TIA 10-05-05Traffic 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
1
1
1
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:
Skillings-Connolly, Inc.
5016 Lacey Boulevard SE
Lacey, Washington 90503
(206) 491-3399
October 2005
i~
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 51 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 100'" Way SE, except for curb and sidewalk improvements along
the frontage of the Willow Glenn Phase II and Oakridge developments.
100`" 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 1~'
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 1"Street is
signalized.
1" Street is a two-lane north-south arterial. 1" Street south of the signalized intersection with
Yelm Avenue is Washington State Route 507. 1s` Street to the north connects with Railway
Road and Rhoton Road and provides access to northerly residential areas.
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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 & 1~' Street (signalized intersection)
• Railway Road & 1 ~' 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 1~' Street & Yelm Avenue and ts` 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
1 s` St & Yelm Ave. 11 11 9
1~'St. /Rhoton Rd & 0 1 0
Railway Road
Railway Rd & 0 0 0 i
Middle Rd.
Canal Rd & Grove - 0 0 0
Flume Rd
The Yelm Ave. and 1 ~` 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, [he distance is approximately
600 feet also. These distances are more than adequate for the 35 MPH speed limit.
I ,
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 100'" 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
1a' St. & Railway Rd 11.3 B
Yelm Ave & 1 s' St. 29.9 C
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Existing 2005 PM Peak Hour Tragic Volumes
I ' 4
TRAFFIC IMPACT ANALYSIS
Trip Generation
The trip generation values for the 51-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
kd
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51 units
Entering
Exiting ee
ay
a
y
Traffic Volume
PM PM
Greenleaf via
Mitldle Road 23 10 307
Grove Road 10 9 181
Total 33 19 488
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 traffc 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 traffc volumes. The forecast traffic volumes both
without and with site traffc 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.
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2001 PM Peak HourTraffic Volumes Vlr~houtSite
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Railway Rd & Middle Rd
2001 PM Peak Hour Traffic Volumes With Site
2007 Peak Hour LOS
I
ti Without Site Traffic With Site Traffic
ntersec
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 & Railway Rd 11.6 B 11.9 B
Yelm Ave & 1 ~` 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 8 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 1~` 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 & 1~` 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.
I '
SUMMARY
Traffic counts taken in January and September 2005 established the 2005 base traffic volumes
used for this analysis. The existing traffc was projected forvvard 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 51 vehicle trips (33
inbound and 19 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 traffc 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 15'
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 & 1~' Street Intersection. There are no other intersections in the
scope of this study with a signifcant accident history.
Sight distance at the intersections is adequate. The intersection alignment a[ 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 [he School District does not allow students to walk or ride bicycles to school
along Middle Road.
I ,
Appendix
I' io
Skillings -Connolly, Inc.
5016 Lacey blvd
Lacey, WA 98503 File Name :railway & middle
Site Code :00000000
Start Date :9/28/2005
Page No : 1
-- _ _ Groups Printetl - Unshiftetl
-
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und Midtlle Rtl
Weslbountl Railway Rd
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Tlme Left u i ht s TOtal Left u ht
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Total
u ~~
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Factor _
10 1.0 10 _
0 10~ 1.0 _
10~1D~ 10 _
1.0 10 10 _
_
10 1.0! 1.0 10
t 04:00 PM 1 10 0 0 ii ii 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'. 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
:4
5 PM 0 9 0 0 9 12 0 3 0 15' 0 4 7 0 71 0 0
- 0 0 0
- 35
_
_
Total 3 2] 0 0 30 41 0 8 0 49 0 35 60 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 I, 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
t 05:45 PM 3 5 0 0 8~i 5 0
-- 1 0 6 0 5 11 0 i6'. 0 0
- 0 0 0.
