 5 11 0 16 0 0 0 0 30 0 Total 7 27 _ 0 0 34 _ 35 0 _ 3 0 38 , _ _ 0 34 45 0 79 _ 0 _ 0 _ _ 0 _ _ 0 _ "-~ 151 G 10 54 0 0 64 76 0 11 0 87 0 69 85 0 154 0 0 0 0 0~ 305 Total Apprch % 15. 84. 0.0 0.0 87. 0.0 12 fi 0.0 0.0 44. 55. 0.0 I 0.0 0.0 0.0 0.0 6 4 4 8 2 Total % 3.3 17 ~ 0.0 0.0 21.0 24. 9 0.0 3.6 0.0 28.5 ~ 0.0 22. 6 27. 9 0.0 50.5 i 0.0 0.0 0.0 0.0 0.0 ai way Out In Total I ___80] ! 64'I ',`_144 ~i i i i- I 0~ 54', 10 0] ~I ~ RiOM 'I hru Leff Peds I ~ '_ ~ F ~~, ~ ~ a~i -~' I _ - ~ - - - ---- -~ 'r-~ - - ~ ~ O o North f~ ~ ` N ~i i ~ i ~ ' I' h_ - -~ L o ~ H128/2005 4:00:00 PM ~ 9128/2005 5 45 00 PM i , ~ ! r ~~~~ ~ ~~' ~- I ' : : , ~- I ~ O ~~I D_ ~ _ nshifted ~ ~ ~ o ~' 1 ~ I O ii ~ H °'. -o d a - - __ --- l , ~ a l l ~~ o IN m _~ --- ~ N o l ~~ - i i ~~ ? ~ -/ i Left Thru __R~ht Peds I T~ 69 j 85 I_ --- r - - - _.L_ i__- 130 ~~ [_ 15~ L.._ 284] ~I Out In Total i i Skillings -Connolly, Inc. 5016 Lacey blvd Lacey, WA 98503 File Name :railway & middle Site Code :00000000 Start Date :9/28/2005 Page No : 2 -- Railway Rd Southbound - Middle Rd Westbound - __ Railway Rd Northbound MID Eastbound _ _ r Start Left Thr Rig Ped App. Left Thr Rig Ped App. Left Thr Rig Ped App. Left Thr Rig Ped App. Int. Time ~._ ,_ u ~ ht s Total u ht I s Total - 1_ u ht s Total u ht s Total Total Peak Hour From 04:00 PM to 05:45 PM -P eak 1 of 1 Intersecti 04:30 PM ~ on i Volume 3 28 0 0 31 ~ 40 0 7 0 47 0 38 41 0 79 1 0 0 0 0 0 157 Percent 90 0 0:0 9 7 0 85. 0.0 14 9 0.0 0.0 48. 51. 0.0 0.0 0.0 0.0 0.0 . . 3 1 I 1 9 0 8 0 0 8 14 0 1 0 15' 0 11 10 0 21 ,' 0 0 0 0 O 44 Volume Peak 0.89; Factor High Int. 04:45 PM 1 04:45 PM 04:30 PM 3:45:00 PM Volume 0 9 0 0 9 12 0 3 0 15 ~ 0 13 13 0 26 Peak 0.86 0.78 ; 0.76 Factor 1 3 I 0 ai way Out In Total ~~ 3~ ~T~ 1 0 __2$~ 3;_ J Right Thru Left Peds ~ ~ J I~ mI° f- °L ~ I, ~~x~ ~ ~ I ? ~ I'r ~ I ~ ^` V I I LO A .~~. ! °,` North ~ I a L ~ C ~ ~ F- 19128/2005 4:30:00 PM ~ c ° ~ ~ ~ `~ --' i ° ~ ~I28I2005 5:15:00 PM ' ~ I iv ° , I ° ~ ~ O i O N Unshifted _ ; __.. ~ ~ ~~ O ~~ _j - _ _ _ _ f N L a - - - I-- I I I n mu _ ---- - cO m 1 1~ ~ Left Thru Right _Peds ' - ~ 38 ~ 41 I 0 I 79'i ~ B L 1 Out Total Skillings -Connolly, Inc. 5016 Lacey blvd Lacey, WA 98503 File Name Site Code Start Date Page No Grou s Printed- Unshifted Grove-Flume & Canal :00000000 9/29/2005 :1 FLUME RD CANAL RD GROVE RD CANAL RD Southbo und Westbound Northbound E astbound Start Left Thr Rig Ped App. Left Thr Rig Ped App. Left Thr Rig Ped App. Left Thr Rig Ped App. _ Int. _ Time u ht s Total u ht i s Total u ht s Total u ht s Total Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 04:00 PM 0 5 1 0 6 0 4 0 0 4 29 2 0 0 _ 31 0 4 23 0 27 68 04:15 PM 0 2 3 0 5 ~ 1 2 1 0 4 35 1 2 0 38 5 4 29 0 38 85 04:30 PM 0 0 2 0 2 0 1 0 0 1 32 3 0 0 35 2 4 24 0 30 68 _04:45_PM _ 0 _ 3 _ 4 0 7 0 3 __ _ 0 0 3 33 4 1 0 38 2 2 23 0 27 , 75 Total 0 10 10 0 20 I 1 10 1 0 12 129 10 3 0 142 9 14 99 0 122 ~ 296 05:00 PM 0 1 0 0 1 1 3 0 0 4 33 3 2 0 38 ' 2 4 26 0 32 75 05:15 PM 0 3 1 0 4 0 7 0 0 7 37 4 1 0 42 1 5 33 0 39 92 05:30 PM 0 2 0 0 2 2 3 0 0 5 32 4 0 0 36 1 2 17 0 20 ~ 63 05:45 PM 0 1 1 0 2 0 1 0 0 1 33 1 0 0 34 0 6 20 0 26 63 Total 0 7 2 0 9 3 14 0 0 17 135 12 3 0 150 4 17 96 0 117 ~ 293 G 0 17 12 0 i 29 4 24 1 0 29 ~ 264 22 6 0 292 13 31 195 0 239 I 589 Total A ° pprch /0 0.0 58. 