20170370 Traffic Impact AnalysisTraffic Impact Analysis
f SCJ ALLIANCE
CONSULTING SERVICES
Traffic Impact Analysis
Proiect Information
Project:
Yelm High School Bypass Road
Prepared for: Yelm Community Schools
JW Morrisette
1700 Cooper Point Road SW
Olympia, WA 98502
Reviewing Agency
Jurisdiction: City of Yelm
Project Representative
Prepared by: SCJ Alliance
8730 Tallon Lane NE, Suite 200
Lacey, WA 98516
360.352.1465
scjalliance.com
Contact:
George Smith, Senior Transportation Planner
Project Reference: SCJ #2396.01 Ph 20
Path: N: \Projects \2396 JW Morrissette & Associates Inc., P.S \2396.01 Yelm
HS Bypass Road Traffic Analysis \Phase 20 - Bypass Road Traffic Impact
Analysis \2017 -1006 Yelm HS bypass road TIA.docx
SCJ Alliance October 2017
Yelm HS Bypass Road
CERTIFICATION
Traffic Impact Analysis
The technical material and data contained in this document were prepared under the supervision and
direction of the undersigned, whose seal, as a professional engineer licensed to practice as such, is
affixed below.
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Prepared by Ryan Shea, Professional Transportation Planner
Approved by Eric Wnston, PE, Principal
SQ Alliance October 2017
Yelm HS Bypass Road Traffic Impact Analysis
TABLE OF CONTENTS
1. INTRODUCTION .............................................................................. ..............................1
1.1 Project Overview .................................................................................... ............................... 1
1.2 Study Context ......................................................................................... ............................... 1
2. PROJECT DESCRIPTION ................................................................... ..............................2
3. BACKGROUND INFORMATION ........................................................ ..............................4
3.1 Existing Roadways .................................................................................. ............................... 4
3.2 Traffic Volume Data ................................................................................. ..............................4
3.3 School Traffic .......................................................................................... ............................... 5
3.4 Public Transportation ............................................................................. ............................... 9
3.5 Roadway Collision Analysis ..................................................................... ............................... 9
4. PROJECT TRAFFIC CHARACTERSITICS ............................................. .............................10
4.1 Project Traffic Volumes ........................................................................ ............................... 10
4.2 Pedestrian and Bicycle Volumes ........................................................... ............................... 10
5. FUTURE TRAFFIC CONDTIONS ........................................................ .............................15
5.1 Roadway Improvements ...................................................................... ............................... 15
6. SIGHT DISTANCE AND WARRANT ANALYSIS .................................. .............................19
6.1 Sight Distance Analysis ......................................................................... ............................... 19
6.2 Intersection Control Warrant Analysis ................................................. ............................... 21
6.3 Turn Lane Warrant Analysis ................................................................. ............................... 22
7. TRAFFIC OPERATIONS ANALYSIS .................................................... .............................22
7.1 Level of Service Criteria ........................................................................ ............................... 23
7.2 Vehicle queuing .................................................................................... ............................... 25
7.3 Operational Analysis Summary ............................................................ ............................... 23
7.4 Yelm High School Bypass Road Intersection Summary ........................ ............................... 25
8. CONCLUSIONS ............................................................................... .............................27
LIST OF TABLES
Table 1. Yelm High School - Existing 2017 Passenger Vehicle Traffic Volumes ........ ............................... 5
Table 2. Collision Summary - 01/01/2012 through 12/31/ 2016 ............................... ............................... 9
Table 3. Level of Service Criteria ............................................................................. ............................... 23
Table 4. Level of Service (LOS) Summary -AM Peak Hour ...................................... ............................... 24
Table 5. Level of Service (LOS) Summary - PM Peak Hour of School ...................... ............................... 24
Table 6. Level of Service (LOS) Summary- PM Peak Hour of Street ....................... ............................... 25
Table 7. 95th Percentile Queue Summary -Terra Vista St /Tahoma Blvd ................ ............................... 25
SCJ Alliance October 2017
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Yelm HS Bypass Road
TABLE OF CONTENTS
LIST OF FIGURES
Traffic Impact Analysis
Figure 1.
Site Vicinity and Project Site ...................................................................... ............................... 1
Figure2.
Preliminary Site Plan .................................................................................. ...............................
3
Figure 3.
Existing 2017 AM Peak Hour Traffic Volume ............................................. ...............................
6
Figure 4.
Existing 2017 PM Peak Hour of School Traffic Volume .............................. ............................... 7
Figure 5.
Existing 2017 PM Peak Hour of Street Traffic Volume ............................... ............................... 8
Figure 6.
AM Peak Hour Rerouted High School Traffic ........................................... ...............................
12
Figure 7.
PM Peak Hour of School Rerouted High School Traffic ............................ ...............................
13
Figure 8.
PM Peak Hour of Street Rerouted High School Traffic ............................ ...............................
14
Figure 9.
Projected 2019 AM Peak Hour Traffic Volumes With Bypass Road ......... ...............................
16
Figure 10.
Projected 2019 PM Peak Hour of School Traffic Volumes With Bypass Road ......................
17
Figure 11.
Projected 2019 PM Peak Hour of Street Traffic Volumes With Bypass Road .......................
18
Figure 12.
Bypass Road Sight Distance .................................................................... ...............................
20
LIST OF APPENDICES
Appendix A
Traffic Volume Count Worksheets
Appendix B
Collision Data
Appendix C
Traffic Volume Calculations
Appendix D
Warrant Analysis Worksheets
Appendix E
Capacity Analysis Worksheets
Appendix F
Predictive Crash Analysis
SCJ Alliance October 2017
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Yelm HS Bypass Road Traffic Impact Analysis
1. INTRODUCTION
1.1 Project Overview
Yelm High School is located in northwest Yelm on Yelm Avenue (SR 510) across from Mountain View
Road SE. The school has a current enrollment of approximately 1200 students. Yelm Community Schools
is considering constructing a new access to the school via Tahoma Boulevard SE. The Yelm High School
Bypass Road would run north -south and intersect Tahoma Boulevard SE at Terra View Street SE. Yelm
High School and the site vicinity are shown in the Figure 1 below.
Figure 1. Site Vicinity and Project Site
1.2 Study Context
The proposed project will not generate new traffic, but it will redistribute a significant amount of
existing high school traffic. Currently all passenger vehicle traffic to /from the school uses driveways
directly onto Yelm Avenue. The proposed project would allow a new full access driveway from Tahoma
Boulevard SE and restrict the existing driveway on Yelm Avenue at Mountain View to entering traffic
only.
This report documents the results of a Traffic Impact Analysis of existing and future traffic conditions.
The study was prepared according to City of Yelm guidelines as part of the required development review
SCJ Alliance October 2017
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Yelm HS Bypass Road
Traffic Impact Analysis
and permit procedures for the proposed project. The following intersections in the study area were
analyzed:
1. Terra View Street SE /Tahoma Boulevard SE
2. Yelm Avenue /Tahoma Boulevard SE
3. Berry Valley Road /Tahoma Boulevard SE
The scope of work for this study was determined through a scoping process involving representatives of
the City of Yelm, the project developer, and SO Alliance.
2. PROJECT DESCRIPTION
The proposed project will be a new roadway connection from the south edge of the existing Yelm High
School to Tahoma Boulevard SE. The new Yelm High School Bypass Road is proposed to intersect
Tahoma Boulevard SE at Terra View Street SE making the existing tee intersection a four -way
intersection. The roadway will provide a single lane in each direction.
The new intersection at Tahoma Boulevard SE /Terra View Street SE will provide full access movements
in and out of the school parking areas. The current Main Driveway on Yelm Avenue, across from
Mountain View Road SE, will be converted to an entry -only driveway. The North Driveway will continue
to serve outbound buses and passenger vehicles that have used the drop -off loop.
The primary entrance and exit to Yelm High School is currently located on Yelm Avenue. Yelm Avenue
experiences periods of congestion that can make accessing the school difficult. Conversely, peak school
traffic times create increased congestion on Yelm Avenue along the school frontage. Yelm Community
Schools is proposing the Yelm High School Bypass Road as a means of improving the traffic conditions
for the school and Yelm Avenue. Relocating most of the exiting high school traffic to the new driveway
on Tahoma Boulevard SE will allow easier, safer access to /from the school. The new driveway will also
allow high school traffic to enter Yelm Avenue via Tahoma Boulevard at a signalized intersection.
The Preliminary Yelm High School Bypass Road design is shown in Figure 2.
SCJ Alliance October 2017
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Figure 2
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Yelm HS Bypass Road Traffic Impact Analysis
3. BACKGROUND INFORMATION
3.1 Existing Roadways
3.1.1 Yelm Avenue (SR 510)
Yelm Avenue is a three -lane roadway with a single lane in each direction and a center turn lane. The
roadway is designated an urban -minor arterial by WSDOT with a posted speed limit of 35 mph. In the
project vicinity the roadway has sidewalks, bicycle lanes and street lighting.
3.1.2 Tahoma Boulevard SE
Tahoma Boulevard SE is a five -lane boulevard roadway that extends from Yelm Avenue to a dead -end
approximately 1 mile to the southwest. The roadway has two lanes in each direction, and a landscaped
median section with left -turn lanes at intersections. The roadway has sidewalks, bicycle lanes, street
lighting and a posted speed limit of 35 mph. Eventually Tahoma Boulevard SE will continue to the south
and intersect SR 507 west of Yelm. The roadway is planned to be part of the City's overall arterial
network and a primary access to the Thurston Highlands Master Planned Community (MPC).
3.1.3 Terra View Street SE
Terra View Street SE is a local access roadway that serves a residential neighborhood south of Tahoma
Boulevard SE. The roadway is approximately 30 feet wide with sidewalks and landscaping on both sides.
It has a posted speed limit of 25 mph.
School Driveway Accesses
The school currently has three primary access points as described below:
3.1.4 93rd Avenue (Bus Access)
Buses currently access the site by turning onto 93rd Avenue SE and accessing the school at a driveway
located at the west edge of the school site along the tennis courts. The driveway is signed as a one -way
entry -only for buses.
3.1.5 Yelm Avenue North Driveway
There is an exit -only driveway located on Yelm Avenue approximately 700 feet south of 93rd Avenue.
This driveway is used for exiting buses. Passenger vehicle traffic also uses this exit, primarily those who
have parked in the north parking area between the main school building and Yelm Avenue, or vehicles
who are dropping off or picking up a student.
3.1.6 Yelm Avenue South Driveway
The south driveway is located on Yelm Avenue across from Mountain View Road SE. This is the primary
access point for student traffic using the main lot at the southeast corner of the school property. The
driveway offers full access in and out.
3.2 Traffic Volume Data
Traffic Count Consultants Inc., a traffic data collection firm, provided turning movement counts at the
study intersections. The counts were collected on February 23rd, 2017 at the school driveways and
Tahoma Boulevard SE /Terra View Street on a day identified by the school district as a "typical" day.
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Yelm HS Bypass Road Traffic Impact Analysis
Additional counts were collected on September 19th, 2017 at Tahoma Boulevard SE /Berry Valley Road SE
and Tahoma Boulevard SE /Yelm Avenue
3.3 School Traffic
Traffic volume counts were conducted at the school driveways to collect existing traffic patterns for the
school. The counts were collected at the North Driveway and South Driveway on Yelm Avenue to
capture all passenger vehicle traffic accessing the school. The counts were collected between 6:00 AM
and 9:00 AM and between 1:30 PM to 5:30 PM. These hours were selected to capture the highest
individual peak hour volumes at the driveways for the morning school peak, afternoon school peak and
evening commute peak.
The traffic volume counts were summarized in Table 1 showing the existing traffic using the existing
parking lots. Buses were not included in traffic volume totals because they are not expected to relocate
to the proposed driveway. Based on the counts the school currently generates the following traffic
volumes during the peak periods:
Table 1. Yelm High School - Existing 2017 Passenger Vehicle Traffic Volumes
The existing traffic volumes at the school driveways and at the Tahoma Boulevard SE /Terra View Street
intersection are shown on Figure 3, Figure 4 and Figure 5.
3.3.1 Cut - Through Traffic
During congested periods of the day, some drivers will use alternate routes to avoid Yelm Avenue. Yelm
High School staff have described that some school and non - school traffic heading eastbound on Yelm
Avenue will divert to local streets. These routes include turning right onto Solberg Street or Edwards
Street to get to 1st Street via Mosman Avenue. The City is currently working to construct an extension of
Mosman Avenue from Solberg St to Longmire Street, which would allow Longmire Street and Tahoma
Boulevard SE (via Berry Valley Drive) to serve as additional routes to 1st Street via Mosman Avenue. This
is an existing phenomenon that is unlikely to change substantially with completion of the High School
Bypass Road, although the Berry Valley Drive route may become slightly more attractive to cut - through
traffic from the High School.
SCJ Alliance October 2017
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Morning School Peak Hour
Afternoon School Peak Hour
Evening Commute Peak Hour
(6:30 AM - 7:30 AM)
(1:30 PM — 2:30 PM)
(4:15 PM 5:15 PM)
In Out Total
In Out Total
In Out Total
North
Driveway
N/A 39 39
N/A 98 98
N/A 25 25
South
Driveway
411 79 490
79 183 262
38 18 56
School
411 118 529
79 281 360
38 43 81
Tota I
The existing traffic volumes at the school driveways and at the Tahoma Boulevard SE /Terra View Street
intersection are shown on Figure 3, Figure 4 and Figure 5.
3.3.1 Cut - Through Traffic
During congested periods of the day, some drivers will use alternate routes to avoid Yelm Avenue. Yelm
High School staff have described that some school and non - school traffic heading eastbound on Yelm
Avenue will divert to local streets. These routes include turning right onto Solberg Street or Edwards
Street to get to 1st Street via Mosman Avenue. The City is currently working to construct an extension of
Mosman Avenue from Solberg St to Longmire Street, which would allow Longmire Street and Tahoma
Boulevard SE (via Berry Valley Drive) to serve as additional routes to 1st Street via Mosman Avenue. This
is an existing phenomenon that is unlikely to change substantially with completion of the High School
Bypass Road, although the Berry Valley Drive route may become slightly more attractive to cut - through
traffic from the High School.
SCJ Alliance October 2017
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3.4 Public Transportation
Intercity Transit (IT) route 94 runs between the Olympia Transit Center and the Walmart in Yelm. The
route provides at least hourly service between 6:00 AM and 8:00 PM on weekdays and limited service
on Saturday and Sunday. Transit stops in both directions are located on Yelm Avenue just east of the
Yelm High School Main Driveway.
3.5 Roadway Collision Analysis
Washington State Department of Transportation provided collision data for Yelm Avenue and Tahoma
Boulevard SE in the vicinity of the Yelm High School. The data includes all reported collisions occurring
over the most current complete five -year span of January 1, 2012 through December 31, 2016. A
collision frequency rate per Millions of Entering Vehicles (MEV) was calculated for the study
intersections based on the following formula:
Collision Rate = 1,000,000 X Total Collisions
365 X Number of Years X Average Daily Entering Traffic
The average daily traffic entering each study intersection was estimated by adding the entering PM peak
hour turning movements and multiplying by a factor of 10. We have summarized the collision data for
the study intersections on Tahoma Boulevard SE in Table 2.
Table 2. Collision Summary - 01/01/2012 through 12/31/2016
Total Daily
Total Number
Number
Number
Average
Entering
of Reported
of Injury
Involving
Collisions
Collisions
Intersection Traffic
Collision
Collisions
Pedestrians
per Year
per MEV
Terra View St SE /Tahoma Blvd SE 1,670
1
0
0
0.2
0.33
Berry Valley Rd /Tahoma Blvd SE 1,820
0
0
0
0.0
0.00
Yelm Ave /Tahoma Blvd SE 14,610
17
7
0
3.4
0.64
At Terra View Street SE /Tahoma Boulevard SE there has been one reported crash over the last five
years. This crash occurred on Terra View St SE and was related to an on- street parking maneuver. The
annual average of 0.2 collisions per year and collision rate per MEV of 0.33 are both low and do not
indicate a collision problem.
At Berry Valley Road /Tahoma Boulevard SE there have been zero reported crashes over the last five
years. Three crashes have been reported in the vicinity of Berry Valley Road, but all three have been
flagged as unrelated to the intersection and involved a single vehicle.
The Yelm Avenue /Tahoma Boulevard SE intersection has experienced seventeen reported crashes over
the last five years. The predominant crash type has been rear -end collisions along Yelm Avenue.
The intersections of Berry Valley Road /Tahoma Boulevard SE and Yelm Avenue/Tahoma Boulevard SE
are pending traffic counts. The individual reported collisions on Tahoma Boulevard SE in the study area
between 01/01/2012 and 12/31/2016 are provided in Appendix B.
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October 2017
Yelm HS Bypass Road Traffic Impact Analysis
4. PROJECT TRAFFIC CHARACTERSITICS
4.1 Project Traffic Volumes
This project will not generate any new vehicular traffic. The project will reassign a significant
portion of the existing vehicular traffic to /from Yelm High School. For this study, the "project
traffic" represents the change in traffic volumes that will be caused by the new High School Bypass
Road. The changes in circulation will almost entirely occur only on Yelm Avenue between the
existing Main Driveway and Tahoma Boulevard SE and Tahoma Boulevard SE between Yelm Avenue
and the proposed Bypass Road.
The existing driveways will remain after completion of the High School Bypass Road, but the Main
(south) Driveway will be redesigned to allow only inbound traffic.
We have prepared an estimate of traffic volumes that will use the new High School Bypass Road,
and how they will distribute to local roadways. The estimated traffic assignment for the new
driveway is based on the traffic volumes counted at the existing school driveways. The following
assumptions were made in re- assigning existing school traffic:
• School buses will continue to use the routes they currently use
• Passenger vehicles that currently use the north driveway to exit the school will continue to
do so
• All other exiting passenger vehicle traffic will use the new Bypass Road
• All traffic currently entering the Main Driveway from Eastbound Yelm Avenue will continue
to do so
• Most traffic entering from westbound Yelm Avenue will continue to use the Main Driveway,
but a small percentage will turn left onto Tahoma Boulevard SE to enter at the Bypass Road
• A small amount of school traffic traveling to /from Is' Street (SR 507) may divert to Mosman
Avenue and Berry Valley Drive.
The rerouted peak hour high school traffic volumes are shown on Figure 6, Figure 7 and Figure 8.
4.2 Pedestrian and Bicycle Volumes
It is expected that the current model split of vehicles, bicycles and pedestrians will not be impacted by
the construction of the Bypass Road.
As with the vehicle traffic, this project will not generate any new non - motorized traffic. All bicycle and
pedestrian activity currently occurring from neighborhoods north of Yelm Avenue will not be impacted
by the construction of the Bypass Road. The pedestrians and bicycles from neighborhoods along
Tahoma Boulevard SE would be expected to use the Bypass Road. However, it is likely that most of
these trips currently occur across the undeveloped field between Tahoma Boulevard SE and the high
school.
To accommodate the pedestrian traffic south of Tahoma Boulevard SE, the new intersection should
include the following crossing treatments:
SCJ Alliance October 2017
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Yelm HS Bypass Road
Traffic Impact Analysis
• Handicap ramps should be installed on the NE and NW corner of the intersection with a striped
crosswalk on the north side of Tahoma Boulevard across the new Bypass Road. The design will
be like the existing handicap ramps and crossing located on Terra View Street.
• A striped crosswalk should be installed on Tahoma Boulevard SE across the west leg of the
intersection. The design will be like the existing crosswalk on Tahoma Boulevard SE at Berry
Valley Road SE
SCJ Alliance October 2017
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5. FUTURE TRAFFIC CONDTIONS
Traffic Impact Analysis
5.1 Roadway Improvements
In the project area, one improvement has been identified that will affect traffic flows in the area; the
City of Yelm six -year Transportation Improvement Plan (TIP) identifies plans to extend Mosman Avenue
from Solberg Street to Longmire Street. This connection, when completed, will provide a continuous
parallel route to Yelm Avenue between 15t Street (SR 507) and Tahoma Boulevard SE.
5.1.1 Background Traffic Growth
It is anticipated that this Bypass Road will be constructed and operational in 2019. To account for the
growth of traffic through the study intersections, an annual growth rate of 4% was used. With this
growth rate, two years of growth were calculated.
The projected 2019 analysis volumes with the High School Bypass Road are shown on Figure 9, Figure 10
and Figure 11. The traffic volume calculations are provided in Appendix C.
SCJ Alliance October 2017
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Yelm HS Bypass Road Traffic Impact Analysis
6. SIGHT DISTANCE AND WARRANT ANALYSES
The construction of the proposed High School Bypass Road will add a fourth approach to the existing
Tahoma Boulevard SE /Terra View St SE intersection. With this fourth approach the character of the
intersection will change. Analysis of the geometric and traffic volume impacts to the intersection are
addressed below.
6.1 Sight Distance Analysis
We performed an analysis at the proposed Bypass Road location to determine if adequate sight distance
is available for vehicles entering Tahoma Boulevard SE from the Bypass Road. The analysis was based or
the methodology described in the current AASHTO Policy on Geometric Design of Highways and Streets.