- 30
Total ] -2] 0 0 34 35 0 3 0 38 0 34 45 0 79 0
0 0 0 0 151
Grantl
Total 10 54 0 0 fi4~ 7fi 0 11 0 8] 0 69 85 0 154 0 0 0 0 0 305
Apprch % 15. 84
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Total % 3.3 1 ~ 0.0 0.0 21.0 2 9 0.0 3.6 0.0 28.5 0.0 2 6 2 B 0.0 50.5 0.0 0.0 0.0 0.0 0.0
RaT By Ad
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Skillings -Connolly, Inc.
' 5016 Lacey blvd
Lacey, WA 98503 File Name :railway & middle
Site Code :00000000
' Start Date :9/28/2005
Page No : 2
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1
Skillings -Connolly, Inc
5016 Lacey blvd
i~
Lacey, WA 98503 File Name :Grove-Flume & Canal
Site Code :00000000
Start Date :9/29/2005
Page No : 1
_ GrouQ Printed - Uns hifted _ _ _ _
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FL UME RD CANAL RD GROVE RD
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.
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04:15 PM 0 2 3 0 5'I 1 2 i 0 4' 35 1 2 0 381 5 4 29 0 38 85
04:30 PM 0 0 2 0 2 0 1 0 0 1 32 3 0 0 35 I 2 4 24 0 30 68
04
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-
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Total 0 - 10 10 0 20
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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 ] 0 0 ] 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 i] 0 20 63
0545 PM 0 1 1 0 2 0 1 0 0 1 33 1 0 0 34. 0 6 20 0 26 63
Total
-0
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Total
Apprch %
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0.0 13. 82
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Total% 0.0 2.9 2.0 0.0 4.9' 0] 4.1 D.2 0.0 4.9 4B 3] 1.0 0.0 49.fi 2.2 5.3 3~' 0.0 40.6
_ _ _. FLUME RO _. -_
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- - 9/29/20050:00 OO PM -
_ 9/290005 5 <5:00 PM
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266 22 6' 0
216_ 292 500
ON In Total
Skillings -Connolly, Inc
5016 Lacey blvd
Lacey, WA 98503 File Name :Grove-Flume & Canal
Site Code :00000000
Start Date :9/29/2005
Page No : 2
'i, FLUME RD CANAL RD GROVE RD CANAL RD '.
Southbauntl W estbountl
. Northbou
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_-_ __ u
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s Total u i ht s Total Tota_I
Peak Hour From 04:00 PM to 05:45 PM - Peak i of 1
Intersecti 04:30 PM '
on
Volume 0 7 7 0 14 ' 1 14 0 0 i5., 135 14 4 0 153 7 15 106 0 1281 310
Percent 50. 50.
0
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3 88
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Factor
High Int. 04:45 PM 'I 05:15 PM 05:15 PM 05:15 PM '
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Yelm Ave. & 1st Street Baseline
3: Int s/2s/26os
Lane Configurations ~ ? ~ ~ 'N ~ A ~ A
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 0.95 1.00 0.99 1.00 0.89 1.00 0.90
Fll Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prof) 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 fib 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. Fbw (vph) 125 556 69 185 441 34 117 98 236 80 61 106
Lane Group Flow (vph) 125 556 69 185 475 0 117 334 0 60 167 0
Heavy Vehicles (%) 3% 3% 3% 4% 4°h 4% 3% 3°h 3% 2% 2% 2°/
Parking (#/hr) 5
Tum Type Prot Perm Prot pm+pt pm+p[
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
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
vlc Ratio 0.69 0.75 0.11 0.83 0.62 0.41 0.86 0 45 0.51
Uniform Delay, d1 32.9 19.8 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 Capacity 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: Int s/zs/zoo5
Lane Configurations ~ } ~ #( '(;. ~ j+ #t p
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 (prof) 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 98 224 57 80 110
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 89 185 441 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°k 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) 189 733 823 224 756 289 393 138 330
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, di 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 Uti lization 76.0 % ICU Level of Se rvice 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: Int 9/29/2005
Lane Configurations ~ f ~ ~( fi '( f. ~ A
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 (prof) 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 34 118 104 233 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. Fk>w (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 (°k) 3% 3% 3% 4% 4°~ 4°h 3°,6 3% 3°,6 2% 2% 2°h
Parking (#/hr) 5
Tum Type Prot Perm Prot pm+pt pm+pl
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) 191 732 622 225 754 268 403 138 343
v/s Ratio Prot 0.09 c0.31 c0.11 0.27 c0.03 c0.21 0.01 0.11
vls 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, dt 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 28.1 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 Servce 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 Average 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 lime (s) 16.0
Intersection Capacity Utilization 78.8 % ICU Level of Service C
c Cddcal Lane Group
^ 2007 PM Peak w/project Synchro 5 Report
KDH Page 1
SKILLILACE-ST51
Two-Way Stop Control
Page 1 of l
TWO-WAY STOP CONTROL SUMMARY I
nal st s Intersection ailwa Rd &lst St.