41. 0'0 i 13. 82. 3.4 0.0 90' 7.5 2.1 0.0 5.4 13. 81. 0 0 6 4 i 8 8 4 0 6 . Total % 0.0 2.9 2.0 0.0 4.9 i 0.7 4.1 0.2 0.0 4.9 4 $ 3.7 1.0 0.0 49.6 2.2 5.3 3 ~' 0.0 40.6 Out In Total I 38J -2~ ir_ 65 I i ~- -_:~ j ~?Z._ n. aL_ o'. ~ Right Thru Left Peds F~ ~~ -~ i ------ YO M I ~ ~ ~ * ~;O ilk O ~ ~ ~ J ~ I .~. » W `~ North ~~ ~ C N ~ ~ H/ /--_C A ~ ~_ -~ -~ '~ .. X6/29/2005 4:00:00 PM ~ ~-~ ~~ ~ t 9/29/2005 5:45:00 PM I~ _~ ~ ~ ~ o~ ~' o _ Unshifted 1~ a h ~~ _J n N f ~ a mm _ a N ~ ~- ~ T ~~ Left Thru Right Peds 264 _ 22 6~ 0 ~ -7J 216 i 292 ~ 508 Out In Total X Skillings -Connolly, Inc. 5016 Lacey blvd Lacey, WA 98503 Southbound Start Left Thr Rig Ped , App. Time u ht s ~ Total yak Hour From 04:00 PM to 05:45 PM - Pi Intersecti 04:30 PM on Volume 0 7 7 0 14 Percent 0.0 5 ~ 5 ~ 0:0 05:15 0 3 1 0 4 Volume Peak Factor High Int. 04:45 PM Volume 0 3 4 0 7 Peak 0.50 Factor 0 Westbound Thr Rig Ped App. Left u ht , s Total ;ak 1 of 1 1 14 0 0 15 6.7 9 3 0.0 0.0 0 7 0 0 7 05:15 PM 0 7 0 0 7 0.53 6 Northbound File Name :Grove-Flume & Canal Site Code :00000000 Start Date :9/29/2005 Page No : 2 Left Thr Rig Ped App. ~ u ht s Total 135 14 4 0 153 88. 9 2 2.6 0 0 2 . . 37 4 1 0 42 05:15 PM 37 4 1 0 42 0.91 1 Eastbound Thr Rig Ped App. Left u ht s Total 7 15 106 0 128 5.5 11. 82. 0.0 7 8 1 5 33 0 39 05:15 PM 1 5 33 0 39 0.82 1 Out In Total _ 21 14 351 --i- 7 7i Oj Right Thru Left Peds ~-~ i -- i m eo• ~ ~ J ~ I ~~ _ ~. ~ r a w. I H i ~ d J ~ I .~. O O C !~ J N ~, ~ ~ F.. _~ North ~ ~ ~---C `O ~ C ~~ 12912005 4:30:00 PM A ~ o ~ ~~ 9/29/2005 5:15:00 PM j I ~! N ~;~ ~~~ ~ ~ ~U~_shifted I ~ ~ ~j--j ~ a _ - - - - a~ - -- - i... -- mo ------ W,;v a- ~ I ~ ~ i Left Thru Ri ht Peds [_ _135 _ _ .14_ L __ 4 _.-~ L ` - ~_ _. 114 153 267 Out In Total Int. Total 310 92 0.842 Yelm Ave. & 1st Street Baseline 3: I nt 9/29/2005 Lane Configurations ~ ~' ~ ~ '~ ~ ~' ~ ~ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.89 1.00 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1752 1845 1568 1736 1807 1752 1649 1770 1685 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.39 1.00 0.25 1.00 Satd Flow (perm) 1752 1845 1568 1736 1807 719 1649 466. 1685 Volume (vph) 119 528 66 176 419 32 111 93 224 57 58 101 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 125 556 69 185 441 34 117 98 236 60 61 106 Lane Group Flow (vph) 125 556 69 185 475 0 117 334 0 60 167 0 Heavy Vehicles (%) 3% 3% 3°!0 4% 4% 4% 3% 3% 3% 2% 2% 2% Parking (#/hr) 5 -- Turn Type Prot Perm Prot pm+pt Pm+pt Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 4 8 Actuated Green, G (s) 7.9 30.4 30.4 9.8 32.3 23.0 17.9 16.6 14.7 Effective Green, g (s) 7.9 30.4 30.4 9.8 32.3 23.0 17.9 16.6 14.7 Actuated g/C Ratio 0.10 0.40 0.40 0.13 0.42 0.30 0.24 0.22 0.19 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 182 738 627 224 768 287 388 134 326 v/s Ratio Prot 0.07 c0.30 c0.11 0.26 c0.03 c0.20 0.01 0.10 v/s Ratio Perm 0.04 0.10 0.09 v/c Ratio 0.69 0.75 0.11 0.83 0.62 0.41 0.86 0.45 0.51 Uniform Delay, d1 32.9 19.6 14.3 32.3 17.0 20.0 27.9 24.7 27.