The recommended design intersection sight distance was calculated for vehicles exiting the site onto
Tahoma Boulevard SE using the following equation:
Intersection Sight Distance (ISD) = (1.47) X (design speed of the major road) X (time gap required)
Passenger Vehicle
• Right turn ISD = 1.47 X 35 X 6.5 = 335 feet
• Left -turn ISD = 1.47 X 35 X 8.5 = 440 feet
The AASHTO methodology calls for modifying the required time gap for every additional lane that the
entering vehicle must cross after one lane. For vehicles making a right -turn onto Tahoma Boulevard SE,
the default time gap value of 6.5 was used. For vehicles making a left -turn, they will need to cross two
through lanes and the center median space, which was assumed to represent a third lane being crossed.
The default time gap of 7.5 seconds was increased by 1 second (0.5 seconds for each lane) to account
for this additional crossing width.
For the passenger vehicle sight distance measurements, a driver eye height of 3.5 feet was used for both
the vehicle entering the major road from the driveway and the vehicle approaching on the major road.
For this analysis, the driver's eye for the vehicle entering the major road from a driveway was placed
14.5 feet back from the edge of traveled way.
Based on the field sight distance measurement, the sight distance requirement for a passenger vehicle
can be met in both directions for right -turn and left -turn maneuvers, with 530+ feet available for right -
turns and 450 feet available for left- turns. The available sight distance for left -turns is only slightly more
than the minimum and is limited by the landscaping in the center median. The dirt and plants currently
within the median block the line of sight past 450 feet of sight distance at the driver eye height.
However, it was observed in the field that at a height of 5 feet much more sight distance was provided.
If the landscaping were removed from the center median 200 feet back from the intersection, much
more sight distance would be available. The sight distance measurement results are shown on Figure
12.
SCJ Alliance October 2017
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J
Yelm HS Bypass Road Traffic Impact Analysis
6.2 Intersection Control Warrant Analysis
The Terra View Street SE /Tahoma Boulevard SE intersection currently operates under stop -sign control
for the minor street, Terra View Street SE. Construction of the High School Bypass Road will reroute
most of the exiting school trips to this intersection. To help inform the appropriate intersection control
after completion of the Bypass Road, the warrant analysis guidance provided in the Manual on Uniform
Traffic Control Devices ( MUTCD) was used.
6.2.1 Two -Way Stop - Control (TWSC)
The guidance for stop sign applications indicates that the use of stop signs on the minor street
approaches should be considered if engineering judgement indicates a stop is always required because
of one of the following:
• The vehicular traffic volumes on the through street exceed 6,000 vehicles a day
• A restricted view exists
Crash records indicate three or more crashes in a year that could be corrected with installation
of a stop sign.
The average daily traffic along Tahoma Boulevard SE was estimated by adding the approach PM peak
hour turning movements at the Terra View Street SE intersection and multiplying by a factor of 10. This
results in approximately 1,500 daily vehicle trips on Tahoma Boulevard SE. Based on the field sight
distance analysis, adequate sight distance for all maneuvers is provided. The existing crash analysis
indicates that there has been only one crash at the Tahoma Boulevard SE/Terra View Street SE
intersection over the last five years.
None of the three thresholds for installation of a stop -sign for the minor street approach appear to be
met for the High School Bypass Road /Terra View Street SE intersection with Tahoma Boulevard SE,
indicating that yield signs at the minor street approaches would be sufficient. Terra View Street SE is
currently under stop -sign control.
6.2.2 All -Way Stop - Control (AWSC)
Multi -way stop control is used in instances where the volume of traffic on the intersecting roads is
approximately equal. There are safety concerns regarding the road user's expectations of other road
users stopping. The MUTCD provides multiple criteria for considering AWSC. None of these criteria are
met with the High School Bypass Road /Terra View Street SE/Tahoma Boulevard SE intersection.
6.2.3 Traffic Signal Control
The MUTCD provides several different signal warrant options to determine if the installation of a traffic
signal is warranted at an intersection. While the projected volumes at the High School Bypass
Road /Terra View Street SE/Tahoma Boulevard SE intersection are not large enough to meet the criteria
for stop control, the peak hour volume signal warrant (warrant 3) was assessed. The 70% factor warrant
was used, as the City of Yelm has a population of less than 10,000 people. The projected 2019 volumes
with the Bypass Road do not meet this signal warrant. The peak hour traffic signal warrant sheet is
included in Appendix D.
6.2.4 Intersection Control Recommendation
Although volume warrants are not met for installing a stop sign for the southbound approach at this
intersection, two -way stop - control is recommended as the control type for the opening condition with
completion of the High School Bypass Road. The considerations for this recommendation include the
SCJ Alliance October 2017
Page 21
Yelm HS Bypass Road
Traffic Impact Analysis
crossing width of Tahoma Boulevard, peaking characteristics of the traffic flows from the high school
and that the existing northbound approach is controlled by a stop sign.
6.3 Turn Lane Warrant Analysis
With the completion of the High School Bypass Road, an assessment of the Tahoma Boulevard SE
approaches and the new Bypass Road approach was done to determine which, if any, turn lanes would
be warranted under the projected 2019 volume condition.
6.3.1 Right -turn Lane Warrants
A right -turn lane warrant analysis was conducted for the WB Tahoma Boulevard SE approach and the SB
High School Bypass Road approach using the right -turn lane guidelines outlines in the 2015 WSDOT
Design Manual. For both roadway approaches each analysis period was assessed, the AM peak hour,
the PM peak hour of School and the PM peak hour of Street. For both approaches the projected
volumes are well below the line to consider a right -turn pocket or taper, falling in the radius only
section. The right -turn guideline sheet for each approach are included in Appendix D.
6.3.2 Left -turn Lane Warrants
A left -turn lane warrant was conducted for the eastbound approach of Tahoma Boulevard SE using
guidelines from the Highway Research Record 211. The Warrant for four -lane highways was used. Each
of the analysis periods was assessed and fell under the no left -turn lane required portion of the graph.
The left -turn lane warrant sheet is included in Appendix D.
The left -turn lane warrant guidance contained in the Highway Research Record 211 were all for left -turn
movements from a major street. Assessment of the need for a left -turn lane on Terra View Street SE
and the proposed High School Bypass Road using these guidelines did not seem appropriate considering
they will operate under stop -sign control. To determine an appropriate method for assessing the need
for left -turn lanes on the minor street approaches, the WSDOT design manual was consulted. The
general guidance in the WSDOT manual is that left -turn lanes can be warranted if they provide
congestion relief or crash reduction. The need for a left -turn lane at one or both of the minor street
approaches will be further discussed in the operational results section, below.
7. TRAFFIC OPERATIONS ANALYSIS
Traffic analyses were conducted to identify any existing deficiencies within the study area and for the
project completion horizon year.
The acknowledged source for determining overall capacity for arterial segments and independent
intersections is the current edition of the Highway Capacity Manual (HCM). Capacity analyses were
completed for the existing conditions and the project horizon year with the High School Bypass Road for
the AM peak hour, PM peak hour of School and PM peak hour of Street for all intersections.
Intersection analysis was performed using version 9 of the Synchro /SimTraffic software package. This
software implements the methods of the 2010 HCM. Capacity analysis results are described in terms of
Level of Service (LOS). LOS is a qualitative term describing operating conditions a driver will experience
while traveling on a particular street or highway during a specific time interval. It ranges from A (very
little delay) to F (long delays and congestion). The City of Yelm has adopted a minimum LOS D standard.
SCJ Alliance October 2017
Page 22
Yelm HS Bypass Road Traffic Impact Analysis
7.1 Level of Service Criteria
Level of service calculations for intersections determine the amount of "control delay' (in seconds) that
drivers will experience while proceeding through an intersection. Control delay includes all deceleration
delay, stopped delay and acceleration delay caused by the traffic control device. The LOS is directly
related to the amount of delay experienced. The overall LOS grade represents the weighted average of
all movements at the intersection.
For intersections under Two -Way- Stop - Control (TWSC), the LOS /delay criteria are different than for
signalized intersections because driver expectation is that a signalized intersection is designed to carry
higher traffic volumes and experience greater delay. Table 3 shows the Level of Service criteria for
signalized and stop sign - controlled intersections.
Table 3. Level of Service Criteria
7.2 Operational Analysis Summary
The analysis was conducted for the following traffic volume scenarios:
• Existing 2017 traffic volumes
• Projected 2019 traffic volumes with High School Bypass Road
The following intersections were studied:
1. Terra View Street SE/Tahoma Boulevard SE
2. Yelm Avenue /Tahoma Boulevard SE
3. Berry Valley Road /Tahoma Boulevard SE
The Synchro operational analysis worksheets are provided in Appendix E.
7.2.1 Terra View Street SE /Tahoma Boulevard SE
This is a tee intersection with stop control for the northbound approach. The northbound approach has
a single lane. The westbound approach provides two through lanes and a left -turn lane while the
eastbound approach has a through lane and a shared through -right lane. The intersection currently
operates at an LOS A during all three peak hours.
The proposed High School Bypass Road will construct a southbound approach at this intersection. This
approach will provide a single lane in each direction and operate under stop -sign control. The
northbound approach on Terra View Street SE will remain a single lane. The westbound approach
provides a through lane, shared through -right lane and a left -turn lane. After the Bypass Road is
completed, the eastbound approach will provide a shared through -right lane and a shared through -left
lane. In the 2019 horizon the intersection will operate at a LOS B for the southbound approach during
all three peak hours.
SCJ Alliance October 2017
Page 23
Traffic Signal Control
Stop Sign Control
Average Control Delay
Average Control Delay
Level of Service
(seconds /vehicle)
(seconds /vehicle)
A
<_10
<_10
B
>10 -20
>10 -15
C
>20 -35
>15 -25
D
>35 -55
>25 -35
E
>55 -80
>35 -50
F
>80
>50
7.2 Operational Analysis Summary
The analysis was conducted for the following traffic volume scenarios:
• Existing 2017 traffic volumes
• Projected 2019 traffic volumes with High School Bypass Road
The following intersections were studied:
1. Terra View Street SE/Tahoma Boulevard SE
2. Yelm Avenue /Tahoma Boulevard SE
3. Berry Valley Road /Tahoma Boulevard SE
The Synchro operational analysis worksheets are provided in Appendix E.
7.2.1 Terra View Street SE /Tahoma Boulevard SE
This is a tee intersection with stop control for the northbound approach. The northbound approach has
a single lane. The westbound approach provides two through lanes and a left -turn lane while the
eastbound approach has a through lane and a shared through -right lane. The intersection currently
operates at an LOS A during all three peak hours.
The proposed High School Bypass Road will construct a southbound approach at this intersection. This
approach will provide a single lane in each direction and operate under stop -sign control. The
northbound approach on Terra View Street SE will remain a single lane. The westbound approach
provides a through lane, shared through -right lane and a left -turn lane. After the Bypass Road is
completed, the eastbound approach will provide a shared through -right lane and a shared through -left
lane. In the 2019 horizon the intersection will operate at a LOS B for the southbound approach during
all three peak hours.
SCJ Alliance October 2017
Page 23
Yelm HS Bypass Road
Traffic Impact Analysis
7.2.2 Berry Valley Road /Tahoma Boulevard SE
This is a tee intersection with stop sign - control for Berry Valley Road, the northbound approach. The
northbound approach provides a single lane. The eastbound approach has a through lane and a shared
through -right lane. The westbound approach provides a left -turn lane and a two through lanes. The
intersection currently operates at a LOS A for all three peak hours. With the completion of the Bypass
Road, this intersection is projected to operate at a LOS B for the AM school peak hour, and remain at a
LOS A during the PM peak hour of the school and the street.
7.2.3 Yelm Avenue /Tahoma Boulevard SE
This is a four -leg intersection under traffic signal control. The eastbound and northbound approaches
each have a left -turn lane, through lanes and right -turn lane. The southbound and westbound
approaches provide a left -turn lane and shared through -right lane. This intersection currently operates
at a LOS C for the AM and PM of school peak hours and at LOS B for the PM of street peak hour. With
completion of the Bypass Road the intersection is projected to remain at LOS C for the AM and PM of
school peak hours, and LOS B for the PM of street peak hour.
The level of service results are provided in Table 4, Table 5 and Table 6.
Table 4. Level of Service (LOS) Summary — AM Peak Hour
Existing 2017
Projected 2019
Volumes
with Bypass Road
Control
LOS
LOS
Intersection Type
(Delay)
(Delay)
Terra View Street SE /Tahoma Boulevard SE TWSC
A (9.1)
B (11.1)
Berry Valley Road /Tahoma Boulevard SE TWSC
A (9.4)
B (10.2)
Yelm Avenue /Tahoma Boulevard SE SIGNAL
C (29.7)
C (32.7)
NOTE: TWSC = Two -Way Stop - Controlled; Stop -sign on the minor approach(es).
SIGNAL = Traffic signal control
Table S. Level of Service (LOS) Summary — PM Peak Hour of School
Existing 2017 Projected 2019
Volumes with Bypass Road
Control LOS LOS
Intersection Type (Delay) (Delay)
Terra View Street SE /Tahoma Boulevard SE TWSC A (8.8) B (13.3)
Berry Valley Road /Tahoma Boulevard SE TWSC A (8.8) A (9.6)
Yelm Avenue /Tahoma Boulevard SE SIGNAL C (26.8) C (27.6)
NOTE: TWSC = Two -Way Stop - Controlled; Stop -sign on the minor approach(es).
SIGNAL = Traffic signal control
SCJ Alliance
Page 24
October 2017
Yelm HS Bypass Road
Intersection
Traffic Impact Analysis
Table 6. Level of Service (LOS) Summary — PM Peak Hour of Street
Existing 2017 Projected 2019
Volumes with Bypass Road
Control LOS LOS
Type (Delay) (Delay)
Terra View Street SE /Tahoma Boulevard SE TWSC A (8.9) B (10.4)
Berry Valley Road /Tahoma Boulevard SE TWSC A (8.8) A (8.8)
Yelm Avenue /Tahoma Boulevard SE SIGNAL B (16.1) B (16.7)
NOTE: TWSC = Two -Way Stop - Controlled; Stop -sign on the minor approach(es).
SIGNAL = Traffic signal control
7.3 Vehicle queuing
The vehicle queue is the number of stopped vehicles waiting to travel through an intersection. The
queue length includes all vehicles that stop at an intersection even after vehicles at the front begin to
move forward. The 95th percentile queue value reflects the "peak typical" queue that occurs during the
analysis period, discarding the highest 5 percent of queue occurrences. The queue study was performed
using the SimTraffic microsimulation program. The average of five simulations was calculated. The
SimTraffic queue analysis worksheets are in Appendix E.
With construction of the Yelm High School Bypass Road, the existing intersection of Terra View Street
SE /Tahoma Boulevard SE will provide a fourth approach. A queue analysis was conducted for this
intersection for all three analysis hours. The existing intersection currently has 95th percentile queues
on Terra Vista Street of 50 feet or less for all three peak hours. With the completion of the Bypass Road,
the longest queue will typically be the new southbound approach. The southbound approach 95th
percentile queue is projected to be no higher than 70 feet, or approximately 3 vehicles, during all three
peak hours. The full queue analysis results are provided in Table 7.
Table 7. 95th Percentile Queue Summary — Terra Vista St /Tahoma Blvd
PM Peak Hour of PM Peak Hour of
Approach AM Peak Hour (feet) School (feet) Street (feet)
Existing 2017
Eastbound
0 feet
0 feet
0 feet
Westbound
9 feet
13 feet
15 feet
Northbound
49 feet
49 feet
39 feet
Southbound
N/A
N/A
N/A
Projected 2019 with Bypass Road
Eastbound 4 feet
6 feet
8 feet
Westbound 0 feet
12 feet
14 feet
Northbound 53 feet
49 feet
40 feet
Southbound 50 feet
70 feet
40 feet
SCJ Alliance October 2017
Page 25
Yelm HS Bypass Road
Traffic Impact Analysis
7.4 Yelm High School Bypass Road Intersection Summary
Tahoma Boulevard SE currently experiences very low traffic volumes. The roadway is designed to
accommodate the much higher traffic volumes anticipated when Tahoma Boulevard SE extends further
west and south. In the future when traffic volumes increase on Tahoma Boulevard SE, the operation of
the Terra View Street SE/Tahoma Boulevard SE intersection will degrade. It is likely that by the time
Tahoma Boulevard SE connects to SR 507 additional control will be required at the Terra View Street
SE /Tahoma Boulevard SE intersection.
Under stop -sign control for the minor approaches, a predictive crash analysis was performed using the
Highway Safety Manual (HSM) methodology. This analysis determines the predicted annual crashes
given ADT for the major and minor street approaches, control type and number of lanes provided at the
intersection. To determine the ADT for the major street and the existing Terra View Street approach,
ten times the PM peak hour was used. To determine the ADT for the proposed Bypass Road, the trip
rate relationship between AM peak hour, PM peak hour and daily was used to factor up the rerouted
school trips. Under the projected 2019 volume scenario, the HSM methodology predicts this
intersection to experience 0.2 crashes per year. The daily school volume calculations and the predictive
crash analysis summary sheet are provided in Appendix F.
Review of the traffic signal volume warrants indicates that the through traffic on Tahoma Boulevard SE
would have to increase from the forecasted 135 vehicles in the afternoon school peak hour to over 500
vehicles to meet the thresholds to consider a traffic signal. If additional control is required in the future,
options to consider could be all -way stop - control, a traffic signal system or a modern roundabout.
The future needs of the intersection should be considered in the current design so if additional control is
required it can be more easily accommodated. We recommend the following design features to be
implemented to accommodate potential future design needs:
Initial Design Recommendations:
The new High School Bypass Road intersection approach should be constructed with curb
returns and not as a driveway apron. The new approach should generally match the design
characteristics of the existing Terra View Street SE approach.
A stop bar and stop sign should be installed at the intersection on the new southbound
approach.
The intersection should be constructed with handicap ramps on the NW and NE corners of the
intersection and a striped crosswalk installed across the west leg of Tahoma Boulevard and the
new Bypass Road approach.
Future Design Considerations:
• The intersection will eventually require additional control, which would likely be a traffic signal
or a modern roundabout. Sufficient property on the north side of Tahoma Boulevard SE
adjacent to the intersection needs to be preserved to accommodate either a traffic signal or a
modern roundabout. A conceptual layout of a modern roundabout is recommended to ensure
adequate setback for future improvements.
• An eastbound to northbound left -turn lane is not warranted at the opening of the High School
Bypass Road. However, to accommodate anticipated future traffic volumes, the existing
median on Tahoma Boulevard SE may need to be reconstructed to install an eastbound to
northbound left -turn lane. If a modern roundabout is determined by the City to be the
preferred future control of the intersection, a left -turn lane would not be required.
SCJ Alliance October 2017
Page 26
Yelm HS Bypass Road
8. CONCLUSIONS
Traffic Impact Analysis
Yelm Community Schools proposes to construct the Yelm High School Bypass Road that will connect the
south end of the existing student parking area to Tahoma Boulevard SE. The new connection will add a
fourth leg to the existing Terra View Street SE intersection. The new driveway will reduce congestion on
Yelm Avenue and will allow students to access Yelm Avenue at a signalized intersection (Tahoma
Boulevard SE /Yelm Avenue).
Currently Tahoma Boulevard SE experiences very low traffic volumes at Terra View Street SE. Under
stop sign - control the proposed Yelm High School Bypass Road — Terra View Street SE /Tahoma Boulevard
SE intersection will operate at a LOS B condition with minimal delay.
The intersection will likely need additional control in the future. It is recommended that adequate
property on the north side of Tahoma Boulevard SE be set aside to accommodate a modern roundabout,
if that is the design option preferred in the future. This setback should also accommodate a traffic signal
if that is the design option desired in the future.
SCJ Alliance October 2017
Page 27
APPENDIX A
TRAFFIC VOLUME COUNT WORKSHEETS
Prepared for: SCJ Alliance
Traffic Count Consultants, Inc.