enc /Co. Skillin s-COnnOll ,Inc. urisdiction Cd 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
I, file://C:\Documents°/20and%20Settiugs\fred2\Local%20Settings\Temp\u2k4E.tmp 9/30/2005
HCSl000TM C°OY~igM1~ ~ 2000 Cniversiyof Florida, All RIgM1~s kcscrvcd Version iJ
Two-Way Stop Control Page 1 of t
TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
nal s[ s Intersection ailwa Rd &lst St.
enc /Co. Skillin s - Connoll ,Inc. urisdiction Cit o/Yelm
Date Performed /29/2005 nal sis Year 2007 Without Site
nal sis Time Period PM eak hour Pro ect ID Willow Glenn Ill
file://C:~Documents%20and°/20Settings~fred2~Local%20Settings\TempAu2k54.tmp 9/30/2005
k(('SOOOTM CoOWigM ®2000 Univeesi~y of Glnnda All RigM1~s Reserved Versmn 6.1
1
1
1
Two-Way Stop Control
Page 1 of t
TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
nal st fs Intersection Railwa Rd 81st St.
enc /CO. Skillin s - Connoll ,Inc. urisdic[ion Cit of Yelm
Date Performed 9/29/2005 nal sis Year 2007 With SiteTraffic
nal sis Time Period M eak hour Pro'ect ID Willow Glenn 111
East/West Street: Railwa Rd North/South Street: 1st Street
Intersection Orientation: North-South tad 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 0 183 130 11 162 0
Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90
Hourly Flow Rate, HFR 0 203 144 12 180 0
Percent Heavy Vehicles 0 - - 0 -
Median Type Undivided
RT Channelized 0 0
Lanes 0 1 0 0 1 0
Confguration 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 83 0 f0 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 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
onfguration LTR
Dela Queue Len th, and Level of Service
proach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Configuration LT LTR
(vph) 12 103
(m)(vph) 1223 627
Ic 0.01 0.16
5 % queue length 0.03 0.58
ontrol Delay 8.0 11.9
LOS A B
pproach Delay -- -- 11.9
proach LOS -- -- 8
HCS'OOOTM
Copyright S 20W llniversiey of Florida, All Righ¢ Reserved
version 4 1
file://C:\Documents%20and%20Settings\(red2\Local%20Settings\Temp\u2k51.tmp
9/30/2005
Two-Way Stop Control
Page 1 of 1
TWO-WAY STOP CONTROL SUMMARY
General Information ite Information
nal s[ s Intersection ailwa Rd 8 Middle Rd
enc /Co. Skillin s-Connoll ,Inc. urisdiction Cd of Yelm
Date Performed 9/30/2005 al sis Vear 2005 Existin
nal sis Time Period M eak hour Pro ect ID Willow Glenn 111
East/West Street: Middle Rd NorthlSouth Street: Railwa 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 0 38 41 3 28 0
Peak-Hour Faclor, 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 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
onfiguration LR
Dela ,Queue Len th and Level of Service
pproach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Confguration LT LR
(vph) 3 51
(m)(vph) 1522 873
/c 0.00 0.06
5%queue length 0.01 0.19
Control Delay 7.4 9.4
LOS A A
pproach Delay -- -- 9.4
pproach LOS -- -- A
gC9000TM ('opyrigh~3 2081 Oniversiry or Florida All Righ¢ Rcsaved Version 4. ~
file://C:\Documents%20aud%20Settiugs\fred2\Local%20Settings\Temp\u2k57.tmp 9/30/2005
Two-Way Stop Control
Page 1 of 1