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.3 4.4 0.1 21.3 1.5 0.9 17.4 2.4 1.4 Delay (s) 43.1 24.0 14.4 53.6 18.5 21.0 45.3 27.1 28.8 Level of Service D C B D B C D C C Approach Delay (s) 26.3 28.4 39.0 28.4 Approach LOS C C D C HCM Average Control Delay 29.9 HCM Level of Service C HCM Volume to Capaci ty ratio - 0.79 Actuated Cycle Length (s) 76.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 75.8% ICU Level of Service C c Critical Lane Group Existing Condition Synchro 5 Report KDH Page 1 SKILLILACE-ST51 Yelm Ave & 1st Street 3: I nt 9/29/2005 Lane Configurations ~ ~ ~ ~ '~ ~ '~ ~ '~ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Totat Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.89 1.00 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1752 1845 1568 1736 1807 1752 1651 1770 1682 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.39 1.00 0.25 1.00 Satd. Flow (perm) 1752 1845 1568 1736 1807 719 1651 466 1682 Volume (vph) 134 528 66 176 419 32 111 96 224 57 60 110 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 141 556 69 185 441 34 117 101 236 60 63 116 Lane Group Flow (vph) 141 556 69 185 475 0 117 337 0 60 179 0 Heavy Vehicles (%) 3% 3% 3% 4% 4% 4% 3% 3% 3% 2% 2% 2% Parking (#/hr) 5 Tum Type Prot Perm Prot pm+pt pm+pt Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 4 8 Actuated Green, G (s) 8.2 30.2 30.2 9.8 31.8 23.2 18.1 16.8 14.9 Effective Green, g (s) 8.2 30.2 30.2 9.8 31.8 23.2 18.1 16.8 14.9 Actuated g/C Ratio 0.11 0.40 0.40 0.13 0.42 0.31 0.24 0.22 0.20 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 189 733 623 224 756 289 393 136 330 v/s Ratio Prot 0.08 c0.30 c0.11 0.26 c0.03 c0.20 0.01 0.11 v!s Ratio Perm 0.04 0.10 0.09 v/c Ratio 0.75 0.76 0.11 0.83 0.63 0.40 0.86 0.44 0.54 Uniform Delay, d1 32.9 19.8 14.4 32.3 17.4 19.9 27.7 24.6 27.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.8 4.5 0.1 21.3 1.6 0.9 16.6 2.3 1.8 Delay (s) 47.7 24.3 14.5 53.6 19.1 20.8 44.3 26.9 29.3 Level of Service D C B D B C D C C Approach Delay (s) 27.7 28.8 38.3 28.7 Approach LOS C C D C HCM Average Control Delay 30.4 HCM Level of Service C HCM Volume to Capacity ratio - 0.80 Actuated Cycle Length (s) 76.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 76.0% ICU Level of Service C c Critical Lane Group 2007 PM Peak w/o Project Synchro 5 Report KDH Page 1 SKILLILACE-ST51 Yelm Ave. & 1st Street Baseline 3: I nt 9I29I2005 Lane Configurations ~ f ~ ~ '~ ~ ~ ~ ~ Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.90 1.00 0.90 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1752 1845 1568 1736 1807 1752 1653 1770 1680 Flt Permitted 0.95 1.00 1.00 0.95 1.00 0.39 1.00 0.25 1.00 Satd. Flow (perm) 1752 1845 1568 1736 1807 719 1653 466 1680 Volume (vph) 150 549 69 183 436 34 116 104 233 60 63 119 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 