Phone: (253) 926 -6009 FAX: (253) 922 -7211 E -Mail: Team @TC2inc.com
WBE/DBE
Intersection: Yehn High School North Drwy& W Yehn Ave (Turns Only) Date oFCount: Thurs 2/23/2017
Location: Yehn, Washington Checked By: Jess
Time From North on (SB) From South on (NB) From Easton (WB) From West on (EB) InteM
Interval 0 Yehn HS North Drwy WYehn Ave WYehn Ave Total
Ending at T L S R T L S R T L S R T L S R
6:15A 0 0 0 0 0 2 0 2 0 0 0 0 0 0 0 0 4
6:30A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
645A 0 0 0 0 0 1 0 1 0 0 0 0 0 0 0 0 2
7:00 A 0 0 0 0 14 2 0 21 1 0 0 0 0 0 0 0 0 23
7:15A 0 0 0 0 16 6 0 24 0 1 0 0 0 0 0 0 31
7:30A 0 0 0 0 2 8 0 8 0 0 0 0 0 0 0 0 16
745A 0 0 0 1 0 0 1 0 2 0 1 0 0 0 0 0 0 0 3
8:00A 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1
8:15A 0 0 0 0 1 2 1 0 2 0 0 0 0 0 0 0 0 4
8:30A 0 0 0 0 2 2 0 4 0 0 0 0 0 0 0 0 6
8:45A 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
9:00A 0 0 0 0 1 0 3 0 3 0 0 0 0 0 0 0 0 6
Total
Peak Hour: 6:45 AM
Total 0 1 0 0 1 0 32 17 0
Approach 0 72
%Hv v/a 44.4%
ME n/a 0.60
1
W Yelm Ave
17 I Ped 0 i
Bike: 3
17
to 7:45 AM
0 1 1 1 0 1 0 0 1 0 1 0 1 0 73
1 0 73
v/a v/a 43.8%
0.25 n/a 0.59
0 I 0 6:45 AM to 7:45 AM
0
PEDs .........................
n��oss: N S E W Pod: 6 17
...........
ENT 01 1 1 Bike 0
ENT 02 0 - -- ---.
ENT 03 0 72
ENT 04 1 4 5
ENT 05 2 2 73
ENT 06 0 Yelm HS North Drwy
ENT 07 0 Bicycles From: N S E
ENT 08 0 ENT 01
ENT 09 2 2 ENT 02
ENT 10 0 ENT 03
ENT 11 0 ENT 04
ENT 12 0 ENT 05
10 ENT 06
ENT 07 1
ENT 08
ENT 09
ENT 10
ENT 11
ENT 12
11.
W Yelm Ave
0
1
1
56
1
,Bike
0
:Pod 55
55
124J 1.0 PHF Peak Hour Volume
PHF %HV
EB
n/a
n/a
Check WE
0.25
n/a
In: 73 NB
0.60
44.4%
Out: 73 SB
n/a
n/a
T Int.
0.59
43.80%
W
Conditions:
11.
Prepared
for:
SCJ Alliance
Traffic Count Consultants, Inc.
Phone: (253) 926 -6009 FAX: (253) 922 -7211
E -Mail: Team
@TC2inc.com
WBE/DBE
Intersection: Yehn
High School
North Drwy&
W Yehn Ave (Turns Only)
Date oFCount:
Thurs 2 /23/2017
Location: Yehn, Washington
Checked By:
Jess
Time
From North on (SB)
From South on (NB)
From Easton (WB)
From West on (EB)
Interval
Interval
0
Yehn HS North Drwy
WYehn Ave
WYehn Ave
Total
Ending at
T
L
S
R
I
L
S
R
T
L
S
R
T
L
S
R
1:45P
0
0
0
0
0
3
0
3
0
0
0
0
0
0
0
0
6
2:00 P
0
0
0
0
12
14
0
38
0
0
0
0
0
0
0
0
52
2:15 P
0
0
0
0
0
22
0
21
0
0
0
0
0
0
0
0
43
2:30P
0
0
0
0
0
3
0
6
0
0
0
0
0
0
0
0
9
2:45P
0
0
0
0
0
2
0
3
0
0
0
0
0
0
0
0
5
3:00P
0
0
0
0
0
2
0
2
0
0
0
0
0
0
0
0
4
3.15P
0
0
0
0
0
2
0
5
0
0
0
0
0
0
0
1
8
3:30P
0
0
0
0
0
1
0
4
0
0
0
0
0
0
0
1
6
3:45P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1 0
4:00P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4:15P
0
0
0
1 0
1 0
1 0
1 0
1 0
1 0
0
0
0
0
0
0
0
0
4:30P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
Survey
0
0
0
0
12
49
0
82
0
0
0
0
0
0
0
133
Peak Hour: 1:30 PM to
2:30 PM
Total
0 0
1 0
0
12
42 0 68
0
0
1 0
0
0
0
0
0
110
Approach
0
110
0
0
110
%14V
a1a
10.91
a1a
a1a
10.9%
ME
n/a
0.53
n/a
n/a
0.53
Z
W Yelm Ave
W Yelm Ave
42
I Ped
l
Bike:
0
0
68
42
2
,Bike
0
I
0
1:30 PM to
2:30 PM
_:
,0 .......
€Ped
6%
0
.........................
PEDs
N S
E
W
Ped: 2 42
6%
L20.j
1.0 PHF Peak
Hour
Volume
across:
wT01 1 1
2
Bike 0 l
PHF %HV
1NT 02
1
1
EB
n/a
n/a
1NT 03 1
1
tt0
Check
WE
n/a
n/a
1NT o4 2
2
In:
110
NB 0.53
10.9%
1NT 05
0
110
Out:
110
SB
n/a
n/a
1NT 06
0
Yelm HS North Drwy
T Int.
0.53
10.9%
INT07 1
1
Bicycles From: N S
E
W
Conditions:
1NT 08
0
1NT 01
0
1NT 09
0
wT 02
0
7NT 10
0
1NT 03
2
2
7NT 11
0
1NT 04
0
7NT 12
0
1NT 05
0
7
1NT 06
0
Special Notes
1NT 07
0
EB trathe backed -up blocking driveway
from
1NT 08
0
13:54 - 14:10.
NT 09
0
wT 10
0
NT 11
0
NT lz
0
0 0
2
02
SCJ17028M 01 1
Prepared for: SCJ Alliance
Traffic Count Consultants, Inc.
Phone: (253) 926 -6009 FAX: (253) 922 -7211 E -Mail: Team @TC2inc.com
WBE/DBE
Intersection: Yehn High School North Drwy& W Yehn Ave (Turns Only) Date oFCount: Thurs 2 /23/2017
Location: Yehn, Washington Checked By: Jess
Time From North on (S B) From South on (NB) From Easton (WB) From West on (EB) Interve
Interval 0 Yehn ITS North Drwy WYehn Ave WYehn Ave Total
Ending at T L S R T L S R T L S R T L S R
3:45P 0 0 0 0 0 1 0 5 0 1 0 0 0 0 0 0 7
4:00P 0 0 0 0 0 1 0 2 0 0 0 0 0 0 0 0 3
4:15P 0 0 0 0 0 3 0 16 0 1 0 0 0 0 0 0 20
4:30P 0 0 0 0 0 0 0 5 1 0 2 0 0 0 0 0 1 8
4:45P 0 0 0 0 0 4 0 7 0 0 0 0 0 0 0 0 11
5:00P 0 0 0 0 0 0 0 7 0 1 0 0 0 0 0 0 8
5:15P 0 0 0 0 0 0 0 2 0 0 1 0 0 0 0 0 0 2
5:30P 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 1
5:45P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0
6:00P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6:15P 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
6:30P 0 1 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0
Total
Peak Hour: 4:00 PM
Total 0 1 0 0 1 0 0 7 0
Approach 0 42
%Hv aia aia
PfIF n/a 0.55
1
W Yelm Ave
7 I Pod! 0 i
Bike; 1
8
to 5:00 PM
0 1 4 1 0 1 0 0 1 0 1 0 1 1 47
4 1 47
a/a aia o.oi
0.50 0.25 0.59
1 I 0 4:00 PM to 5:00 PM
1
PEDs .........................
n��oss: N S E W Pod: 0 7
...........
ENT 01 0 Bike 0
ENT 02 0 - -- ---.
ENT 03 0 42
ENT 04 0
ENT 05 1 1 47
ENT 06 0 Yelm HS North Drwy
ENT 07 0 Bicycles From: N S E
ENT 08 0 ENT 01
ENT 09 0 ENT 02
ENT 10 0 ENT 03
ENT 11 0 ENT 04
ENT 12 0 ENT 05
1 ENT 06
ENT 07 1
ENT 08
ENT 09
ENT 10
ENT 11
ENT 12
1
0
1
W Yelm Ave
0
4
4
39
0
,Bike
0
:Pod 35
35
80 1.0 PHF Peak Hour Volume
PHF %HV
EB
0.25
n/a
Check WE
0.50
n/a
In: 47 NB
0.55
n/a
Out: 47 SB
n/a
n/a
T Int.
0.59
0.0%
W
Conditions:
1
0
1
Prepared
for
SCJ Alliance
Z
ffi Tr ac Count Consultants, Inc.
Phone: (253) 926 -6009 FAX: (253) 922 -7211
E -Mail: Team @TC2inc.com
WBE/DBE
Intersection: Mountain
View Rd SE/Yelm
High School South Drwy & W Yelm
Ave
Date oFCount:
Thurs 2/23/2017
Location: Yelm, Washington
Checked By:
Jess
Time
From No on (SB)
From South on (NB)
From Easton (WB)
From West on (EB)
Interval
Interval
Mountain View Rd SE
Yelm HS South Drwy
W Yelm Ave
W Yelm Ave
Total
Ending at
T
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
6:15 A
0
0
0
1
0
1
0
0
2
5
105
0
6
0
30
2
144
6:30 A
0
1
0
0
0
0
0
3
0
6
126
0
2
0
18
4
158
645A
0
2
0
2
0
3
0
3
3
37
101
0
4
0
38
9
195
7:00 A
3
0
0
2
0
0
0
9
21
93
88
2
17
1
62
27
284
7:15 A
0
1
0
5
6
1
0
37
14
102
102
6
19
1
49
63
367
7:30 A
0
0
0
5
1
1
0
32
2
58
167
1 2
8
1
1 50
22
338
745A
0
5
0
0
5
1
0
5
8
12
132
5
5
0
46
1
207
8:00 A
0
4
0
0
0
1
0
10
98
3
3
1
56
2
1"
8:15 A
2
7
1
0
0
1
0
4
7
12
131
4
3
1
66
4
231
830A
0
1
0
0
0
3
0
7
6
13
148
4
12
1
74
5
256
845A
0
4
1
0
0
:E
0
1
5
5
114
4
10
2
67
1
200
9:00 A
1
6
0
1
0
1
0
3
4
7
106
2
8
0
76
2
204
Total
Survey
6
31
2
16
12
14
0
106
79
360
1418
32
97
8
632
142
2761
Peak Hour: 6:45 AM to
7:45 AM
Total
3 6
0 12
12
1 3 1 0 1 83
1 45
265 489
15
49
3
207 113
1196
Approach
18
86
769
323
1196
%HV
16.7%
14.0%
5.9%
15.2%
9.1%
PHF
0.75
0.57
0.85
0.71
0.81
Mountain View Rd SE
36
18 18
1------!Bike
W Yehn Ave
12 0 6
35 iPed
: ......................:
W Yehn Ave
15
504 I Ped:.....
6....E
489
769
Bike' 2
265
1065
LL
2
Bike
323 I
ED
207
6:45 AM to
7:45 AM
2
.................
EPed
296
113
........................
tans N S
APfKC
E W
Ped: 2 3
0 83
1468 LO PHFPeak Haur Volume
mr of
1
1
� .....................i
Bike 0
PHF %HV
I 02
0
EB 0.71
15.2%
a 03 2
2
378
86
Check
WB 0.85
5.9%
I 04 8 1
4
13
In:
1196
NB 0.57
14.0%
I 05 8
2 2
12
464
Out
1196
SB 0.75
16.7%
w 06 11
11
Yehn HS South Drwy
T Int. 0.81
9.1%
I 07 8 1
9
Bieyeles From: N 3
B w
Conditions:
Irvr oa
0
I 01
0
I 09 3
1 1
5
Irvr oz
0
I 10 1
1
I 03
I
I
I II
0
I 04
0
Irvr Iz
1
I 05
1 2
3
55
I 06
0
Special Notes
I 07
1 1
11
Irvr oa
0
rvr 09
0
I 10
0
I II
0
112
1
1
0 0
3 3' 6
SCJ17028M 02a
Prepared
for
SCJ Alliance
Z
ffi Tr ac Count Consultants, Inc.
Phone: (253) 926 -6009 FAX: (253) 922 -7211
E -Mail: Team @TC2inc.com
WBE/DBE
Intersection: Mountain
View Rd SE/Yelm
High School South Drwy & W Yelm
Ave
Date oFCount:
Thurs 2/23/2017
Location: Yelm, Washington
Checked By:
Jess
Time
From No on (SB)
From South on (NB)
From Easton (WB)
From West on (EB)
Interval
Interval
Mountain View Rd SE
Yelm HS South Drwy
W Yelm Ave
W Yelm Ave
Total
Ending at
T
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
1:45 P
0
6
0
1
0
2
0
8
16
16
105
5
2
0
101
4
248
2:00 P
0
2
0
1
7
1
5
58
17
21
80
4
17
1
102
4
279
2:15 P
0
5
1
3
0
10
0
64
9
13
98
7
3
6
141
6
354
230P
1
1
0
1
0
4
1
37
7
12
90
3
5
0
96
2
247
245P
1
6
0
2
0
5
0
15
4
3
103
3
4
1
119
1
258
3:00 P
0
2
0
1
0
6
0
11
6
9
97
1 7
5
0
1 111
0
244
3:15 P
1
6
0
0
1
6
1
19
5
9
95
10
6
1
139
3
289
3:30 P
1
7
0
0
0
1
0
12
2
4
75
4
2
2
129
1
235
3:45P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4:00 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4:15P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4:30P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
Survey
4
35
1
9
8
35
7
224
66
87
743
43
44
11
938
21
2154
Peak Hour: 145 PM to
2:45 PM
Total
2 14
1
20 6 1 174
37
49 371
17
29
8
458 13
1138
Approach
22
200
437
479
1138
%HV
9.1%
3.5%
8.5%
6.1%
6.6%
PHF
0.61
0.68
0.93
0.78
0.80
Mountain View Rd SE
53
22 31
1------!Bike
W Yehn Ave
7 1 t 1 to
1 Ped
: ......................:
W Yehn Ave
17
398
I Ped.:
...........
371
437
Bike' 0
49
1083
877
8
3
Bike
479
I
458
145 PM to
245 PM
1
.................
;Ped
646
13
........................
tans
N S
APfKC
E
W
Ped: 19 20
6 174
6 L O PHF Peak Ha Volume
141 ur
mr of 1
1
2
� .....................i
Bike 0
PHF %HV
1 02 1 16
1
18
EB 0.78
6.1%
m 03 1
2
3
63
200
Check
WB 0.93
8.5%
1 04 1
1
2
4
In:
1138
NB 0.68
3.5%
1 05 1
1
263
Out
1138
SB 0.61
9.1%
w 06
0
Yehn H S South Drwy
T Int. 0.80
6.6%
1 09 5
1
6
Bieyeles From: N S
B w
Conditions:
mr oa 1
3
4
1 01
1
1
1 09
0
1rvr oz
0
1 10
0
1rvr 03
3
3
1 11
0
1rvr 04
0
1 1z
0
1rvr 05
0
38
mr 06
0
Special Notes
1rvr 07
1
10
1rvr oa
0
rvr 09
0
1 10
0
1 11
0
� 12
0
0 0
4 04
SCJ17028M 02 1
LLZ
Prepared
for
SCJ Alliance
Traffic Count Consultants, Inc.
Phone: (253) 926 -6009 FAX: (253) 922 -7211
E -Mail: Team @TC2inc.com
WBE/DBE
Intersection: Mountain
View Rd SE/Yelm
High School South Drwy & W Yelm
Ave
Date oFCount:
Thurs 2/23/2017
Location: Yelm, Washington
Checked By:
Jess
Time
From No on (SB)
From South on (NB)
From Easton (WB)
From West on (EB)
Interval
Interval
Mountain View Rd SE
Yelm HS South Drwy
W Yelm Ave
W Yelm Ave
Total
Ending at
T
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
3:45 P
0
5
0
1
0
5
0
12
4
7
108
4
2
1
151
2
296
4:00 P
0
5
0
1
0
0
0
10
5
3
102
7
3
2
156
2
288
4:15 P
0
6
0
0
0
2
1
14
4
8
102
7
3
4
143
3
290
430P
0
1
0
1
0
2
0
6
0
6
100
7
0
1
146
0
270
445P
0
9
0
1
0
1
0
6
3
10
95
12
1
3
150
0
287
5:00 P
0
10
0
2
0
0
0
1
1
14
104
1 4
1
2
1 138
1
276
5:15 P
0
6
0
0
0
1
0
1
1
7
100
10
3
2
170
0
297
5:30 P
1
6
0
0
0
0
0
0
3
1
85
6
2
1
140
0
239
545P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6:OOP
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6:15P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6:30P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
1
1
1
1
Survey
1
48
0
6
0
11
1
50
21
56
796
57
15
16
1194
8
2243
Peak Hour: 3:30 PM to
4:30 PM
Total
0 17
0 3
0
1 9 1 1 42
13
24 412
25
8
1 8
1 596 1 7
1 1144
Approach
20
52
461
611
1144
%HV
v/a
v/a
2.8%
1.3%
1.8%
PHF
0.83
0.76
0.97
0.95
0.97
Mountain View Rd SE
54
20 34
1------!Bike
W Yehn Ave
3 o 17
0 Wed
: ......................:
W Yehn Ave
25
424 I Ped:....2....i
412
461
Bike' 1
24
1116
LEE1035
8
0
Bike
.
596
3:30 PM to
4:30 PM
o
;Ped
655
7
........................
tans N S
E W
Ped: 3 9
1 42
1188 1.0 PHF Peak Ho Volume
1 01 1
1
Bike l
PHF %HV
m 02 2
2
EB 0.95
1.3%
a 03
0
3t
52
Check
WB 0.97
2.8%
wr 04
2
2
In
1144
NB 0.76
n/a
1 05
0
83
Out
1144
SB 0.83
n/a
w 06
0
Yehn HS South Drwy
T Int. 0.97
1.8%
m 07
0
Bieyeles From: N S
B w
Conditions:
mr oa
0
1 01
0
mr ov
0
1 02
0
m 10
0
m 03 1
1
2
1 11
0
1 04
0
1 12
0
1 05
0
$
D 06
0
Special Notes
1 07
1 1
11
mr oa
0
mr 09
0
m 10
0
wr 11
0
� 12
0
0 1
1 13
SCJ17028M 02 2
Prepared
for:
SCJ Alliance
lk
Traffic Count Consultants, Inc.
Phone: (253) 926 -6009 FAX: (253) 922 -7211
E -Mail: Team @TC2inc.com
WBF/DBE
Intersection: Terra
View St SE &Tahoma
Blvd SE
Date of Count:
Thurs 2 /23/2017
Location: Yehn, Washington
Checked By:
Jess
Time
From North on (S B)
From South on (NB)
From Easton (WB)
From Weston (EB)
Interval
Interval
0
Te— View St SE
Taboma Blvd SE
Tahoma
Blvd SE
Total
Ending at
T
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
6:15A
0
0
0
0
0
0
0
4
1
0
5
0
0
0
13
0
22
6:30 A
0
0
0
0
0
0
0
8
0
1
0
0
0
0
13
0
22
645A
0
0
0
0
0
0
0
13
1
1
3
0
0
0
19
0
36
7:00 A
0
0
0
0
1
0
0
12
0
2
3
0
1
0
17
0
34
7:15 A
0
0
0
0
0
0
0
13
0
6
8
0
0
0
23
0
1 50
7:30 A
0
0
0
0
0
0
0
14
0
0
8
0
1
0
23
0
45
745A
0
0
0
0
0
0
0
11
0
1
4
0
0
0
9
0
25
8:00 A
0
0
0
0
1
0
0
12
2
2
3
0
1
0
13
0
30
8:15A
0
0
0
0
0
0
0
12
0
1
4
0
1
0
18
0
35
830A
0
0
0
0
0
0
0
8
2
4
7
0
0
0
7
0
26
845A
0
0
0
0
1
0
0
10
0
1
7
0
0
0
10
0
28
9:00 A
0
0
0
0
0
0
0
5
1
0
3
0
1
0
9
0
17
Total
Survey
0
0
0
0
3
0
0
122
7
19
55
0
5
0
174
0
370
Peak Hour: 6:30 AM to
7:30 AM
Total
0 0
0 0
1
0 0 52
1
9
22
0
2 0
82
0
165
Approach
0
52
31
82
165
%HV
./a
1.9%
3.2%
2.4%
2.4%
PHF
n/a
0.93
0.55
0.89
0.83
I z
Tahoma Blvd SE
Tahoma Blvd SE
22 I Ped',
I
.............:
22
31
Bike;
0
9
165
104
0
,Bike
82 I
82
6:30 AM to
7:30 AM
_____:
, 2
.......
Ped 134
0
. .......................
tans N S
Across
E W
Ped€ 0 0
L 2 0 Oj 1.0 PHF PeakHaur
Volume
wr 0I
0
: ......................:
Biked 0 .
PHF %HV
wr 02
0
EB
0.89
2.4%
wr 03
0
52
Check
WB 0.55
3.2%
wr 04
2
2
In: 165
NB 0.93
1.9%
I 05 1
1
2
61
Out 165
SB
n/a
n/a
wr 0e
0
Terra View St SE
T Int.