nal s[ s 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 M eak hour Pro ec[ ID Willow Glenn III
R
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' file://C:\Documents%20and%20Settings\fred2\Local%20Settings\Temp\u2k5A.tmp 9/30/2005
Two-Way Stop Convol
Page 1 of 1
TWO-WAY STOP CONTROL SUMMARY
r neml Infnrm~finn Site Information
i~
nal st s Intersection Railwa Rd 8 Middle Rd
enc /CO. Skillin s-Connoll ,Inc. urisdiction CR of Yelm
Date Performed /30/2005 nal sis Year 2007 with site traffic
nal sis Time Period PM eak hour Pro'ec[ ID Willow Glenn III
file://C:\Documents%20and°/20Settings\fred2\Local%20Settings\Temp\u2k5D.tmp 9/30/2005
HC52000rrv~ CopyrigM1l uJ 20fp Universi[y of Floritla, All RlyJrls Reservetl Version 0.1
Two-Way Stop Control
Page 1 oft
I TWO-WAY STOP CONTROL SUMMARY I
i~
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Rd 8 C
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nal st /s rove-
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Rd
enc /Co. Skillin s-Connoll ,Inc. urisdiction Cit o/Yelm
Date Performed 9/30/2005 nal sis Year 2005 Existin
nal sis Time Period PM Peak Hour pro ect ID Willow Glenn 111
file://C:\Documenis%20and°/20Settings\fred2\Local%20Settings\Temp\u2k49.tmp 9/30/2005
CopyrigM1i ~ 2000 Gnivcrsiry of [londu All Rights Reserve) Verslan J I
Two-way Stop Control
Page I oF2
TWO-WAY STOP CONTROL SUMMARY
General Information Site Information
nal s[ fs Intersection Grove-Flume Rd & Canal
/C
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na
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EastlWest Street: Canal Rd North/South Street: Grove Rd
Intersection Orientation: North-South Stud Period hrs : 0.25
ehicle Volumes and Ad'ustments
Ma'or Streat 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 Heav Vehicles 0 - 0 -- -
Median Type Untlivided
RT Channelized 0 0
Lanes 1 1 0 0 1 0
onfigurafion 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 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
onfigurafion LTR LT R
Dela ,Queue Len th , and Level of Service
pproach NB SB Westbound Eastbountl
Movement 1 4 7 8 g 10 11 12
Lane Confguration L LTR LTR LT R
(vph) 156 0 17 24 122
(m)(vph) 1617 1607 520 533 1077
/c 0.10 0.00 0.03 0.05 0.11
5% queue length 0.32 0.00 0.10 0.14 0.38
ontrol Delay 75 7.2 12.2 12.1 8 8
LOS A A B B A
pproach Delay - -- 12.2 9 3
pproach LOS -- -- B q
CopynyM ~ 2000IIniserslty of Fbeide,All Ruts Reserved Veesion 0.I
file://C:\Documents%20and%20Settings\fred2\Local%20Settings\Temp\u2k49.tmp 9/30/2005
Two-Way Stop Control
Page I oft
I TWO-WAY STOP CONTROL SUMMARY
(:nnnral Infnrma}inn Sife Information
Rd 8 C
G
Fl
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nal st (s rove-
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ana
Intersection
d
enc /Co. Skillin s-Connoll ,Inc. urisdiction Cit o(Yelm
Date Performed 9/30/2005 nal sis Year 2007 With site traffic
nal sis Time Period M Peak Hour pro ect ID lMllow Glenn Ill
I' file://C:\Documents%20and%20Settings\fred2\Local%20Settings\Temp\u2k49.tmp 9/30/2005
eovn~sm o zow umrersay or rmdaa. nn a~an~s aese,.~a ve~m~ a_i