158 578 73 193 459 36 122 109 245 63 66 125 Lane Group Flow (vph) 158 578 73 193 495 0 122 354 0 63 191 0 Heavy VehiCleS (%) 3% 3% 3% 4% 4% 4% 3% 3% 3% 2% 2% 2% Parking (#/hr) 5 Turn Type Prot Perm Prot pm+pt Pm+Pt Protected Phases 5 2 1 6 7 4 3 8 Permitted Phases 2 4 8 Actuated Green, G (s) 8.5 30.9 30.9 10.1 32.5 24.0 19.0 17.8 15.9 Effective Green, g (s) 8.5 30.9 30.9 10.1 32.5 24.0 19.0 17.8 15.9 Actuated g/C Ratio 0.11 0.40 0.40 0.13 0.42 0.31 0.24 0.23 0.20 Clearance Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 191 732 622 225 754 288 403 138 343 v/s Ratio Prot 0.09 c0.31 c0.11 0.27 c0.03 c0.21 0.01 0.11 v/s Ratio Perm 0.05 0.10 0.09 v/c Ratio 0.83 0.79 0.12 0.86 0.66 0.42 0.88 0.46 0.56 Uniform Delay, d1 34.0 20.6 14.9 33.2 18.2 20.3 28.3 25.3 27.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 24.4 5.7 0.1 26.1 2.1 1.0 19.0 2.4 2.0 Delay (s) 58.4 26.3 15.0 59.3 20.3 21.4 47.3 27.7 29.8 Level of Service E C B E C C D C C Approach Delay (s) 31.6 31.2 40.7 29.3 Approach LOS C C . _ D _ .. ,_ C . HCM Rverage Control Delay 33.1 . HCM Level of Service C HCM Volume to Capacity ratio - 0.83 Actuated Cycle Length (s) 77.9 Sum of lost time (s) 16.0 Intersection Capacity Utilization 78.8% ICU Level of Service C c Critical Lane Group 2007 PM Peak w/project Synchro 5 Report KDH Page 1 SKILLILACE-ST51 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st fs Intersection Railwa Rd &1st St. enc /Co. Skillin s - Connoll ,Inc. urisdiction Cit of Yelm Date Performed 9/29/2005 nal sis Year 2005 Existin nal sis Time Period PM eak hour Pro'ect ID Willow Glenn 111 East/West Street: Railwa Rd North/South Street: 1st Street Intersection Orientation: North-South tud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 0 176 92 10 156 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 195 102 11 173 0 Percent Heavy Vehicles 0 -- -- 0 - -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 61 0 9 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 67 0 10 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Dela ,Queue Len th, and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR (vph) 11 77 C (m) (vph) 1276 651 /c 0.01 0.12 5% queue length 0.03 0.40 Control Delay 7.8 11.3 LOS A 8 pproach Delay -- -- 11.3 pproach LOS -- -- 8 HCSl000TM Copyright ©2000 University of Florida, All Rights Reserved Version 4.1 file://C:\Documents%20and%20Settings\fred2\Local%20Settings\Temp\u2k4E.tmp 9/30/2005 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st fs Intersection Railwa Rd &1st St. enc /Co. Skillin s - Connoll ,Inc. urisdiction Cit of Yelm Date Performed 9/29/2005 nal sis Year 2007 Without Site nal sis Time Period PM eak hour Pro'ect ID Willow Glenn 111 East/West Street: Railwa Rd North/South Street: 1st Street Intersection Orientation: North-South Stud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 0 183 112 11 162 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 203 124 12 180 0 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 72 0 10 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 