0.83
2.4%
m 07
0
Bieyeles F— N 3
E
w
Conditions:
a 08 2
2
a 0I
0
wr 09
0
I 02
0
D 10
0
➢ 03
0
DVT II
0
➢ 04
0
DVT I2
0
➢VT 05
0
6
mr 00
0
S eend Notes
I 07
0
m 08
0
m 09
0
I 10
0
m II
o
DVT 12
0
0 0
0
00
SCJ17028M 03a
Prepared
for:
SCJ Alliance
Traffic Count Consultants, Inc.
Phone: (253) 926 -6009 FAX: (253) 922 -7211
E -Mail: Team @TC2inc.com
WBF/DBE
Intersection: Terra
View St SE &Tahoma
Blvd SE
Date oFCount:
Thurs 2 /23/2017
Location: Yelm, Washington
Checked By:
Jess
Time
From North on (SB)
From South on (NB)
From Easton (WB)
From Weston (EB)
Interval
Interval
0
Terra View St SE
Taboma Blvd SE
Tahoma
Blvd SE
Total
Ending at
T
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
1:45 P
0
0
0
0
1
0
0
7
0
3
10
0
0
0
9
0
29
2:00 P
0
0
0
0
0
0
0
2
0
5
11
0
1
0
10
0
28
2:15P
0
0
0
0
0
1
0
5
1
11
19
0
1
0
7
0
43
2:30P
0
0
0
0
0
0
0
7
0
10
16
0
1
0
8
0
41
2:45 P
0
0
0
0
1
0
0
7
0
8
15
0
0
0
14
0
1 44
3:00 P
0
0
0
0
0
0
0
5
1
4
9
0
1
0
11
0
29
3:15P
0
0
0
0
0
0
0
1
1
9
10
0
0
0
5
0
25
3:30 P
0
0
0
0
1
0
0
3
2
6
18
0
0
0
8
0
35
3:45P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4:00 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4:15P
0
E 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4:30P
0
0
0
—
0
—
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
1
1
Survey
f
f
f
f
3
1
0
37
5
56
108
0
4
f
f
274
Peak Hour: 2:00 PM to
3:00 PM
Total
0 0
0 0
1
1 0 24
2
33
59
0
3 0
40 0
157
Approach
0
25
92
40
157
%HV
./a
4.0%
2.2%
7.5%
3.8%
PHF
n/a
0.89
0.77
0.71
0.89
Tahoma Blvd SE
Tahoma Blvd SE
60 I Ped',
59
92
Bike;
.0.F
..........:
0
33
156
100
0
,Bike
40 I
40
2:00 PM to
3:00 PM
, 0
......
Ped 64
.
0
. ......................:
tans N S
Across
E W
Ped€ 4 1
24
L 17 6j 1.0 PHF PeakHaur Volume
wr 0I
0
: ......................:
Biked 0 .
PHF %HV
wr 02
0
EB 0.71
7.5%
wr 03 2
2
33
25
Check
WB 0.77
2.2%
wr 04 2
2
In: 157
NB 0.89
4.0%
wr 0s
0
58
Out 157
SB n/a
n/a
wr 06 1
1
Terra View St SE
T Int. 0.89
3.8%
I 07
0
Bieyeles F— N 3
E
w
Conditions:
wr 08 1
1
m01
0
wr 09
0
I 02
0
D 10
0
➢ 03
0
DVT II
0
➢ 04
0
DVT I2
0
➢VT 05
0
6
mr 06
0
Special Notes
I 07
0
m 08
0
m 09
0
I 10
0
m II
o
DVT 12
0
0 0
0
00
SCJ17028M 03pl
LJ ,
Prepared
for
SCJ Alliance
Traffic Count Consultants, Inc.
Phone: (253) 926 -6009 FAX: (253) 922 -7211
E -Mail: Team @TC2inc.com
WBF/DBE
Intersection: Terra
View St SE &Tahoma
Blvd SE
Date of Count:
Thurs 2 /23/2017
Location: Yehn, Washington
Checked By:
Jess
Time
From North on (S B)
From South on (NB)
From Easton (WB)
From Weston (EB)
Interval
Interval
0
Terra View St SE
Taboma Blvd SE
Tahoma
Blvd SE
Total
Ending at
T
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
3:45 P
0
0
0
0
1
0
0
8
1
11
17
0
2
0
11
0
47
4:00 P
0
0
0
0
0
0
0
2
1
5
17
0
1
0
3
1
28
4:15P
0
0
0
0
1
0
0
5
1
9
11
0
1
0
13
0
38
4:30 P
0
0
0
0
0
0
0
6
0
13
19
0
0
0
10
0
48
4:45 P
0
0
0
0
0
0
0
2
0
13
17
0
0
0
6
0
1 38
5:00 P
0
0
0
0
0
0
0
2
0
5
13
0
0
0
9
0
29
5:15 P
0
0
0
0
0
0
0
5
0
13
23
0
0
0
11
0
52
5:30 P
0
0
0
0
0
0
0
3
0
12
12
0
1
0
16
0
43
5:45P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6:00 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6:15P
0
E 0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
630P
0
0
0
-
0
-
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
1
Survey
0
0
0
0
2
0
0
33
3
81
129
0
5
0
79
1
323
Peak Hour: 4:15 PM to
515 PM
Total
0 0
0 0
0
0 0 15
0
44
0
0
0
36 0
167
Approach
0
15
116
36
167
%HV
via
via
via
o.oi
PHF
n/a
0.63
0.81
0.82
0.80
Tahoma Blvd SE
Tahoma Blvd SE
72 I Ped',
0€
72
116
Bike;
......
0
,
44
167
108
2
,Bike
36 I
36
4:15 PM to
5:15 PM
, 0
......
Ped
.
51
0
. ......................:
tans N S
Across
E W
Ped€ 2 0
: ......................:
15
L 2 0 8j
1.0 PHF PeakHaur Volume
wr 01 1
1
Biked 0 .
PHF %HV
wr 02
0
EB 0.82
n/a
wr 03
0
44
Check
WB 0.81
n/a
wr 04
0
In:
167
NB 0.63
n/a
wr 05 2
2
59
Out
167
SB n/a
n/a
1 06
0
Terra View St SE
T Int. 0.80
0.0%
m 07 1
1
1 1
Bieyeles From: N 3
E
w
Conditions:
wr OF 2
1
3
1 01 1
1
wr 09
0
1 02
1
1
D 10
0
➢ 03
0
D 11
0
➢ 04
0
DVT 12
0
➢ 05
2
2
7
1 06
0
Special Notes
m07
0
m OF
0
m 09
0
mr 10
0
DVT 11
0
rvr 12
0
0 1
2
14
SCJ17028M 03p2
Prepared
for:
SCJ Alliance
12
Traffic Count Consultants, Inc.
Phone: (253)
926 -6009 FAX: (253) 922 -7211 E -Mail: Team @TC2ino.com
WBF/DBE
Intersection: Tahoma
Blvd SE & Berry Valley
Rd SE
Date of Count:
Tues 9/19/2017
Location: Yelm, Washington
Checked By:
Jess
Time
From North on (SB)
From South on (NB)
From East on (WB)
From West on (EB)
Interval
Interval
Tahoma Blvd SE
Tahoma Blvd SE
Berry Valley Rd SE
0
Total
Ending at
T
L
I S
R
T
L
S
R
T
L
S
R
T
L
S
R
6:15A
0
1
0
0
0
0
16
1
0
0
0
2
0
0
0
0
20
6:30 A
2
0
4
0
0
0
17
0
0
1
0
2
0
0
0
0
24
6:45 A
0
2
7
0
1
0
25
1
1
0
0
17
0
0
0
0
52
7:00 A
1
2
8
0
0
0
35
0
0
1
0
45
0
0
0
0
91
7:15 A
1
3
21
0
0
0
36
2
0
0
0
14
0
0
0
0
76
7:30 A
1
1
7
0
0
0
26
0
0
0
0
1
0
0
0
0
35
7:45 A
0
0
4
0
2
0
22
2
2
1 3
0
5
0
0
0
0
36
8:00 A
1
1
11
0
0
0
26
0
0
1
0
4
0
0
0
0
43
8: 15A
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
8:30A
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
8:45A
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
9:OOA
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
Survey
6
10
62
0
3
0
203
6
3
6
0
90
0
0
0
0
377
Peak Hour: 6:30 AM to 7:30 AM
Total
3 8
43
0
1
0 122 3
1 1
0
77
0
0
0 0
254
Approach
51
125
78
0
254
%HV
5.9%
0.8%
1.3%
n/a
2.0%
PHF
0.53
0.82
0.42
n/a
0.70
Tahoma Blvd SE
250
51 199
r 0 __,Bike
43 s 0
Ped
Berry
Valley
Rd SE
1
7s
0
1
89
0
0
!Bike
0
6:30 AM to 7:30 AM
6
_Ped
11
0
,. .....
PEDS
A.: N S
E
W
Ped= 0 122
3
L364J
I.OPHFPeakHour Vol-
INT 01 1
1
2
Bike_
PHF %HV
INT 02
0
EB n/a
n/a
INT 03
2
1
3
44 125
Check
WB 0.42
1.3%
INT 04
2
2
In:
254
NB 0.82
0.8%
INT 05
1
1
169
Out:
254
SB 0.53
5.9%
INT O6
1
1
1 Tahoma Blvd SE
T Ink 0.70
2.0%
INT 07
0
Bicycles From: N S E
W
Conditions:
INT 01
1
1
INT 01
0
INT 09
0
INT 02
0
INT 10
0
INT 03 1
1
INT 11
0
INT 04 2
2
INT 12
0
INT 05 1
1
1 0
8
1
10
INT 06
0
Special Notes
INT 07
0
INT 08
0
INT 09
0
INT 10
0
INT 11
0
INT 12
E0[�
0
4 0
04
SCJ17112M 102a
Prepared
for:
SCJ Alliance
Traffic Count Consultants, Inc.
Phone: (253)
926 -6009 FAX: (253) 922 -7211
E -Mail: Team @TC2ino.com
WBE /DBE
Intersection: Tahoma
Blvd SE & Berry Valley Rd SE
Date of Count:
Tues 9/19/2017
Location: Yelm, Washington
Checked By:
Jess
Time
From North on (SB)
From South on (NB)
From East on (WB)
From West on (EB)
Interval
Interval
Tahoma Blvd SE
Tahoma Blvd SE
Berry Valley Rd SE
0
Total
Ending at
T
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
1:15P
1
2
11
0
2
0
16
0
0
1
0
1
0
0
0
0
31
1:30 P
1
2
17
0
1
0
16
1
1
0
0
6
0
0
0
0
42
1:45 P
0
1
8
0
0
0
11
0
0
1
0
5
0
0
0
0
26
2:00 P
2
14
19
0
1
0
7
1
0
0
0
6
0
0
0
0
47
2:15 P
2
9
24
0
0
0
14
0
0
0
0
7
0
0
0
0
54
2:30 P
0
8
14
0
4
0
16
2
0
1
0
4
0
0
0
0
45
2:45 P
2
1
13
0
1
0
11
1
0
0
0
1
0
0
0
0
27
3:00 P
0
2
15
0
1
0
12
2
0
0
0
1
0
0
0
0
1 32
3:15P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
3:30P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
3:45P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4:00 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
prvey 8 ;39
121
0
10
0
103
7
1
3
0
31
0
0
0
0
304
Peak Hour: 1:45 PM to
2:45 PM
Total
6 32
70
0
6
0 48 4
0
1 0
18
0
0
0 0
173
Approach
102
52
19
0
173
%HV
5.9%
11.5%
n/a
n/a
609%
PHF
0.77
0.72
0.68
n/a
0.80
Tahoma Blvd SE
168
102
66
____,Bike
0 32
0 Ped
erry
Valle
Rd SE
Lis
3
19
0
1
55
0
'L 0
Bike
0
1:45 PM to
2:45 PM
8
Ted
36
0
,.... ....
PEDS
Heroes: N S
E
W
Ped= 3 _
48 4
216
I.OPHFPeakHaurVol-
INT 01
0
Bike_
PHF %HV
INT 02
0
EB n/a
n/a
INT 03
1
1
F 71
F 52
Cheek
WB 0.68
n/a
INT 04 1
5
1
7
In:
173
NB 0.72
11.5%
INT 05 1
1
2
123
Out:
173
SB 0.77
5.9%
INT O6
2
2
Tahoma Blvd SE
T Ink 0.80
6.9%
INT 07 1
1
1
3
Bicycles From: N S
E W
Conditions:
INT 08 1
1
INT 01
0
INT 09
0
INT 02
0
INT 10
0
INT 03
0
INT 11
0
INT 04 2
2
INT 12
0
INT 05
0
0 4
9
3
16
INT 06
0
S eeial Notes
INT 07 1
1
INT 08 1
1
INT 09
0
INT 10
0
NT 11
0
INT 12
0
2 2
0 04
SCJ17112M 102p
Prepared
for:
City of 1 elm
Traffic Count Consultants, Inc.
Phone: (253)
926 -6009 FAX: (253) 922 -7211
E -Mail: Team @TC2inc.com
WBE /DBE
Intersection: Tahoma
Blvd SE & Berry Valley
Rd SE
Date of Count:
Tues 9/19/2017
Location: Yelm, Washington
Checked By:
Jess
Time
From North on (SB)
From South on (NB)
From East on (WB)
From Weston (EB)
Interval
Interval
Tahoma Blvd SE
Tahoma Blvd SE
Berry Valley Rd SE
0
Total
Ending at
T
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
4:15 P
0
6
23
0
2
0
15
0
1
1
0
8
0
0
0
0
53
430 P
0
2
24
0
0
0
11
1
1
0
0
4
0
0
0
0
42
445 P
0
3
21
0
0
0
11
0
0
6
0
2
0
0
0
0
43
5:00 P
0
0
23
0
0
0
15
0
0
0
0
4
0
0
0
0
42
5:15P
0
4
31
0
0
0
12
0
0
0
0
1
0
0
0
0
48
5:30 P
0
5
20
0
0
1 0
11
1
0
0
0
1 1
0
0
0
0
38
5:45 P
0
4
29
0
0
0
12
0
0
0
0
6
0
0
0
0
51
6:00 P
0
1
32
0
0
0
3
0
0
4
0
5
0
0
0
0
45
6:15P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6:30P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6:45P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
7:00 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
Survey
0
25
203
0
2
0
90
2
2
11
0
31
0
0
0
0
362
Peak Hour: 5:00 PM to
6:00 PM
Total
0 14
112
0
0
0 38 1
0
4 0
L 13
0
0
0 0
182
Approach
126
39
17
0
182
%HV
n/a
n/a
n/a
n/a
0.0%
THE
0.90
0.81
0.47
n/a
0.89
Tahoma Blvd SE
177
126
51
�- — 0 — -_!Bike
nz 14
0 . Ped
..............................
Berry
Valley
Rd SE
13
0
17
0
4
32
0
1
Bike
0
5:00 PM to
6:00 PM
= ........0......!Ped
15
0
PEDs
Across. N S
E
W
Ted_ 0
..............
38 1
L212J
1.0 PHF Peak Hour
Volume
INT 01
2
2
Bike............1
PHF %HV
INT 02
0
EB n/a
n/a
INT 03
0
116
39
Check
WB 0.47
n/a
INT 04
0
In:
182
NB 0.81
n/a
INT 05
0
155
Out:
182
SB 0.90
n/a
INT O6
0
Tahoma Blvd SE
T Int. 0.89
0.0%
INT 07
0
Bicycles From: N S
E W
Conditions:
INT 08
0
INT 01
0
INT 09
0
INT 02
0
INT 10
0
INT 03
0
INT 11
0
INT 04
0
INT 12
0
INT 05
0
2
INT O6
1
Special Notes
INT 07
0
INT 08
1
INT 09
0
NT 10
0
NT 11
0
NT 12
0
0 1
1 02
Prepared
for:
SCJ Alliance
Traffic Count Consultants, Inc.
Phone: (253)
926 -6009 FAX: (253) 922
-7211
E -Mail: Team @TC2inc.com
WBE /DBE
Intersection: Killion
Rd SE/Tahoma
Blvd
SE & W Yelm Ave
Date of Count:
Tues 9/19/2017
Location: Yelm, Washington
Checked By:
Jess
Time
From North on (SB)
From South on (NB)
From Easton (WB)
From West on (EB)
Interval
Interval
Killion Rd SE
Tahoma Blvd SE
W Yelm Ave
W Yelm Ave
Total
Ending at
T
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
6:15 A
0
4
2
2
0
16
5
3
3
2
129
5
3
0
26
1
195
6:30 A
0
1
0
2
0
11
10
3
4
1
148
4
1
0
38
2
220
6:45 A
1
3
2
6
1
16
4
3
3
8
179
3
3
1
53
4
282
700A
0
3
0
7
1
48
10
12
23
6
195
2
16
5
91
5
384
7:15 A
0
7
12
10
0
47
18
6
8
7
158
7
19
9
104
9
394
730A
0
5
2
4
0
1 16
10
6
4
3
167
5
6
1
79
5
303
745A
0
3
1
0
2
22
5
5
3
7
115
10
2
0
70
3
241
8:00 A
1
2
1
1
1
17
3
8
3
9
134
4
4
0
68
7
254
8:15A
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
8:30A
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
8:45A
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
9:OOA
1 0
0
0
0
0
0
0
1 0
1 0
0
1 0
0
0
0
0
0
0
Total
1
Survey
2
28
20
32
5
193
65
46
51
43
1225
40
54
16
529
36
2273
Peak Hour: 6:30 AM
to
7:30 AM
Total
1 18
16
27
2
1 127 1 42 27
38
24 1 699
17
44 16
327 23
1363
Approach
61
196
740
366
1363
%HV
1.6%
1.0%
5.1%
12.0%
6.2%
THE
0.53
0.69
0.91
0.75
0.86
Killion Rd
SE
136
61
75
jBike
W Yelm Ave
27 r 16 1 18
2 Ped
:.............................:
W Yelm Ave
17
857
I Ted
4
699
1
740
Bikes
1
1
24
1112
1219
16
1 _
IBike
366
_I
327
6:30 AM Tp
7:30 AM
8
3..........'Ped
372
23
PEDs
Armes. N S
E
W
Ped_ 25 -
127
42 27
Ll 576
j LO PHF Peak Hour Volume
INT 01 1
1
Bikej.__0____I
PHF %HV
INT 02 1 1
2
EB 0.75
12.0%
INT 03 2
2
63
196
Check
WB 0.91
5.1%
INT 04 5
3
8
In: 1363
NB 0.69
1.0%
INT 05 17
5
4
26
259
Out: 1363
SB 0.53
1.6%
INT 06 3
3
Tahoma Blvd SE
T lot. 0.86
6.2%
INT 07
0
Bicycles From: N
S
E W
Conditions:
INT 08 1
1
INT 01
0
INT 09
0
INT 02
0
INT 10
0
INT 03
1
1
INT 11
0
INT 04
3 1
4
INT 12
0
INT 05
1
1
43
INT O6
0
Special Notes
INT 07
0
INT 08
0
INT 09
0
INT 10
0
INT 11
0
INT 12
0
0
0
5 16
SCJ17112M 003a
Prepared
for:
SCJ Alliance
L9
Traffic Count Consultants, Inc.
Phone: (253)
926 -6009 FAX: (253) 922 -7211
E -Mail: Team @TC2inc.com
WBE /DBE
Intersection: Killion
Rd SE/Tahoma
Blvd
SE & W Yelm Ave
Date of Count:
Tues 9/19/2017
Location: Yelm, Washington
Checked By:
Jess
Time
From North on (SB)
From South on (NB)
From East on (WB)
From West on (EB)
Interval
Interval
Killion Rd SE
Tahoma Blvd SE
W Yelm Ave
W Yelm Ave
Total
Ending at
T
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
1:15 P
1
4
1
2
2
6
2
15
2
9
122
8
3
0
105
10
284
1:30 P
1
3
1
1
1
14
6
9
3
14
126
9
6
0
109
12
304
1:45 P
0
4
1
2
0
3
3
10
20
14
136
6
3
0
115
8
302
2:00 P
1
4
4
3
1
8
5
3
12
13
122
4
23
4
150
11
331
2:15 P
0
8
4
3
0
11
2
8
9
14
117
6
8
7
164
20
364
2:30 P
1
7
5
1 2
3
10
7
1 14
4
1 15
127
9
1
7
153
19
375
2:45 P
0
6
2
1
0
11
1
8
5
18
126
1
11
1
148
6
329
3:00 P
1
4
5
0
1
7
6
9
4
15
113
4
5
0
139
8
310
3: 15P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
1 0
1 0
1 0
3:30P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
3:45P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
4:00P
FO
0-1
0
1 0
0
0
0
1 0
0
1 0
0
0
0
0
0
0
0
Total
Survey
5
40
23
14
8
70
32
76
59
112
989
47
60
19
1083
94
2599
Peak Hour: 1:45 PM
to
2:45 PM
Total
2 25
15
9
4
40 15 33
30
60 492
20
43
19
615 56
1399
Approach
49
88
572
690
1399
%HV
4.1%
4.5%
5.2%
6.2%
5.6%
THE
0.82
0.71
0.95
0.90
0.93
Killion Rd
SE
103
z z
49
54
jBike
W Yelm Ave
9 15 1 25
8 Ped
...............................