80 0 11 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Dela ,Queue Len th, and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR (vph) 12 91 C(m)(vph) 1244 634 /c 0.01 0.14 5% queue length 0.03 0.50 ontrol Delay 7.9 11.6 LOS A 8 pproach Delay -- -- 11.6 pproach LOS -- -- 8 HCS2000TM Copyright ©2000 University of Florida, All Rights Reserved Version 4.1 file://C:\Documents%20and%20Settings\fred2\Local%20Settings\Temp\u2k54.tmp 9/30/2005 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Anal sis Time Period fs Skillings -Connolly, Inc. 9/29/2005 PM eak hour Intersection Jurisdiction Analysis Year Railway Rd &1st St. City of Yelm 2007 With SiteTraffic Pro'ect Descri tion Willow Glenn 111 East/West Street: Railwa Rd North/South Street: 1st Street Intersection Orientation: North-South Stud Period hrs : 0.25 V®hicle Volumes and Ad'ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 183 136 11 162 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 203 151 12 180 0 Percent Heav Vehicles 0 -- -- 0 -- - Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 0 1 0 0 1 0 Confi uration TR LT U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 83 0 10 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 92 0 11 0 0 0 Percent Heav Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 0 0 Configuration LTR Dela Queue !en th and level ofSe rvice Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LTR v (vph) 12 103 C (m) (vph) 1216 624 v/c 0.01 0.17 95% queue length 0.03 0.59 Control Delay 8.0 11.9 LOS A B Approach Delay -- -- 11.9 Approach LOS -- -- 8 Rights Reserved HCS2000TM Copyright ®2003 University of Florida, All Rights Reserved Version 4.1d Version 4.1d Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information nal st fs Intersection Railwa Rd & Middle Rd enc /Co. Skillin s - Connoll ,Inc. urisdiction Cit of Yelm Date Performed 9/30/2005 nal sis Year 2005 Existin nal sis Time Period PM eak hour Pro'ect ID Willow Glenn 111 East/West Street: Middle Rd North/South Street: Railwa Rd Intersection Orientation: North-South Stud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 0 38 41 3 28 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 42 45 3 31 0 Percent Heavy Vehicles 0 - -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 40 0 7 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 44 0 7 0 D 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela ,Queue Len th, and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 3 51 C (m) (vph) 1522 873 /c 0.00 0.06 95% queue length 0.01 0.19 Control Delay 7.4 9.4 LOS A A pproach Delay -- -- 9.4 pproach LOS -- -- A HCS2000TM Copyright ©2000 University of Florida, All Rights Reserved Version 4.1 file://C:\Documents%20and%20Settings\fred2\I,ocal%20Settings\Temp\u2k57.tmp 9/30/2005 Two-Way Stop Control Page 1 of 1 ~ TWO-WAY STOP CONTROL SUMMARY ~ rnnnral Infnrma+inn ISite Information I nal st fs Intersection Railwa Rd & Middle Rd enc /Co. Skillin s - Connoll ,Inc. urisdiction Cit of Yelm Date Performed 9/30/2005 nal sis Year 2007 without site