WY Ina Ave
20
541
I Ped
21.....
492
572
Bikes
5
�
60
1245
1231
19
1 4
IBike
690
1
615
1:45 PM Tp
2:45 PM
4
_
Ped
673
56
PEDs
nss: N S
E
W
Ped_ 84
40
15 33
1500 LO PHF Peak Hour Volume
INT 01
0
Bikej 2
PHF %HV
INT 02
1
1
EB 0.90
6.2%
INT 03
0
131
88
Check
WB 0.95
5.2%
INT 04 4 25
7
36
In:
1399
NB 0.71
4.5%
INT 05 1 48
4
10
63
219
Out:
1399
SB 0.82
4.1%
INT o6 3 7
3
13
Tahoma Blvd SE
T Int. 0.93
5.6%
INT 07 4
1
5
Bicycles From: N
S
E W
Conditions:
INT 08 1 7
2
10
INT 01
0
INT 09
0
INT 02
0
INT 10
0
INT 03
0
INT 11
0
INT 04
5
5
INT 12
0
INT 05
2
2
4
9 91
128
INT 06
0
Special Notes
INT 07
2
2
INT 08
1
1
INT 09
0
INT 10
0
INT 11
0
INT 12
0
0
3
4 512
SCJ17112M 003m
Prepared
for:
City of Yelm
Traffic Count Consultants, Inc.
Phone: (253)
926 -6009 FAX: (253) 922 -7211
E -Mail: Team
@TC2inc.com
WBE /DBE
Intersection: Killion
Rd SE/Tahoma
Blvd
SE & W Yelm Ave
Date of Count:
Tues 9/19/2017
Location: Yelm, Washington
Checked By:
Jess
Time
From North on (SB)
From South on (NB)
From East on (WB)
From Weston (EB)
Interval
Interval
Killion Rd SE
Tahoma Blvd SE
W Yelm Ave
W Yelm Ave
Total
Ending at
T
L
S
R
T
L
S
R
T
L
S
R
T
L
S
R
4:15 P
0
6
0
1
2
12
2
16
7
15
141
7
6
3
171
20
394
4:30 P
0
4
2
1
1
9
3
16
3
14
127
4
3
0
153
19
352
4:45 P
0
7
3
1
0
7
2
9
1
11
112
17
2
1
171
13
354
5:00 P
0
3
4
2
0
12
4
14
0
11
140
4
1
4
149
14
361
5:15 P
0
3
0
4
0
12
4
16
0
9
123
5
3
3
174
22
375
5:30 P
0
3
2
0
0
1 5
3
12
1
19
110
1 1
0
2
191
15
363
5:45 P
0
1
4
2
0
7
1
15
3
14
83
2
0
2
169
18
318
6:00 P
0
4
5
2
0
4
3
8
0
12
113
4
1
1
153
23
332
6:15P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6:30P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
6:45P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
7:00 P
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
Total
Survey
0
31
20
13
3
68
22
106
15
105
949
44
16
16
1331
144
2849
Peak Hour: 4:00 PM to
5:00 PM
Total
0 20
9
5
3
1 40 11 55
11
51
1 520
32
12 8
644 66
1461
Approach
34
106
603
718
1461
%HV
n/a
2.8%
1.8%
1.7%
108%
THE
0.77
0.88
0.92
0.93
0.93
Killion Rd SE
ss
VL
34
51
—
!- - 0 — -_!Bike
W Yelm Ave
5 v 20
4
Ped
W Yelm Ave
F5_65_1
Ted
1
_
520
603
Bikel.....1......1
51
1322
1253
4
;Bike
�
4:00 M Tp
P
5:00 M
P
2
, Ped
PEDs
Across. N S
E
W
Ted _ 12 40
.............0
11
55
1576 LOPHF Peak Hour
Volume
INT 01 7
2
1
10
Bike:
PHF %HV
INT 02 2 3
5
EB 0.93
1.7%
INT 03 2 1
3
126
106
Check
WB 0.92
1.8%
INT 04 1
1
In: 1461
NB 0.88
2.8%
INT 05 1
1
2
232
Out 1461
SB 0.77
n/a
INT O6 5
1
6
Tahoma Blvd SE
T Int. 0.93
1.8%
INT 07 4
1
5
Bicycles From: N S
E
W
Conditions:
INT 08 2
2
INT 01
1
1
INT 09
0
INT 02
3
1
4
INT 10
0
INT 03
0
INT 11
0
INT 04
0
INT 12
0
INT 05
2
2
34
INT O6
0
Special Notes
INT 07 1
2
3
INT 08
0
INT 09
0
NT 10
0
NT 11
0
NT 12
0
1 0
6
3 10
APPENDIX B
COLLISION DATA
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APPENDIX C
TRAFFIC VOLUME CALCULATIONS
SCJ ALLIANCE
CONSULTING SERVICES
Yelm High School Bypass Road
AM Peak Hour Volumes (School Peak)
Growth Rate:l 4.00%
1
Tahoma Blvd SE
Terra View St SE
TMC Date: 02/23/2017
Peak Hour: 6:30 -7:30
PHF:0.66
L
0
6
0
6
EB
T
82
-6
7
83
R
0
0
0
0
L
9
0
1
10
WB
T
22
-3
2
21
R
0
52
0
52
L
0
0
0
0
NB
T
0
0
0
0
R
52
0
4
56
L
0
76
0
76
SB
T
0
0
0
0
R
0
3
0
3
2
Tahoma Blvd SE
Berry Valley Rd SE
TMC Date:
Peak Hour: 6:30 -7:30
PHF:0.70
L
0
0
0
0
EB
T
122
66
10
198
R
3
4
0
7
L
8
0
1
9
WB
T
43
35
3
81
R
0
0
0
0
L
1
14
0
15
NB
T
0
0
0
0
R
77
0
0
77
L
0
0
0
0
SB
T
0
0
0
0
R
0
0
0
0
3
Tahoma Blvd SE
Yelm Avenue
TMC Date:
Peak Hour: 6:30 -7:30
PHF:0.86
L
16
-3
1
14
EB
T
327
-68
26
285
R
23
-3
0
20
L
24
38
0
62
WB
T
699
-52
56
703
R
17
0
0
17
L
127
-1
10
136
NB
T
42
3
3
48
R
27
64
0
91
L
18
0
1
19
SB
T
16
0
1
17
R
27
0
0
27
SCJ ALLIANCE
CONSULTING SERVICES
Yelm High School Bypass Road
PM Peak Hour Volumes (School Peak)
Growth Rate: 4.00%
1
Tahoma Blvd SE
Terra View St SE
TMC Date: 02/23/2017
Peak Hour: 1:30 -2:30
PHF:0.71
L
0
1
0
1
EB
T
34
-1
3
36
R
0
0
0
0
L
29
0
2
31
WB
T
56
-5
4
55
R
0
11
0
11
L
1
0
0
1
NB
T
0
0
0
0
R
29
0
2
31
L
0
178
0
178
SB
T
0
0
0
0
R
0
5
0
5
2
Tahoma Blvd SE
Berry Valley Rd SE
TMC Date:
Peak Hour: 1:45 -2:45
PHF:0.80
L
0
0
0
0
EB
T
48
169
4
221
R
4
8
0
12
L
32
0
3
35
WB
T
70
3
6
79
R
0
0
0
0
L
1
3
0
4
NB
T
0
0
0
0
R
18
0
0
18
L
0
0
0
0
SB
T
0
0
0
0
R
0
0
0
0
3
Tahoma Blvd SE
Yelm Avenue
TMC Date:
Peak Hour: 1:45 -2:45
PHF:0.93
L
19
-5
0
14
EB
T
615
-150
49
514
R
56
-5
0
51
L
60
8
0
68
WB
T
492
-11
39
520
R
20
0
0
20
L
40
22
0
62
NB
T
15
5
0
20
R
33
142
0
175
L
25
0
2
27
SB
T
15
0
1
16
R
9
0
1
10
SCJ ALLIANCE
CONSULTING SERVICES
Yelm High School Bypass Road
PM Peak Hour Volumes (School Peak)
Growth Rate: 4.00%
1
Tahoma Blvd SE
Terra View St SE
TMC Date: 02/23/2017
Peak Hour: 4:15 -5:15
PHF:0.80
L
0
1
0
1
EB
T
36
-1
3
38
R
0
0
0
0
L
44
0
4
48
WB
T
72
-1
6
77
R
0
6
0
6
L
0
0
0
0
NB
T
0
0
0
0
R
15
0
1
16
L
0
17
0
17
SB
T
0
0
0
0
R
0
1
0
1
2
Tahoma Blvd SE
Berry Valley Rd SE
TMC Date:
Peak Hour: 5:00 -6:00
PHF:0.89
L
0
0
0
0
EB
T
38
15
3
56
R
1
1
0
2
L
14
0
1
15
WB
T
112
3
9
124
R
0
0
0
0
L
4
2
0
6
NB
T
0
0
0
0
R
13
0
0
13
L
0
0
0
0
SB
T
0
0
0
0
R
0
0
0
0
3
Tahoma Blvd SE
Yelm Avenue
TMC Date:
Peak Hour: 4:00 -5:00
PHF:0.93
L
8
-1
0
7
EB
T
644
-12
52
684
R
66
-1
0
65
L
51
4
0
55
WB
T
520
-6
42
556
R
32
0
0
32
L
40
3
0
43
NB
T
11
1
0
12
R
55
11
0
66
L
20
0
2
22
SB
T
9
0
1
10
R
5
0
0
5
APPENDIX D
WARRANT ANALYSIS WORKSHEETS
Figure 4C -4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION 0 ABOVE 44 MPH ON MAJOR STREET)
• Ir i
MINOR
STREET 300
HIGHER -
VOLUME
APPROACH- 20
VPH 183
100
2 OR MORE LANES & 2 IIOR MORE I` LANES
.2 OR MORE LANES & 1 LANE
1 LANE & 1 LANE
100*
75*
135
300 400 500 500 700 800 900 1000 1100 1200 1300
MAJOR STREET —TOTAL OF BOTH APPROACHES- -
VEHICLES PER HOUR (VPH)
*Note: 100 vph applies as the lower threshold volume for a minor- street
approach with two or more lanes and 75 vph applies as the lower
threshold volume for a minor - street approach with one lane.
SOURCE: Manual on Uniform Traffic Control Devices (MUTCD), 2009 Edition
LEGEND
Projected 2019 PM Peak Hour
--Imp Yelm High School Bypass Road
�f Signal Warrant 3 - Peak Hour Projected 2019
Yelm High School Bypass Road at Tahoma Boulevard Yelm, Washington
SCJ ALLIANCE Traffic Analysis
ENG lNttR i NG AN 00- NIN: sEGVl CEG
Chapter 1310
Intersections
Exhibit 1310 -11 Right -Turn Lane Guidelines
100
(V 80
a)
E
0
c
60
L
I—
2)
L
40
O
2 3
M
d 20
a
Notes:
0 100 200 300 400 500 600 700
Peak Hour Approach Volume (DDHV) [1]
[1] For two -lane highways, use the peak hour DDHV (through + right - turn).
For multilane, high -speed highways (posted speed 45 mph or above), use the right -lane peak
hour approach volume (through + right- turn).
[2] When all three of the following conditions are met, reduce the right -turn DDHV by 20:
• The posted speed is 45 mph or below
• The right -turn volume is greater than 40 VPH
• The peak hour approach volume (DDHV) is less than 300 VPH
[3] For right -turn corner design, see Exhibit 1310 -6.
[4] For right -turn pocket or taper design, see Exhibit 1310 -12.
[5] For right -turn lane design, see Exhibit 1310 -13.
WSDOT Design Manua! M 22 -01.12
November 2015
Right Turn Warrant Analysis - WB Tahoma Blvd
400- Projected 2019 PM Peak Hour
5CJ ALLIANCE with Bypass Road
ENGINEERING AND PLANNING 5HRVICES
LEGEND
AM Peak Hour
PM Peak Hour of School
PM Peak Hour of Street
Page 1310 -27
Chapter 1310
Intersections
Exhibit
1310 -11 Right -Turn Lane Guidelines
100
80
(V
a)
. -
E
..-
0
c
60
H
rn
L
40
O
2
^M
W
d
20
0
3
0 100 200 300 400 500
600 700
Peak Hour Approach Volume (DDHV) [1]
Notes:
[1] For two -lane highways, use the peak hour DDHV (through + right - turn).
For multilane, high -speed highways (posted speed 45 mph or above), use the right -lane peak
hour approach volume (through + right- turn).
[2] When all three of the following conditions are met, reduce the right -turn DDHV by 20:
• The posted speed is 45 mph or below
• The right -turn volume is greater than 40 VPH
• The peak hour approach volume (DDHV) is less than 300 VPH
[3] For right -turn corner design, see Exhibit 1310 -6.
[4] For right -turn pocket or taper design, see Exhibit 1310 -12.
LEGEND
[5] For right -turn lane design, see Exhibit 1310 -13.
AM Peak Hour
PM Peak Hour of School
PM Peak Hour of Street
WSDOT Design Manua! M 22 -01.12
Page 1310 -27
November 2015
Right Turn Warrant Analysis - Bypass Approach
400- Projected 2019 PM Peak Hour
5CJ ALLIANCE with Bypass Road
ENGINEERING AND PLANNING 5HRVICES
111100
lfoo
Grade, Unsignalized Intersections
S= Storage Length Required
1400
Itoo
•:;:
1000.
s
n
C
0
~
�
Z
o
a
�
a goo
!
r
o
� �
>
o:
400
•iii_
'
€
3
0
200:
O
85
76
71
16 50 loo Igo 200 250 700
350 400 450 500 550 goo
1
VL : LErT TURNING
VOLUME (VPX)
Figure 1. Warrant for left -turn storage
......................... ...............................
lanes on four -lane highways.
LEGEND
AM Peak Hour
— PM Peak Hour of School
PM Peak Hour of Street
Left Turn Warrant Analysis
Projected 2019 PM Peak Hour
5CJ ALLIANCE with Bypass Road
ENGINEERING AND PLANNING SHRVICl3
APPENDIX E
CAPACITY ANALYSIS WORKSHEETS
HCM 2010 TWSC Existing 2017
1: Terra View St & Tahoma Boulevard AM Peak Hour
Ltersectio
Int Delay, s /veh 3.4
EBR WBL WBT NBL NBR
Lane Configurations
tip
Minorl
I
tt
Y
0 170
Traffic Vol, veh /h
80
5
10
20
5
50
Future Vol, veh /h
80
5
10
20
5
50
Conflicting Peds, # /hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
Stage 1
None
-
None
-
None
Storage Length
-
Platoon blocked, %
125
-
0
Mov Cap -1 Maneuver
Veh in Median Storage,
# 0
987
-
0
0
-
Grade, %
0
887
-
0
0
962
Peak Hour Factor
66
66
66
66
66
66
Heavy Vehicles, %
2
2
3
3
2
2
Mvmt Flow
121
8
15
30
8
76
Major /Minor Majorl
Major2
Minorl
HCM Lane V/C Ratio
Conflicting Flow All 0
0 129
0 170
64
Stage 1 -
- -
- 125
-
Stage 2
-
45
-
Critical Hdwy
4.16
6.84
6.94
Critical Hdwy Stg 1
-
5.84
-
Critical Hdwy Stg 2
-
5.84
-
Follow -up Hdwy
2.23
3.52
3.32
Pot Cap -1 Maneuver
1447
804
987
Stage 1
-
887
-
Stage 2
-
972
-
Platoon blocked, %
Mov Cap -1 Maneuver
1447
796
987
Mov Cap -2 Maneuver
-
796
-
Stage 1
887
Stage 2
962
Approach EB
WB
NB
HCM Control Delay, s 0
2.5
9.1
HCM LOS
A
Minor Lane / Maior Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh /h)
966
1447
HCM Lane V/C Ratio
0.086
0.01
HCM Control Delay (s)
9.1
7.5
HCM Lane LOS
A
A
HCM 95th %tile Q(veh)
0.3
0
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
HCM 2010 TWSC Existing 2017
2: Tahoma Boulevard & Berry Valley Dr AM Peak Hour
LtersectioM
Int Delay, s /veh 3.2
NWL NWR NET NER SWL SWT
Lane Configurations
Y
Major2
ti�
236
11
tt
Traffic Vol, veh /h
5
75
120
5
10
45
Future Vol, veh /h
5
75
120
5
10
45
Conflicting Peds, # /hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
Storage Length
0
150
-
Veh in Median Storage,
# 0
Mov Cap -2 Maneuver
0
-
-
0
Grade, %
0
0
947
-
0
Peak Hour Factor
70
70
70
70
70
70
Heavy Vehicles, %
1
1
1
1
6
6
Mvmt Flow
7
107
171
7
14
64
Major /Minor MEW
Majorl
Major2
Conflicting Flow All
236
89 0
0 179 0
Stage 1
175
- -
- - -
Stage 2
61
-
A
Critical Hdwy
6.82
6.92
4.22
Critical Hdwy Stg 1
5.82
-
-
Critical Hdwy Stg 2
5.82
-
-
Follow -up Hdwy
3.51
3.31
2.26
Pot Cap -1 Maneuver
734
955
1365
Stage 1
841
-
-
Stage 2
957
-
-
Platoon blocked, %
Mov Cap -1 Maneuver
726
955
1365
Mov Cap -2 Maneuver
732
-
-
Stage 1
841
Stage 2
947
Approach NW NE
HCM Control Delay, s 9.4 0 1.4
HCM LOS A
Minor Lane /Major Mvmt
NET NERNWLn1
SWL SWT
Capacity (veh /h)
937
1365
HCM Lane V/C Ratio
0.122
0.01
HCM Control Delay (s)
9.4
7.7
HCM Lane LOS
A
A
HCM 95th %tile Q(veh)
0.4
0
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
Lanes, Volumes, Timings
--NJ2
03 T 04
13s
64.9s
05
06
D: 08
Existing 2017
3: Tahoma Boulevard /Killion Road & Yelm Avenue (SR 510)
1 ,
AIM Peak Hour
--1.
.4---
t
i
Lane Group
IBL
EBR
WBL
WBT
WBR
NBL
NBT
NBR
j SBL
SBT
SBR
Lane Configurations
+
r
+
r
Vii
Traffic Volume (vph)
15
325
25
25
700
15
125
40
25
20
15
25
Future Volume (vph)
15
325
25
25
700
15
125
40
25
20
15
25
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Lane Width (ft)
12
12
12
12
12
12
12
12
12
11
12
11
Grade ( %)
0%
0%
0%
-5%
Storage Length (ft)
150
100
75
0
200
0
200
0
Storage Lanes
1
1
1
0
1
1
1
0
Taper Length (ft)
25
25
25
25
Right Turn on Red
Yes
Yes
Yes
Yes
Link Speed (mph)
35
35
35
35
Link Distance (ft)
1416
913
1051
1042
Travel Time (s)
27.6
17.8
20.5
20.3
Turn Type
Prot
NA
Perm
Prot
NA
Prot
NA
Perm
Prot
NA
Protected Phases
5
2
1
6
3
8
7
4
Permitted Phases
2
8
Detector Phase
5
2
2
1
6
3
8
8
7
4
Switch Phase
Minimum Initial (s)
6.0
10.0
10.0
6.0
10.0
6.0
6.0
6.0
6.0
6.0
Minimum Split (s)
10.5
35.6
35.6
13.0
30.6
10.5
33.5
33.5
12.5
35.5
Total Split (s)
10.6
64.9
64.9
13.0
67.3
16.6
39.5
39.5
12.6
35.5
Total Split ( %)
8.2%
49.9%
49.9%
10.0%
51.8%
12.8%
30.4%
30.4%
9.7%
27.3%
Yellow Time (s)
3.5
3.6
3.6
3.5
3.6
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.5
4.6
4.6
4.5
4.6
4.5
4.5
4.5
4.5
4.5
Lead /Lag
Lead
Lag
Lag
Lead
Lag
Lead
Lag
Lag
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
Min
Min
None
Min
None
None
None
None
None
Intersection Summar
Area Type: Other
Cycle Length: 130
Actuated Cycle Length: 89.5
Natural Cycle: 115
Control Type: Actuated - Uncoordinated
Splits and Phases: 3: Tahoma Boulevard /Killion Road & Yelm Avenue (SR 510)
D1
--NJ2
03 T 04
13s
64.9s
05
06
D: 08
10.6sl 167.3s
1 ,
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
HCM 2010 Signalized Intersection Summary Existing 2017
3: Tahoma Boulevard /Killion Road & Yelm Avenue (SR 510) AM Peak Hour
� � i
Movement
EBL
EBIJ
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
+
r
+
r
Traffic Volume (veh /h)
15
325
25
25
700
15
125
40
25
20
15
25
Future Volume (veh /h)
15
325
25
25
700
15
125
40
25
20
15
25
Number
5
2
12
1
6
16
3
8
18
7
4
14
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped -Bike Adj(A_pbT)
1.00
0.97
1.00
0.95
1.00
0.93
1.00
0.97
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh /h /In
1696
1696
1696
1810
1810
1900
1881
1881
1881
1909
1909
1948
Adj Flow Rate, veh /h
17
378
29
29
814
17
145
47
29
23
17
29
Adj No. of Lanes
1
1
1
1
1
0
1
1
1
1
1
0
Peak Hour Factor
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
Percent Heavy Veh, %
12
12
12
5
5
5
1
1
1
2
2
2
Cap, veh /h
36
896
740
56
950
20
175
449
356
51
105
180
Arrive On Green
0.02
0.53
0.53
0.03
0.54
0.54
0.10
0.24
0.24
0.03
0.17
0.17
Sat Flow, veh /h
1616
1696
1401
1723
1764
37
1792
1881
1489
1818
622
1062
Grp Volume(v), veh /h
17
378
29
29
0
831
145
47
29
23
0
46
Grp Sat Flow(s),veh /h /In
1616
1696
1401
1723
0
1801
1792
1881
1489
1818
0
1684
Q Serve(g_s), s
1.1
14.2
1.0
1.7
0.0
41.6
8.4
2.1
1.6
1.3
0.0
2.5
Cycle Q Clear(g_c), s
1.1
14.2
1.0
1.7
0.0
41.6
8.4
2.1
1.6
1.3
0.0
2.5
Prop In Lane
1.00
1.00
1.00
0.02
1.00
1.00
1.00
0.63
Lane Grp Cap(c), veh /h
36
896
740
56
0
970
175
449
356
51
0
285
V/C Ratio(X)
0.47
0.42
0.04
0.52
0.00
0.86
0.83
0.10
0.08
0.45
0.00
0.16
Avail Cap(c_a), veh /h
94
973
803
139
0
1074
206
626
496
140
0
497
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
1.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s /veh
50.8
15.0
11.9
50.0
0.0
20.8
46.6
31.2
31.1
50.3
0.0
37.3
Incr Delay (d2), s /veh
8.4
0.4
0.0
6.5
0.0
6.7
20.5
0.1
0.1
5.6
0.0
0.2
Initial Q Delay(d3),s /veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50 %),veh /In
0.6
6.7
0.4
0.9
0.0
22.3
5.1
1.1
0.7
0.7
0.0
1.2
LnGrp Delay(d),s /veh
59.2
15.4
12.0
56.5
0.0
27.5
67.1
31.3
31.1
55.9
0.0
37.5
LnGrp LOS
E
B
B
E
C
E
C
C
E
D
Approach Vol, veh /h
424
860
221
69
Approach Delay, s /veh
16.9
28.4
54.8
43.7
Approach LOS
B
C
D
D
Timer
6
Assigned Phs
1
2
3
4
5
6
7
8
Phs Duration (G +Y +Rc), s
7.9
60.2
14.8
22.3
6.8
61.2
7.4
29.6
Change Period (Y +Rc), s
4.5
4.6
4.5
4.5
4.5
4.6
4.5
4.5
Max Green Setting (Gmax), s
8.5
60.3
12.1
31.0
6.1
62.7
8.1
35.0
Max Q Clear Time (g_c +I1), s
3.7
16.2
10.4
4.5
3.1
43.6
3.3
4.1
Green Ext Time (p-c), s
0.0
22.3
0.1
0.3
0.0
13.1
0.0
0.3
Intersection Summa?
1W
gF
HCM 2010 Ctrl Delay
29.7
HCM 2010 LOS
C
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
HCM 2010 TWSC Existing 2017
1: Terra View St & Tahoma Boulevard PM Pk of School
LtersectioM
Int Delay, s /veh 3.3
EBT EBR WBL WBT NBL NBR
Lane Configurations
tip
Minorl
I
tt
Y
0 176
Traffic Vol, veh /h
35
5
30
55
5
30
Future Vol, veh /h
35
5
30
55
5
30
Conflicting Peds, # /hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
Stage 1
None
-
None
-
None
Storage Length
-
Platoon blocked, %
125
-
0
Mov Cap -1 Maneuver
Veh in Median Storage,
# 0
1034
-
0
0
-
Grade, %
0
957
-
0
0
859
Peak Hour Factor
71
71
71
71
71
71
Heavy Vehicles, %
8
8
3
3
4
4
Mvmt Flow
49
7
42
77
7
42
Major /Minor Mal
985
Minorl
HCM Lane V/C Ratio
Conflicting Flow All 0
0 56
0 176
28
Stage 1 -
- -
- 53
-
Stage 2
-
123
-
Critical Hdwy
4.16
6.88
6.98
Critical Hdwy Stg 1
-
5.88
-
Critical Hdwy Stg 2
-
5.88
-
Follow -up Hdwy
2.23
3.54
3.34
Pot Cap -1 Maneuver
1540
791
1034
Stage 1
-
957
-
Stage 2
-
883
-
Platoon blocked, %
Mov Cap -1 Maneuver
1540
769
1034
Mov Cap -2 Maneuver
-
769
-
Stage 1
957
Stage 2
859
Approach EB
WB
NB
HCM Control Delay, s 0
2.6
8.8
HCM LOS
A
Minor Lane / Maior Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh /h)
985
1540
HCM Lane V/C Ratio
0.05
0.027
HCM Control Delay (s)
8.8
7.4
HCM Lane LOS
A
A
HCM 95th %tile Q(veh)
0.2
0.1
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
HCM 2010 TWSC Existing 2017
2: Tahoma Boulevard & Berry Valley Dr PM Pk of School
LtersectioM
Int Delay, s /veh 2.4
NWL NWR NET NER SWL SWT
Lane Configurations
Y
Major2 —
ti�
185
I
Tt
Traffic Vol, veh /h
5
20
50
5
30
70
Future Vol, veh /h
5
20
50
5
30
70
Conflicting Peds, # /hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
Storage Length
0
150
-
Veh in Median Storage,
# 0
Mov Cap -2 Maneuver
0
-
-
0
Grade, %
0
0
876
-
0
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
0
0
12
12
6
6
Mvmt Flow
6
25
63
6
38
88
Major /Minot Minorl
Major1—I
Major2 —
Conflicting Flow All
185
34 0 0
69 0
Stage 1
66
- - -
- -
Stage 2
119
-
Critical Hdwy
6.8
6.9
4.22
Critical Hdwy Stg 1
5.8
-
-
Critical Hdwy Stg 2
5.8
-
-
Follow -up Hdwy
3.5
3.3
2.26
Pot Cap -1 Maneuver
792
1038
1501
Stage 1
955
-
-
Stage 2
899
-
-
Platoon blocked, %
Mov Cap -1 Maneuver
772
1038
1501
Mov Cap -2 Maneuver
765
-
-
Stage 1
955
Stage 2
876
Approach
NW
NE
SW
HCM Control Delay, s
8.8
0
2.2
HCM LOS
A
Minor Lane /Major Mvmt
NET NERNWLn1
SWL SWT
Capacity (veh /h)
969
1501
HCM Lane V/C Ratio
0.032
0.025
HCM Control Delay (s)
8.8
7.5
HCM Lane LOS
A
A
HCM 95th %tile Q(veh)
0.1
0.1
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
Lanes, Volumes, Timings
--NJ2
03
T 04
13s
69.5s
12s
35.5s
05
Existing 2017
3: Tahoma Boulevard /Killion Road & Yelm Avenue (SR 510)
10.5 sl 172
s
12,5s I NONE"
PMIIPkof School
--1.
.4---
t
i
Lane Group
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
I SBL!
SBTWERR
Lane Configurations
+
r
+
r
Vii
Traffic Volume (vph)
20
615
55
60
490
20
40
15
35
25
15 10
Future Volume (vph)
20
615
55
60
490
20
40
15
35
25
15 10
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900 1900
Lane Width (ft)
12
12
12
12
12
12
12
12
12
11
12 11
Grade ( %)
0%
0%
0%
-5%
Storage Length (ft)
150
100
75
0
200
0
200
0
Storage Lanes
1
1
1
0
1
1
1
0
Taper Length (ft)
25
25
25
25
Right Turn on Red
Yes
Yes
Yes
Yes
Link Speed (mph)
35
35
35
35
Link Distance (ft)
1416
913
1051
1042
Travel Time (s)
27.6
17.8
20.5
20.3
Turn Type
Prot
NA
Perm
Prot
NA
Prot
NA
Perm
Prot
NA
Protected Phases
5
2
1
6
3
8
7
4
Permitted Phases
2
8
Detector Phase
5
2
2
1
6
3
8
8
7
4
Switch Phase
Minimum Initial (s)
6.0
10.0
10.0
6.0
10.0
6.0
6.0
6.0
6.0
6.0
Minimum Split (s)
10.5
35.6
35.6
13.0
30.6
10.5
33.5
33.5
12.5
35.5
Total Split (s)
10.5
69.5
69.5
13.0
72.0
12.0
35.0
35.0
12.5
35.5
Total Split ( %)
8.1%
53.5%
53.5%
10.0%
55.4%
9.2%
26.9%
26.9%
9.6%
27.3%
Yellow Time (s)
3.5
3.6
3.6
3.5
3.6
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.5
4.6
4.6
4.5
4.6
4.5
4.5
4.5
4.5
4.5
Lead /Lag
Lead
Lag
Lag
Lead
Lag
Lead
Lag
Lag
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
Min
Min
None
Min
None
None
None
None
None
Intersection Summar
Area Type: Other
Cycle Length: 130
Actuated Cycle Length: 74.2
Natural Cycle: 95
Control Type: Actuated - Uncoordinated
Splits and Phases: 3: Tahoma Boulevard /Killion Road & Yelm Avenue (SR 510)
D1
--NJ2
03
T 04
13s
69.5s
12s
35.5s
05
06
07 X s
10.5 sl 172
s
12,5s I NONE"
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
HCM 2010 Signalized Intersection Summary Existing 2017
3: Tahoma Boulevard /Killion Road & Yelm Avenue (SR 510) PM Pk of School
� � i
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBR
Lane Configurations
+
r
+
r
Traffic Volume (veh /h)
20
615
55
60
490
20
40
15
35
25
15
10
Future Volume (veh /h)
20
615
55
60
490
20
40
15
35
25
15
10
Number
5
2
12
1
6
16
3
8
18
7
4
14
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped -Bike Adj(A_pbT)
1.00
0.92
1.00
0.89
1.00
0.79
1.00
0.94
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh /h /In
1792
1792
1792
1810
1810
1900
1810
1810
1810
1873
1873
1948
Adj Flow Rate, veh /h
22
661
59
65
527
22
43
16
38
27
16
11
Adj No. of Lanes
1
1
1
1
1
0
1
1
1
1
1
0
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Percent Heavy Veh, %
6
6
6
5
5
5
5
5
5
4
4
4
Cap, veh /h
46
868
680
83
867
36
70
485
324
55
261
179
Arrive On Green
0.03
0.48
0.48
0.05
0.51
0.51
0.04
0.27
0.27
0.03
0.26
0.26
Sat Flow, veh /h
1707
1792
1405
1723
1715
72
1723
1810
1208
1783
1008
693
Grp Volume(v), veh /h
22
661
59
65
0
549
43
16
38
27
0
27
Grp Sat Flow(s),veh /h /In
1707
1792
1405
1723
0
1787
1723
1810
1208
1783
0
1702
Q Serve(g_s), s
1.4
32.3
2.4
4.0
0.0
23.5
2.6
0.7
2.5
1.6
0.0
1.3
Cycle Q Clear(g_c), s
1.4
32.3
2.4
4.0
0.0
23.5
2.6
0.7
2.5
1.6
0.0
1.3
Prop In Lane
1.00
1.00
1.00
0.04
1.00
1.00
1.00
0.41
Lane Grp Cap(c), veh /h
46
868
680
83
0
903
70
485
324
55
0
440
V/C Ratio(X)
0.48
0.76
0.09
0.78
0.00
0.61
0.62
0.03
0.12
0.49
0.00
0.06
Avail Cap(c_a), veh /h
96
1085
851
137
0
1123
121
515
344
133
0
492
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
1.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s /veh
51.4
22.6
14.9
50.5
0.0
18.9
50.6
29.0
29.7
51.1
0.0
30.0
Incr Delay (d2), s /veh
6.9
2.7
0.1
13.6
0.0
0.8
7.8
0.0
0.1
6.0
0.0
0.1
Initial Q Delay(d3),s /veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50 %),veh /In
0.7
16.6
0.9
2.2
0.0
11.8
1.4
0.4
0.9
0.9
0.0
0.6
LnGrp Delay(d),s /veh
58.3
25.3
14.9
64.0
0.0
19.7
58.4
29.0
29.8
57.1
0.0
30.0
LnGrp LOS
E
C
B
E
B
E
C
C
E
C
Approach Vol, veh /h
742
614
97
54
Approach Delay, s /veh
25.5
24.4
42.4
43.6
Approach LOS
C
C
D
D
Timer
1
2
3
6
Assigned Phs
1
2
3
4
5
6
7
8
Phs Duration (G +Y +Rc), s
9.7
56.5
8.8
32.2
7.4
58.8
7.8
33.2
Change Period (Y +Rc), s
4.5
4.6
4.5
4.5
4.5
4.6
4.5
4.5
Max Green Setting (Gmax), s
8.5
64.9
7.5
31.0
6.0
67.4
8.0
30.5
Max Q Clear Time (g_c +I1), s
6.0
34.3
4.6
3.3
3.4
25.5
3.6
4.5
Green Ext Time (p-c), s
0.0
17.6
0.0
0.2
0.0
21.0
0.0
0.2
Intersection Summa?
HCM 2010 Ctrl Delay
26.8
HCM 2010 LOS
C
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
HCM 2010 TWSC Existing 2017
1: Terra View St & Tahoma Boulevard PM Pk of Street
Ltersectio
Int Delay, s /veh 2.9
EBR WBL WBT NBL NBR
Lane Configurations
tip
Minorl
I
tt
Y
0 203
Traffic Vol, veh /h
35
5
45
70
5
15
Future Vol, veh /h
35
5
45
70
5
15
Conflicting Peds, # /hr
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Stop
Stop
RT Channelized
Stage 1
None
-
None
-
None
Storage Length
-
Platoon blocked, %
125
-
0
Mov Cap -1 Maneuver
Veh in Median Storage,
# 0
1045
-
0
0
-
Grade, %
0
970
-
0
0
825
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
Mvmt Flow
44
6
56
88
6
19
Major /Minor Majorl
Major2
Minorl
Capacity (veh /h)
Conflicting Flow All 0
0 50
0 203
25
Stage 1 -
- -
- 47
-
Stage 2
-
156
-
Critical Hdwy
4.14
6.84
6.94
Critical Hdwy Stg 1
-
5.84
-
Critical Hdwy Stg 2
-
5.84
-
Follow -up Hdwy
2.22
3.52
3.32
Pot Cap -1 Maneuver
1555
767
1045
Stage 1
-
970
-
Stage 2
-
856
-
Platoon blocked, %
Mov Cap -1 Maneuver
1555
739
1045
Mov Cap -2 Maneuver
-
739
-
Stage 1
970
Stage 2
825
Approach EB
WB
NB
HCM Control Delay, s 0
2.9
8.9
HCM LOS
A
Minor Lane /Major Mvmt
NBLn1
EBT EBR WBL WBT
Capacity (veh /h)
947
1555
HCM Lane V/C Ratio
0.026
0.036
HCM Control Delay (s)
8.9
7.4
HCM Lane LOS
A
A
HCM 95th %tile Q(veh)
0.1
0.1
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
HCM 2010 TWSC Existing 2017
2: Tahoma Boulevard & Berry Valley Dr PM Pk of Street
LtersectioM
Int Delay, s /veh 1.5
NWL NWR NET NER SWL SWT
Lane Configurations
Y
Major2
ti�
144
I
Tt
Traffic Vol, veh /h
5
15
40
5
15
110
Future Vol, veh /h
5
15
40
5
15
110
Conflicting Peds, # /hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
Storage Length
0
150
-
Veh in Median Storage,
# 0
Mov Cap -2 Maneuver
0
-
-
0
Grade, %
0
0
913
-
0
Peak Hour Factor
89
89
89
89
89
89
Heavy Vehicles, %
0
0
0
0
0
0
Mvmt Flow
6
17
45
6
17
124
Major /Minot Minorl
Majorl
Major2
Conflicting Flow All
144
25 0 0
51 0
Stage 1
48
- - -
- -
Stage 2
96
-
-
Critical Hdwy
6.8
6.9
4.1
Critical Hdwy Stg 1
5.8
-
-
Critical Hdwy Stg 2
5.8
-
-
Follow -up Hdwy
3.5
3.3
2.2
Pot Cap -1 Maneuver
840
1052
1568
Stage 1
974
-
-
Stage 2
923
-
-
Platoon blocked, %
Mov Cap -1 Maneuver
831
1052
1568
Mov Cap -2 Maneuver
806
-
-
Stage 1
974
Stage 2
913
Approach
NW
NE
SW
HCM Control Delay, s
8.8
0
0.9
HCM LOS
A
Minor Lane /Major Mvmt
NET NERNWLn1
SWL SWT
Capacity (veh /h)
977
1568
HCM Lane V/C Ratio
0.023
0.011
HCM Control Delay (s)
8.8
7.3
HCM Lane LOS
A
A
HCM 95th %tile Q(veh)
0.1
0
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
Lanes, Volumes, Timings
--NJ2
03
T 04
13s
69.5s
12s
35.5s
05
Existing 2017
3: Tahoma Boulevard /Killion Road & Yelm Avenue (SR 510)
10.5 sl 172
s
12,5s I NONE"
PMII Pk of Street
--1.
.4---
t
i
Lane Group
JBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT SBR
Lane Configurations
+
r
+
r
Vii
Traffic Volume (vph)
10
645
65
50
520
30
40
10
55
20
10 5
Future Volume (vph)
10
645
65
50
520
30
40
10
55
20
10 5
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900 1900
Lane Width (ft)
12
12
12
12
12
12
12
12
12
11
12 11
Grade ( %)
0%
0%
0%
-5%
Storage Length (ft)
150
100
75
0
200
0
200
0
Storage Lanes
1
1
1
0
1
1
1
0
Taper Length (ft)
25
25
25
25
Right Turn on Red
Yes
Yes
Yes
Yes
Link Speed (mph)
35
35
35
35
Link Distance (ft)
1416
913
1051
1042
Travel Time (s)
27.6
17.8
20.5
20.3
Turn Type
Prot
NA
Perm
Prot
NA
Prot
NA
Perm
Prot
NA
Protected Phases
5
2
1
6
3
8
7
4
Permitted Phases
2
8
Detector Phase
5
2
2
1
6
3
8
8
7
4
Switch Phase
Minimum Initial (s)
6.0
10.0
10.0
6.0
10.0
6.0
6.0
6.0
6.0
6.0
Minimum Split (s)
10.5
35.6
35.6
13.0
30.6
10.5
33.5
33.5
12.5
35.5
Total Split (s)
10.5
69.5
69.5
13.0
72.0
12.0
35.0
35.0
12.5
35.5
Total Split ( %)
8.1%
53.5%
53.5%
10.0%
55.4%
9.2%
26.9%
26.9%
9.6%
27.3%
Yellow Time (s)
3.5
3.6
3.6
3.5
3.6
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.5
4.6
4.6
4.5
4.6
4.5
4.5
4.5
4.5
4.5
Lead /Lag
Lead
Lag
Lag
Lead
Lag
Lead
Lag
Lag
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
Min
Min
None
Min
None
None
None
None
None
Intersection Summar
Area Type: Other
Cycle Length: 130
Actuated Cycle Length: 70
Natural Cycle: 95
Control Type: Actuated - Uncoordinated
Splits and Phases: 3: Tahoma Boulevard /Killion Road & Yelm Avenue (SR 510)
D1
--NJ2
03
T 04
13s
69.5s
12s
35.5s
05
06
07 X s
10.5 sl 172
s
12,5s I NONE"
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
HCM 2010 Signalized Intersection Summary Existing 2017
3: Tahoma Boulevard /Killion Road & Yelm Avenue (SR 510) PM Pk of Street
� � i
Movement
EBL
EBIJ
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
+
r
+
r
Traffic Volume (veh /h)
10
645
65
50
520
30
40
10
55
20
10
5
Future Volume (veh /h)
10
645
65
50
520
30
40
10
55
20
10
5
Number
5
2
12
1
6
16
3
8
18
7
4
14
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped -Bike Adj(A_pbT)
1.00
0.98
1.00
0.97
1.00
0.95
1.00
0.98
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh /h /In
1863
1863
1863
1863
1863
1900
1845
1845
1845
1948
1948
1948
Adj Flow Rate, veh /h
11
694
70
54
559
32
43
11
59
22
11
5
Adj No. of Lanes
1
1
1
1
1
0
1
1
1
1
1
0
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Percent Heavy Veh, %
2
2
2
2
2
2
3
3
3
0
0
0
Cap, veh /h
29
1036
864
91
1030
59
80
271
219
53
164
75
Arrive On Green
0.02
0.56
0.56
0.05
0.59
0.59
0.05
0.15
0.15
0.03
0.13
0.13
Sat Flow, veh /h
1774
1863
1553
1774
1741
100
1757
1845
1493
1855
1259
572
Grp Volume(v), veh /h
11
694
70
54
0
591
43
11
59
22
0
16
Grp Sat Flow(s),veh /h /In
1774
1863
1553
1774
0
1841
1757
1845
1493
1855
0
1831
Q Serve(g_s), s
0.5
22.0
1.7
2.5
0.0
16.1
2.0
0.4
2.9
1.0
0.0
0.6
Cycle Q Clear(g_c), s
0.5
22.0
1.7
2.5
0.0
16.1
2.0
0.4
2.9
1.0
0.0
0.6
Prop In Lane
1.00
1.00
1.00
0.05
1.00
1.00
1.00
0.31
Lane Grp Cap(c), veh /h
29
1036
864
91
0
1089
80
271
219
53
0
239
V/C Ratio(X)
0.38
0.67
0.08
0.59
0.00
0.54
0.54
0.04
0.27
0.41
0.00
0.07
Avail Cap(c_a), veh /h
127
1448
1207
181
0
1486
158
674
545
178
0
680
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
1.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s /veh
40.7
13.1
8.6
38.8
0.0
10.3
39.0
30.6
31.6
39.9
0.0
31.9
Incr Delay (d2), s /veh
7.4
0.9
0.0
5.5
0.0
0.5
5.1
0.1
0.6
4.6
0.0
0.1
Initial Q Delay(d3),s /veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50 %),veh /In
0.3
11.4
0.8
1.4
0.0
8.2
1.1
0.2
1.2
0.6
0.0
0.3
LnGrp Delay(d),s /veh
48.1
14.0
8.7
44.2
0.0
10.8
44.1
30.6
32.2
44.4
0.0
32.0
LnGrp LOS
D
B
A
D
B
D
C
C
D
C
Approach Vol, veh /h
775
645
113
38
Approach Delay, s /veh
14.0
13.6
36.6
39.2
Approach LOS
B
B
D
D
Timer
1
2
3
4
5
6
Assigned Phs
1
2
3
4
5
6
7
8
Phs Duration (G +Y +Rc), s
8.8
51.1
8.3
15.4
5.9
54.0
6.9
16.8
Change Period (Y +Rc), s
4.5
4.6
4.5
4.5
4.5
4.6
4.5
4.5
Max Green Setting (Gmax), s
8.5
64.9
7.5
31.0
6.0
67.4
8.0
30.5
Max Q Clear Time (g_c +I1), s
4.5
24.0
4.0
2.6
2.5
18.1
3.0
4.9
Green Ext Time (p-c), s
0.0
22.5
0.0
0.2
0.0
24.7
0.0
0.2
Intersection Summa ?