traffic nal sis Time Period PM eak hour Pro'ect ID Willow Glenn Ill East/West Street: Middle Rd North/South Street: Railwa Rd Intersection Orientation: North-South Stud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 0 40 60 4 29 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 44 66 4 32 0 Percent Heavy Vehicles 0 -- - 0 - -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 51 0 8 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 56 0 8 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela Queue Len th, and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR (vph) 4 64 C (m) (vph) 1493 859 /c 0.00 0.07 5% queue length 0.01 0.24 Control Delay 7.4 9.5 LOS A A pproach Delay -- -- 9.5 pproach LOS -- -- A HCS2000~ Copyright ©2000 University of Florida, All Rights Reserved Version 4.1 file://C:\Documents%20and%20Settings\fred2\Local%20Settings\Temp\u2k5A.tmp 9/30/2005 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Anal sis Time Period fs Skillings -Connolly, Inc. 9/30/2005 PM eak hour Intersection Jurisdiction Analysis Year Railway Rd & Middle Rd City of Yelm 2007 with site traffic Pro'ect Descri tion Willow Glenn 111 East/West Street: Middle Rd North/South Street: Railwa Rd Intersection Orientation: North-South Stud Period hrs : 0.25 Vehicle Volumes and Ad'ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 40 84 4 29 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 44 93 4 32 0 Percent Heav Vehicles 0 -- -- 0 -- -- Median Type Raised curb RT Channelized 0 0 Lanes 0 1 0 0 1 0 Confi uration TR LT U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 62 0 8 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 68 0 8 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Dela QueueLen th and Level of Se rvice Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 4 76 C (m) (vph) 1459 845 v/c 0.00 0.09 95% queue length 0.01 0.30 Control Delay 7.5 9.7 LOS A A Approach Delay -- -- 9.7 Approach LOS -- -- A Rights Reserved HCS2000TM Copyright ®2003 University of Florida, All Rights Reserved Version 4.1d Version 4.1d Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Grove-Flume Rd & Canal nal st fs Intersection Rd enc /Co. Skillin s - Connoll ,Inc. urisdiction Cit of Yelm Date Performed 9/30/2005 nal sis Year 2005 Existin nal sis Time Period PM Peak Hour Pro'ect ID Willow Glenn 11l East/West Street: Canal Rd North/South Street: Grove Rd Intersection Orientation: North-South tud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 135 14 6 0 7 7 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 150 15 6 0 7 7 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L TR LTR U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R olume 1 14 0 7 15 106 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 15 0 7 16 117 Percent Heavy Vehicles 0 D 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 1 Configuration LTR LT R Dela ,Queue Len th, and Level of Service pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LTR LTR LT R (vph) 150 0 16 23 117 C(m)(vph) 1617 1608 531 546 1077 /c 0.09 