W
-
HCM 2010 Ctrl Delay
16.1
HCM 2010 LOS
B
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
HCM 2010 TWSC Projected 2019
1: Terra View St/High School Bypass Road & Tahoma Boulevard AM Peak Hour
LtersectioM
Int Delay, s /veh 4.9
ITI 1.1 WITA : ITI U11= ►: 0 1011111111111110 :: 1.1 Oki
Lane Configurations
Majorl
4M
Minorl
)
0
Minor2
0.005
0.011
0.172
HCM Control Delay (s)
Conflicting Flow All
106 0
Traffic Vol, veh /h
5
85
5
10
20
50
5
1
50
75
1
5
Future Vol, veh /h
5
85
5
10
20
50
5
1
50
75
1
5
Conflicting Peds, # /hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
Follow -up Hdwy
2.22
None
-
4.02
None
3.51
4.01
None
Pot Cap -1 Maneuver
1483
None
Storage Length
624
981
770
125
1006
Stage 1
-
-
840
774
-
901
Veh in Median Storage, #
-
0
-
-
0
783
-
0
773
-
0
Grade, %
0
-
0
Mov Cap -1 Maneuver
0
1439
732
0
981
Peak Hour Factor
66
66
66
66
66
66
66
66
66
66
66
66
Heavy Vehicles, %
2
2
2
3
3
3
2
2
2
1
1
1
Mvmt Flow
8
129
8
15
30
76
8
2
76
114
2
8
Major /Minor
Majorl
Major2
Minorl
713
HCM Lane V/C Ratio
Minor2
0.005
0.011
0.172
HCM Control Delay (s)
Conflicting Flow All
106 0
0 136
0 0 194
284
68
178
250
53
Stage 1
- -
- -
- - 148
148
-
98
98
-
Stage 2
-
-
46
136
-
80
152
-
Critical Hdwy
4.14
4.16
7.54
6.54
6.94
7.52
6.52
6.92
Critical Hdwy Stg 1
-
-
6.54
5.54
-
6.52
5.52
-
Critical Hdwy Stg 2
-
-
6.54
5.54
-
6.52
5.52
-
Follow -up Hdwy
2.22
2.23
3.52
4.02
3.32
3.51
4.01
3.31
Pot Cap -1 Maneuver
1483
1439
748
624
981
770
654
1006
Stage 1
-
-
840
774
-
901
815
-
Stage 2
-
-
962
783
-
922
773
-
Platoon blocked, %
Mov Cap -1 Maneuver
1483
1439
732
614
981
700
643
1006
Mov Cap -2 Maneuver
-
-
732
614
-
700
643
-
Stage 1
835
769
896
807
Stage 2
943
775
844
768
Approach
EB
WB
SB
HCM Control Delay, s
0.4
0.9
9.2
11.1
HCM LOS
A
B
Minor Lane / Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh /h)
942
1483
1439
713
HCM Lane V/C Ratio
0.09
0.005
0.011
0.172
HCM Control Delay (s)
9.2
7.4 0
7.5
11.1
HCM Lane LOS
A
A A
A
B
HCM 95th %tile Q(veh)
0.3
0 -
0
0.6
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
HCM 2010 TWSC Projected 2019
2: Tahoma Boulevard & Berry Valley Dr AM Peak Hour
LtersectioM
Int Delay, s /veh 2.6
NWL NWR NET NER SWL SWT
Lane Configurations
Y
Majorl
ti�
Conflicting Flow All
I
Tt
Traffic Vol, veh /h
15
75
200
5
10
80
Future Vol, veh /h
15
75
200
5
10
80
Conflicting Peds, # /hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
Storage Length
0
Platoon blocked, %
150
-
Veh in Median Storage,
# 0
1237
0
634
-
0
Grade, %
0
0
Stage 2
-
0
Peak Hour Factor
70
70
70
70
70
70
Heavy Vehicles, %
1
1
1
1
6
6
Mvmt Flow
21
107
286
7
14
114
Major /Minor
Minorl
Majorl
Major2
Conflicting Flow All
375
146 0
0 293 0
Stage 1
289
- -
- - -
Stage 2
86
-
HCM 95th %tile Q(veh)
Critical Hdwy
6.82
6.92
4.22
Critical Hdwy Stg 1
5.82
-
-
Critical Hdwy Stg 2
5.82
-
-
Follow -up Hdwy
3.51
3.31
2.26
Pot Cap -1 Maneuver
602
878
1237
Stage 1
738
-
-
Stage 2
930
-
-
Platoon blocked, %
Mov Cap -1 Maneuver
595
878
1237
Mov Cap -2 Maneuver
634
-
-
Stage 1
738
Stage 2
919
Approach N
HCM Control Delay, s 10.2 0 0.9
HCM LOS B
Minor Lane /Major Mvmt
NET NERNWLn1
SWL SWT
Capacity (veh /h)
825
1237
HCM Lane V/C Ratio
0.156
0.012
HCM Control Delay (s)
10.2
7.9
HCM Lane LOS
B
A
HCM 95th %tile Q(veh)
0.6
0
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
Lanes, Volumes, Timings
-0�7
03
T 04
16s
60.9s
17.6s
Projected 2019
3: Tahoma Boulevard /Killion Road & Yelm Avenue (SR 510)
06
07
os
AIM Peak Hour
12,6s
a0,5s
.4---
t
i
Lane Group
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
+
r
Vii
Traffic Volume (vph)
15
285
20
60
705
15
135
50
90
20
15
25
Future Volume (vph)
15
285
20
60
705
15
135
50
90
20
15
25
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Lane Width (ft)
12
12
12
12
12
12
12
12
12
11
12
11
Grade ( %)
0%
0%
0%
-5%
Storage Length (ft)
150
100
75
0
200
0
200
0
Storage Lanes
1
1
1
0
1
1
1
0
Taper Length (ft)
25
25
25
25
Right Turn on Red
Yes
Yes
Yes
Yes
Link Speed (mph)
35
35
35
35
Link Distance (ft)
1416
913
1051
1042
Travel Time (s)
27.6
17.8
20.5
20.3
Turn Type
Prot
NA
Perm
Prot
NA
Prot
NA
Perm
Prot
NA
Protected Phases
5
2
1
6
3
8
7
4
Permitted Phases
2
8
Detector Phase
5
2
2
1
6
3
8
8
7
4
Switch Phase
Minimum Initial (s)
6.0
10.0
10.0
6.0
10.0
6.0
6.0
6.0
6.0
6.0
Minimum Split (s)
10.5
35.6
35.6
13.0
30.6
10.5
33.5
33.5
12.5
35.5
Total Split (s)
10.6
60.9
60.9
16.0
66.3
17.6
40.5
40.5
12.6
35.5
Total Split ( %)
8.2%
46.8%
46.8%
12.3%
51.0%
13.5%
31.2%
31.2%
9.7%
27.3%
Yellow Time (s)
3.5
3.6
3.6
3.5
3.6
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.5
4.6
4.6
4.5
4.6
4.5
4.5
4.5
4.5
4.5
Lead /Lag
Lead
Lag
Lag
Lead
Lag
Lead
Lag
Lag
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
Min
Min
None
Min
None
None
None
None
None
Intersection Summar
Area Type: Other
Cycle Length: 130
Actuated Cycle Length: 90.5
Natural Cycle: 125
Control Type: Actuated - Uncoordinated
Splits and Phases: 3: Tahoma Boulevard /Killion Road & Yelm Avenue (SR 510)
1
-0�7
03
T 04
16s
60.9s
17.6s
35,5s
05
06
07
os
10.6sl 166.3s
12,6s
a0,5s
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
HCM 2010 Signalized Intersection Summary Projected 2019
3: Tahoma Boulevard /Killion Road & Yelm Avenue (SR 510) AM Peak Hour
� � i
Movement
EBL
EB]J
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
SBT
SBR
Lane Configurations
+
r
+
r
Traffic Volume (veh /h)
15
285
20
60
705
15
135
50
90
20
15
25
Future Volume (veh /h)
15
285
20
60
705
15
135
50
90
20
15
25
Number
5
2
12
1
6
16
3
8
18
7
4
14
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped -Bike Adj(A_pbT)
1.00
0.97
1.00
0.95
1.00
0.93
1.00
0.97
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh /h /In
1696
1696
1696
1810
1810
1900
1881
1881
1881
1909
1909
1948
Adj Flow Rate, veh /h
17
331
23
70
820
17
157
58
105
23
17
29
Adj No. of Lanes
1
1
1
1
1
0
1
1
1
1
1
0
Peak Hour Factor
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
0.86
Percent Heavy Veh, %
12
12
12
5
5
5
1
1
1
2
2
2
Cap, veh /h
36
854
705
90
941
20
187
462
366
51
105
179
Arrive On Green
0.02
0.50
0.50
0.05
0.53
0.53
0.10
0.25
0.25
0.03
0.17
0.17
Sat Flow, veh /h
1616
1696
1400
1723
1764
37
1792
1881
1492
1818
622
1062
Grp Volume(v), veh /h
17
331
23
70
0
837
157
58
105
23
0
46
Grp Sat Flow(s),veh /h /In
1616
1696
1400
1723
0
1801
1792
1881
1492
1818
0
1684
Q Serve(g_s), s
1.1
12.7
0.9
4.3
0.0
42.9
9.1
2.5
6.0
1.3
0.0
2.5
Cycle Q Clear(g_c), s
1.1
12.7
0.9
4.3
0.0
42.9
9.1
2.5
6.0
1.3
0.0
2.5
Prop In Lane
1.00
1.00
1.00
0.02
1.00
1.00
1.00
0.63
Lane Grp Cap(c), veh /h
36
854
705
90
0
960
187
462
366
51
0
284
V/C Ratio(X)
0.47
0.39
0.03
0.78
0.00
0.87
0.84
0.13
0.29
0.45
0.00
0.16
Avail Cap(c_a), veh /h
93
902
744
187
0
1049
222
640
507
139
0
493
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
1.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s /veh
51.2
16.2
13.3
49.6
0.0
21.6
46.5
31.1
32.4
50.7
0.0
37.6
Incr Delay (d2), s /veh
8.4
0.3
0.0
12.5
0.0
7.9
20.5
0.1
0.4
5.7
0.0
0.2
Initial Q Delay(d3),s /veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50 %),veh /In
0.6
6.1
0.3
2.3
0.0
23.3
5.6
1.3
2.5
0.7
0.0
1.2
LnGrp Delay(d),s /veh
59.6
16.6
13.3
62.1
0.0
29.4
67.0
31.2
32.8
56.3
0.0
37.8
LnGrp LOS
E
B
B
E
C
E
C
C
E
D
Approach Vol, veh /h
371
907
320
69
Approach Delay, s /veh
18.3
31.9
49.3
44.0
Approach LOS
B
C
D
D
Timer
1
-
Assigned Phs
1
2
3
4
5
6
7
8
Phs Duration (G +Y +Rc), s
10.0
57.9
15.6
22.4
6.9
61.1
7.4
30.5
Change Period (Y +Rc), s
4.5
4.6
4.5
4.5
4.5
4.6
4.5
4.5
Max Green Setting (Gmax), s
11.5
56.3
13.1
31.0
6.1
61.7
8.1
36.0
Max Q Clear Time (g_c +I1), s
6.3
14.7
11.1
4.5
3.1
44.9
3.3
8.0
Green Ext Time (p-c), s
0.1
20.9
0.1
0.6
0.0
11.5
0.0
0.6
Intersection Summa?
-
HCM 2010 Ctrl Delay
32.7
HCM 2010 LOS
C
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
HCM 2010 TWSC Projected 2019
1: Terra View St/High School Bypass Road & Tahoma Boulevard PM Pk of School
LtersectioM
Int Delay, s /veh 8.4
0 15MVITI : ITI 1.1 MVITI :: 0 INIIIIIIIIIIIII LI 1*31111111111111 ►:: 1.1 Oki
Lane Configurations
Major
4M
Minorl
)
0
Minor2
0.005
0.027
0.379
Conflicting Flow All
92 0
0 56
Traffic Vol, veh /h
5
35
5
30
55
10
5
1
30
180
1
5
Future Vol, veh /h
5
35
5
30
55
10
5
1
30
180
1
5
Conflicting Peds, # /hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
2.28
2.23
None
-
3.34
None
4.01
3.31
None
1458
1540
None
Storage Length
1034
734
663
125
Stage
-
-
930
834
-
819
760
Veh in Median Storage, #
Stage 2
0
-
-
0
-
974
0
-
Platoon blocked, %
0
Grade, %
0
-
0
Mov Cap -1 Maneuver
1458
0
721
632
0
686
Peak Hour Factor
71
71
71
71
71
71
71
71
71
71
71
71
Heavy Vehicles, %
8
8
8
3
3
3
4
4
4
1
1
1
Mvmt Flow
7
49
7
42
77
14
7
1
42
254
1
7
Major /Minor
Major
Major2
Minorl
�
HCM Lane V/C Ratio
Minor2
0.005
0.027
0.379
Conflicting Flow All
92 0
0 56
0 0 191
243
28
208
239
46
Stage 1
- -
- -
- - 67
67
-
169
169
-
Stage 2
-
-
124
176
-
39
70
-
Critical Hdwy
4.26
4.16
7.58
6.58
6.98
7.52
6.52
6.92
Critical Hdwy Stg 1
-
-
6.58
5.58
-
6.52
5.52
-
Critical Hdwy Stg 2
-
-
6.58
5.58
-
6.52
5.52
-
Follow -up Hdwy
2.28
2.23
3.54
4.04
3.34
3.51
4.01
3.31
Pot Cap -1 Maneuver
1458
1540
746
653
1034
734
663
1017
Stage
-
-
930
834
-
819
760
-
Stage 2
-
-
861
748
-
974
838
-
Platoon blocked, %
Mov Cap -1 Maneuver
1458
1540
721
632
1034
686
642
1017
Mov Cap -2 Maneuver
-
-
721
632
-
686
642
-
Stage 1
925
830
815
739
Stage 2
830
728
928
834
Approach EB WB
HCM Control Delay, s 0.8 2.3 9 13.3
HCM LOS A B
Minor Lane / Maior Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
Capacity (veh /h)
959
1458
1540
692
HCM Lane V/C Ratio
0.053
0.005
0.027
0.379
HCM Control Delay (s)
9
7.5 0
7.4
13.3
HCM Lane LOS
A
A A
A
B
HCM 95th %tile Q(veh)
0.2
0 -
0.1
1.8
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
HCM 2010 TWSC Projected 2019
2: Tahoma Boulevard & Berry Valley Dr PM Pk of School
LtersectioM
Int Delay, s /veh 1.4
NWL NWR NET NER SWL SWT
Lane Configurations
Y
Major2
ti�
419
11
tt
Traffic Vol, veh /h
5
20
220
10
35
80
Future Vol, veh /h
5
20
220
10
35
80
Conflicting Peds, # /hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
Storage Length
0
150
-
Veh in Median Storage,
# 0
Mov Cap -2 Maneuver
0
-
-
0
Grade, %
0
0
849
-
0
Peak Hour Factor
80
80
80
80
80
80
Heavy Vehicles, %
0
0
12
12
6
6
Mvmt Flow
6
25
275
13
44
100
Major /Minor Minorl
Major1-I
Major2
Conflicting Flow All
419
144 0 0
288 0
Stage 1
281
- - -
- -
Stage 2
138
-
Critical Hdwy
6.8
6.9
4.22
Critical Hdwy Stg 1
5.8
-
-
Critical Hdwy Stg 2
5.8
-
-
Follow -up Hdwy
3.5
3.3
2.26
Pot Cap -1 Maneuver
568
884
1242
Stage 1
747
-
-
Stage 2
880
-
-
Platoon blocked, %
Mov Cap -1 Maneuver
548
884
1242
Mov Cap -2 Maneuver
610
-
-
Stage 1
747
Stage 2
849
Approach
NW
NE
SW
HCM Control Delay, s
9.6
0
2.4
HCM LOS
A
Minor Lane /Major Mvmt
NET NERNWLn1
SWL SWT
Capacity (veh /h)
811
1242
HCM Lane V/C Ratio
0.039
0.035
HCM Control Delay (s)
9.6
8
HCM Lane LOS
A
A
HCM 95th %tile Q(veh)
0.1
0.1
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
Lanes, Volumes, Timings
-11j2
03 T 04
16s
63.4s
15.1s
05
06
07 tiDS
Projected 2019
3: Tahoma Boulevard /Killion Road & Yelm Avenue (SR 510)
PMIIPkof School
--1.
.4---
t
i
Lane Group
EBL-
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL!