0.00 0.03 0.04 0.11 5% queue length 0.31 0.00 0.09 0.13 0.36 Control Delay 7.5 7.2 12.0 11.9 8.7 LOS A A 8 8 A pproach Delay -- -- 12.0 9.3 pproach LOS -- -- 8 A Copyright ©2000 University of Florida, All Rights Reserved Version 4.1 file://C:\Documents%20and%20Settings\fred2\Local%20Settings\Temp\u2k49.tmp 9/30/2005 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Grove-Flume Rd & Canal nal st fs Intersection Rd enc /Co. Skillin s - Connoll ,Inc. urisdiction Cit of Yelm Date Performed 9/30/2005 nal sis Year 2007 Without site traffic nal sis Time Period PM Peak Hour Pro'ect ID Willow Glenn 111 East/West Street: Canal Rd North/South Street: Grove Rd Intersection Orientation: North-South Stud Period hrs : 0.25 ehicle Volumes and Ad'ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R oume 141 15 6 0 7 7 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 156 16 6 0 7 7 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Configuration L TR LTR U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R oume 1 15 0 7 16 110 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 16 0 7 17 122 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 1 Configuration LTR LT R Dela ,Queue Len th, and Level of Service pproach NB - SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LTR LTR LT R (vph) 156 0 17 24 122 C (m) (vph) 1617 1607 520 533 1077 lc 0.10 0.00 0.03 0.05 0.11 5% queue length 0.32 0.00 0.10 0.14 0.38 Control Delay 7.5 7.2 12.2 12.1 8.8 LOS A A B 8 A pproach Delay -- -- 12.2 9.3 pproach LOS -- -- 8 A Copyright ©2000 University of Florida, All Rights Reserved Version 4.1 file://C:\Documents%20and%20Settings\fred2\Local%20Settings\Temp\u2k49.tmp 9/30/2005 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst Agency/Co. Date Performed Anal sis Time Period fs Skillings -Connolly, Inc. 9/30/2005 PM Peak Hour Intersection Jurisdiction Analysis Year Grove-Flume Rd & Canal Rd City of Yelm 2007 With site traffic Pro'ect Descri tion Willow Glenn 111 East/West Street: Canal Rd North/South Street: Grove Rd Intersection Orientation: North-South Stud Period hrs : 0.25 Vehicle Voiumes and Ad'ustments Ma'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 142 15 6 0 7 7 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourl Flow Rate, HFR 157 16 6 0 7 7 Percent Heav Vehicles 0 - -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 0 1 0 Confi uration L TR LTR U stream Si nal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 1 15 0 7 16 111 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 1 16 0 7 17 123 Percent Heav Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 1 Configuration LTR LT R Dela Queue Len th and Level of $e rvlce Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LTR LTR LT R v (vph) 157 0 17 24 123 C(m)(vph) 1617 1607 518 531 1077 v/c 0.10 0.00 0.03 0.05 0.11 95% queue length 0.32 0.00 0.10 0.14 0.39 Control Delay 7.5 7.2 12.2 12.1 8.8 LOS A A 8 B A Approach Delay - -- 12.2 9.3 Approach LOS -- -- B A HCS2000TM Copyright ®2003 University of Florida, All Rights Reserved Version 4.1d