SBT WORM
Lane Configurations
+
r
+
r
Vii
Traffic Volume (vph)
15
515
50
70
520
20
60
20
175
25
15 10
Future Volume (vph)
15
515
50
70
520
20
60
20
175
25
15 10
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900 1900
Lane Width (ft)
12
12
12
12
12
12
12
12
12
11
12 11
Grade ( %)
0%
0%
0%
-5%
Storage Length (ft)
150
100
75
0
200
0
200
0
Storage Lanes
1
1
1
0
1
1
1
0
Taper Length (ft)
25
25
25
25
Right Turn on Red
Yes
Yes
Yes
Yes
Link Speed (mph)
35
35
35
35
Link Distance (ft)
1416
913
1051
1042
Travel Time (s)
27.6
17.8
20.5
20.3
Turn Type
Prot
NA
Perm
Prot
NA
Prot
NA
Perm
Prot
NA
Protected Phases
5
2
1
6
3
8
7
4
Permitted Phases
2
8
Detector Phase
5
2
2
1
6
3
8
8
7
4
Switch Phase
Minimum Initial (s)
6.0
10.0
10.0
6.0
10.0
6.0
6.0
6.0
6.0
6.0
Minimum Split (s)
10.5
35.6
35.6
13.0
30.6
10.5
33.5
33.5
12.5
35.5
Total Split (s)
10.5
63.4
63.4
16.0
68.9
15.1
38.1
38.1
12.5
35.5
Total Split ( %)
8.1%
48.8%
48.8%
12.3%
53.0%
11.6%
29.3%
29.3%
9.6%
27.3%
Yellow Time (s)
3.5
3.6
3.6
3.5
3.6
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.5
4.6
4.6
4.5
4.6
4.5
4.5
4.5
4.5
4.5
Lead /Lag
Lead
Lag
Lag
Lead
Lag
Lead
Lag
Lag
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
Min
Min
None
Min
None
None
None
None
None
Intersection Summar
Area Type: Other
Cycle Length: 130
Actuated Cycle Length: 75.2
Natural Cycle: 95
Control Type: Actuated - Uncoordinated
Splits and Phases: 3: Tahoma Boulevard /Killion Road & Yelm Avenue (SR 510)
1
-11j2
03 T 04
16s
63.4s
15.1s
05
06
07 tiDS
10.5 sl 168.9s
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
HCM 2010 Signalized Intersection Summary Projected 2019
3: Tahoma Boulevard /Killion Road & Yelm Avenue (SR 510) PM Pk of School
� � i
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL J=
SBR
Lane Configurations
+
r
+
r
Traffic Volume (veh /h)
15
515
50
70
520
20
60
20
175
25
15
10
Future Volume (veh /h)
15
515
50
70
520
20
60
20
175
25
15
10
Number
5
2
12
1
6
16
3
8
18
7
4
14
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped -Bike Adj(A_pbT)
1.00
0.92
1.00
0.89
1.00
0.80
1.00
0.95
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh /h /In
1792
1792
1792
1810
1810
1900
1810
1810
1810
1873
1873
1948
Adj Flow Rate, veh /h
16
554
54
75
559
22
65
22
188
27
16
11
Adj No. of Lanes
1
1
1
1
1
0
1
1
1
1
1
0
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Percent Heavy Veh, %
6
6
6
5
5
5
5
5
5
4
4
4
Cap, veh /h
37
786
612
96
813
32
87
529
360
57
276
190
Arrive On Green
0.02
0.44
0.44
0.06
0.47
0.47
0.05
0.29
0.29
0.03
0.27
0.27
Sat Flow, veh /h
1707
1792
1395
1723
1720
68
1723
1810
1233
1783
1010
694
Grp Volume(v), veh /h
16
554
54
75
0
581
65
22
188
27
0
27
Grp Sat Flow(s),veh /h /In
1707
1792
1395
1723
0
1787
1723
1810
1233
1783
0
1704
Q Serve(g_s), s
0.9
25.0
2.3
4.3
0.0
25.3
3.7
0.9
12.7
1.5
0.0
1.2
Cycle Q Clear(g_c), s
0.9
25.0
2.3
4.3
0.0
25.3
3.7
0.9
12.7
1.5
0.0
1.2
Prop In Lane
1.00
1.00
1.00
0.04
1.00
1.00
1.00
0.41
Lane Grp Cap(c), veh /h
37
786
612
96
0
845
87
529
360
57
0
466
V/C Ratio(X)
0.43
0.70
0.09
0.78
0.00
0.69
0.75
0.04
0.52
0.48
0.00
0.06
Avail Cap(c_a), veh /h
103
1059
824
199
0
1155
184
611
416
143
0
531
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
1.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s /veh
48.1
22.7
16.3
46.4
0.0
20.5
46.6
25.2
29.4
47.4
0.0
26.7
Incr Delay (d2), s /veh
7.2
1.6
0.1
11.7
0.0
1.2
11.1
0.0
1.1
5.6
0.0
0.0
Initial Q Delay(d3),s /veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50 %),veh /In
0.5
12.7
0.9
2.4
0.0
12.7
2.0
0.4
4.4
0.8
0.0
0.6
LnGrp Delay(d),s /veh
55.2
24.3
16.4
58.1
0.0
21.7
57.7
25.3
30.5
52.9
0.0
26.7
LnGrp LOS
E
C
B
E
C
E
C
C
D
C
Approach Vol, veh /h
624
656
275
54
Approach Delay, s /veh
24.4
25.9
36.5
39.8
Approach LOS
C
C
D
D
Timer
1
4
5
6
Assigned Phs
1
2
3
4
5
6
7
8
Phs Duration (G +Y +Rc), s
10.0
48.2
9.5
31.7
6.6
51.6
7.7
33.6
Change Period (Y +Rc), s
4.5
4.6
4.5
4.5
4.5
4.6
4.5
4.5
Max Green Setting (Gmax), s
11.5
58.8
10.6
31.0
6.0
64.3
8.0
33.6
Max Q Clear Time (g_c +I1), s
6.3
27.0
5.7
3.2
2.9
27.3
3.5
14.7
Green Ext Time (p-c), s
0.1
16.6
0.0
0.9
0.0
18.0
0.0
0.8
Intersection Summa
-
HCM 2010 Ctrl Delay
27.6
HCM 2010 LOS
C
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
HCM 2010 TWSC Projected 2019
1: Terra View St & Tahoma Boulevard PM Pk of Street
LtersectioM
Int Delay, s /veh 3.7
BL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
EB
4M
WB
)
0
HCM Control Delay, s
0.7
2.9
9.2 10.4
HCM LOS
Traffic Vol, veh /h
5
40
5
50
75
5
5
1
15
15
1
5
Future Vol, veh /h
5
40
5
50
75
5
5
1
15
15
1
5
Conflicting Peds, # /hr
0
0
0
0
0
0
0
0
0
0
0
0
Sign Control
Free
Free
Free
Free
Free
Free
Stop
Stop
Stop
Stop
Stop
Stop
RT Channelized
None
-
None
None
None
Storage Length
125
Veh in Median Storage, #
0
-
0
0
0
Grade, %
0
-
0
0
0
Peak Hour Factor
80
80
80
80
80
80
80
80
80
80
80
80
Heavy Vehicles, %
2
2
2
2
2
2
2
2
2
1
1
1
Mvmt Flow
6
50
6
63
94
6
6
1
19
19
1
6
Majoror /Minim
Majorl
Major♦
Minorl
Min
Conflicting Flow All
100
0
0
56
0
0
239
291
28
260
291
50
Stage 1
-
-
-
-
-
-
66
66
-
222
222
-
Stage 2
-
-
173
225
-
38
69
-
Critical Hdwy
4.14
4.14
7.54
6.54
6.94
7.52
6.52
6.92
Critical Hdwy Stg 1
-
-
6.54
5.54
-
6.52
5.52
-
Critical Hdwy Stg 2
-
-
6.54
5.54
-
6.52
5.52
-
Follow -up Hdwy
2.22
2.22
3.52
4.02
3.32
3.51
4.01
3.31
Pot Cap -1 Maneuver
1490
1547
695
618
1041
675
621
1011
Stage
-
-
937
839
-
763
721
-
Stage 2
-
-
812
716
-
975
839
-
Platoon blocked, %
Mov Cap -1 Maneuver
1490
1547
666
590
1041
639
593
1011
Mov Cap -2 Maneuver
-
-
666
590
-
639
593
-
Stage 1
933
836
760
692
Stage 2
773
687
952
836
Approach
EB
WB
HCM Control Delay, s
0.7
2.9
9.2 10.4
HCM LOS
A B
Minor Lane /Major Mvmt
NBLn1
EBL
EBT
EBR WBL
WBT WBR SBLn1 T
Capacity (veh /h)
889
1490
1547
698
HCM Lane V/C Ratio
0.03
0.004
0.04
0.038
HCM Control Delay (s)
9.2
7.4
0
7.4
10.4
HCM Lane LOS
A
A
A
A
B
HCM 95th %tile Q(veh)
0.1
0
-
0.1
0.1
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
HCM 2010 TWSC Projected 2019
2: Tahoma Boulevard & Berry Valley Dr PM Pk of Street
LtersectioM
Int Delay, s /veh 1.3
NWL NWR NET NER SWL SWT
Lane Configurations
Y
Majorl
ti�
Conflicting Flow All
11
tt
Traffic Vol, veh /h
5
15
55
5
15
125
Future Vol, veh /h
5
15
55
5
15
125
Conflicting Peds, # /hr
0
0
0
0
0
0
Sign Control
Stop
Stop
Free
Free
Free
Free
RT Channelized
-
None
-
None
-
None
Storage Length
0
Platoon blocked, %
150
-
Veh in Median Storage,
# 0
1547
0
788
-
0
Grade, %
0
0
Stage 2
-
0
Peak Hour Factor
89
89
89
89
89
89
Heavy Vehicles, %
0
0
0
0
0
0
Mvmt Flow
6
17
62
6
17
140
Majoror/M
Minorl
Majorl
Major2
Conflicting Flow All
169
34 0
0 67 0
Stage 1
65
- -
- - -
Stage 2
104
-
-
Critical Hdwy
6.8
6.9
4.1
Critical Hdwy Stg 1
5.8
-
-
Critical Hdwy Stg 2
5.8
-
-
Follow -up Hdwy
3.5
3.3
2.2
Pot Cap -1 Maneuver
811
1038
1547
Stage 1
956
-
-
Stage 2
915
-
-
Platoon blocked, %
Mov Cap -1 Maneuver
802
1038
1547
Mov Cap -2 Maneuver
788
-
-
Stage 1
956
Stage 2
905
Approach NW NE
HCM Control Delay, s 8.8 0 0.8
HCM LOS A
Minor Lane /Major Mvmt
NET NERNWLn1
SWL SWT
Capacity (veh /h)
962
1547
HCM Lane V/C Ratio
0.023
0.011
HCM Control Delay (s)
8.8
7.4
HCM Lane LOS
A
A
HCM 95th %tile Q(veh)
0.1
0
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
Lanes, Volumes, Timings
--NJ2
03
T 04
13s
69.5s
12s
35.5s
05
Projected 2019
3: Tahoma Boulevard /Killion Road & Yelm Avenue (SR 510)
10.5 sl 172
s
12,5s I NONE"
PMII Pk of Street
--1.
.4---
t
i
Lane Group
EBL
EBR
WBL
WBT
WBR
NBL
NBT
NBR
J SBL!
SBT 9W
Lane Configurations
+
r
+
r
Vii
Traffic Volume (vph)
5
685
65
55
555
30
45
10
65
20
10 5
Future Volume (vph)
5
685
65
55
555
30
45
10
65
20
10 5
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900 1900
Lane Width (ft)
12
12
12
12
12
12
12
12
12
11
12 11
Grade ( %)
0%
0%
0%
-5%
Storage Length (ft)
150
100
75
0
200
0
200
0
Storage Lanes
1
1
1
0
1
1
1
0
Taper Length (ft)
25
25
25
25
Right Turn on Red
Yes
Yes
Yes
Yes
Link Speed (mph)
35
35
35
35
Link Distance (ft)
1416
913
1051
1042
Travel Time (s)
27.6
17.8
20.5
20.3
Turn Type
Prot
NA
Perm
Prot
NA
Prot
NA
Perm
Prot
NA
Protected Phases
5
2
1
6
3
8
7
4
Permitted Phases
2
8
Detector Phase
5
2
2
1
6
3
8
8
7
4
Switch Phase
Minimum Initial (s)
6.0
10.0
10.0
6.0
10.0
6.0
6.0
6.0
6.0
6.0
Minimum Split (s)
10.5
35.6
35.6
13.0
30.6
10.5
33.5
33.5
12.5
35.5
Total Split (s)
10.5
69.5
69.5
13.0
72.0
12.0
35.0
35.0
12.5
35.5
Total Split ( %)
8.1%
53.5%
53.5%
10.0%
55.4%
9.2%
26.9%
26.9%
9.6%
27.3%
Yellow Time (s)
3.5
3.6
3.6
3.5
3.6
3.5
3.5
3.5
3.5
3.5
All -Red Time (s)
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
Lost Time Adjust (s)
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Lost Time (s)
4.5
4.6
4.6
4.5
4.6
4.5
4.5
4.5
4.5
4.5
Lead /Lag
Lead
Lag
Lag
Lead
Lag
Lead
Lag
Lag
Lead
Lag
Lead -Lag Optimize?
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Recall Mode
None
Min
Min
None
Min
None
None
None
None
None
Intersection Summar
Area Type: Other
Cycle Length: 130
Actuated Cycle Length: 73
Natural Cycle: 105
Control Type: Actuated - Uncoordinated
Splits and Phases: 3: Tahoma Boulevard /Killion Road & Yelm Avenue (SR 510)
D1
--NJ2
03
T 04
13s
69.5s
12s
35.5s
05
06
07 X s
10.5 sl 172
s
12,5s I NONE"
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
HCM 2010 Signalized Intersection Summary Projected 2019
3: Tahoma Boulevard /Killion Road & Yelm Avenue (SR 510) PM Pk of Street
� � i
Movement
EBL
EBT
EBR
WBL
WBT
WBR
NBL
NBT
NBR
SBL
Lane Configurations
+
r
+
r
Traffic Volume (veh /h)
5
685
65
55
555
30
45
10
65
20
10
5
Future Volume (veh /h)
5
685
65
55
555
30
45
10
65
20
10
5
Number
5
2
12
1
6
16
3
8
18
7
4
14
Initial Q (Qb), veh
0
0
0
0
0
0
0
0
0
0
0
0
Ped -Bike Adj(A_pbT)
1.00
0.98
1.00
0.97
1.00
0.95
1.00
0.98
Parking Bus, Adj
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Adj Sat Flow, veh /h /In
1863
1863
1863
1863
1863
1900
1845
1845
1845
1948
1948
1948
Adj Flow Rate, veh /h
5
737
70
59
597
32
48
11
70
22
11
5
Adj No. of Lanes
1
1
1
1
1
0
1
1
1
1
1
0
Peak Hour Factor
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
0.93
Percent Heavy Veh, %
2
2
2
2
2
2
3
3
3
0
0
0
Cap, veh /h
14
1059
883
92
1071
57
83
270
219
53
161
73
Arrive On Green
0.01
0.57
0.57
0.05
0.61
0.61
0.05
0.15
0.15
0.03
0.13
0.13
Sat Flow, veh /h
1774
1863
1553
1774
1749
94
1757
1845
1493
1855
1258
572
Grp Volume(v), veh /h
5
737
70
59
0
629
48
11
70
22
0
16
Grp Sat Flow(s),veh /h /In
1774
1863
1553
1774
0
1842
1757
1845
1493
1855
0
1830
Q Serve(g_s), s
0.2
25.0
1.8
2.9
0.0
17.7
2.4
0.5
3.7
1.0
0.0
0.7
Cycle Q Clear(g_c), s
0.2
25.0
1.8
2.9
0.0
17.7
2.4
0.5
3.7
1.0
0.0
0.7
Prop In Lane
1.00
1.00
1.00
0.05
1.00
1.00
1.00
0.31
Lane Grp Cap(c), veh /h
14
1059
883
92
0
1128
83
270
219
53
0
234
V/C Ratio(X)
0.36
0.70
0.08
0.64
0.00
0.56
0.58
0.04
0.32
0.42
0.00
0.07
Avail Cap(c_a), veh /h
121
1369
1141
171
0
1406
149
637
516
168
0
642
HCM Platoon Ratio
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Upstream Filter(I)
1.00
1.00
1.00
1.00
0.00
1.00
1.00
1.00
1.00
1.00
0.00
1.00
Uniform Delay (d), s /veh
43.6
13.6
8.6
41.1
0.0
10.1
41.2
32.4
33.8
42.2
0.0
33.9
Incr Delay (d2), s /veh
13.6
1.2
0.0
6.5
0.0
0.5
5.7
0.1
0.8
4.7
0.0
0.1
Initial Q Delay(d3),s /veh
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
%ile BackOfQ(50 %),veh /In
0.2
13.1
0.8
1.6
0.0
9.1
1.3
0.2
1.6
0.6
0.0
0.3
LnGrp Delay(d),s /veh
57.2
14.8
8.7
47.6
0.0
10.6
47.0
32.4
34.5
46.9
0.0
34.0
LnGrp LOS
E
B
A
D
B
D
C
C
D
C
Approach Vol, veh /h
812
688
129
38
Approach Delay, s /veh
14.6
13.8
39.0
41.5
Approach LOS
B
B
D
D
Timer
13
6
Assigned Phs
1
2
3
4
5
6
7
8
Phs Duration (G +Y +Rc), s
9.1
54.8
8.7
15.8
5.2
58.7
7.0
17.4
Change Period (Y +Rc), s
4.5
4.6
4.5
4.5
4.5
4.6
4.5
4.5
Max Green Setting (Gmax), s
8.5
64.9
7.5
31.0
6.0
67.4
8.0
30.5
Max Q Clear Time (g_c +I1), s
4.9
27.0
4.4
2.7
2.2
19.7
3.0
5.7
Green Ext Time (p-c), s
0.0
23.2
0.0
0.3
0.0
26.6
0.0
0.3
Intersection Summa
HCM 2010 Ctrl Delay
16.7
HCM 2010 LOS
B
Yelm High School Bypass Road Synchro 9 Report
SCJ Alliance 09/28/2017
Existing 2017
Queuing and Blocking Report AM Peak Hour
Intersection: 1: Terra View St & Tahoma Boulevard
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time ( %)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time ( %)
Queuing Penalty (veh)
Yelm High School Bypass Road
SCJ Alliance
11:
125
NB
LR
57
26
49
158
SimTraffic Report
09/29/2017
Existing 2017
Queuing and Blocking Report PM Pk of School
Intersection: 1: Terra View St & Tahoma Boulevard
Movement
WB
NB
Directions Served
L
LR
Maximum Queue (ft)
25
50
Average Queue (ft)
2
21
95th Queue (ft)
13
49
Link Distance (ft)
158
Upstream Blk Time ( %)
Queuing Penalty (veh)
Storage Bay Dist (ft)
125
Storage Blk Time ( %)
Queuing Penalty (veh)
Yelm High School Bypass Road SimTraffic Report
SCJ Alliance 09/29/2017
Existing 2017
Queuing and Blocking Report PM Pk of Street
Intersection: 1: Terra View St & Tahoma Boulevard
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time ( %)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time ( %)
Queuing Penalty (veh)
Yelm High School Bypass Road
SCJ Alliance
WB
L
30
2
15
125
NB
LR
31
15
39
158
SimTraffic Report
09/29/2017
Projected 2019
Queuing and Blocking Report AM Peak Hour
Intersection: 1: Terra View St /High School Bypass Road & Tahoma Boulevard
Movement
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time ( %)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time ( %)
Queuing Penalty (veh)
Yelm High School Bypass Road
SCJ Alliance
EB
NB
SB
LT
LTR
LTR
6
59
53
0
29
32
4
53
50
970
158
410
SimTraffic Report
09/29/2017
Projected 2019
Queuing and Blocking Report PM Pk of School
Intersection: 1: Terra View St /High School Bypass Road & Tahoma Boulevard
Movement
EB
WB
NB
SB
Directions Served
LT
L
LTR
LTR
Maximum Queue (ft)
6
31
62
84
Average Queue (ft)
0
1
21
43
95th Queue (ft)
6
12
49
70
Link Distance (ft)
970
158
410
Upstream Blk Time ( %)
Queuing Penalty (veh)
Storage Bay Dist (ft)
125
Storage Blk Time ( %)
Queuing Penalty (veh)
Yelm High School Bypass Road SimTraffic Report
SCJ Alliance 09/29/2017
Projected 2019
Queuing and Blocking Report PM Pk of Street
Intersection: 1: Terra View St & Tahoma Boulevard
Movement
EB
WB
NB
SB
Directions Served
LT
L
LTR
LTR
Maximum Queue (ft)
12
31
31
35
Average Queue (ft)
1
2
15
15
95th Queue (ft)
8
14
40
40
Link Distance (ft)
970
158
410
Upstream Blk Time ( %)
Queuing Penalty (veh)
Storage Bay Dist (ft)
125
Storage Blk Time ( %)
Queuing Penalty (veh)
Yelm High School Bypass Road SimTraffic Report
SCJ Alliance 09/29/2017
APPENDIX F
PREDICTIVE CRASH ANALYSIS
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PROJECT SAFETY PERFORMANCE SUMMARY REPORT
Project Name
Total Crashes /yr
Yelm High School Bypass Road
Project Description
Predicted average crash
Bypass Road /Tahoma Boulevard Intersection
Reference Number
(PDO)
2396.01
Analyst
- Actual long -term safety
Ryan Shea
Agency /Company
performance of projects
SO Alliance
Contact Email
ryan.shea @scjalliance.com
Contact Phone
average crash
(360) 352 -1465
Date ComDleted
average crash
09/07/17
0.3
0.2
0.2
0.1
0.1
0.0
Summary of Anticipated Safety Performance of the Project (average crashes /yr)
Fatal and injury (KABC) Property damage only (PDO) Total (KABCO)
• Predicted average crash frequency - Average safety performance of
projects consisting of similar elements (anticipated average
crashes /yr)
• Expected average crash frequency - Actual long -term safety
performance of the project (anticipated average crashes /yr)
W Potential for Safety Improvement (anticipated average crashes /yr)
PROJECT SUMMARY -- Site - Specific EB Method Summary Results for Urban and Suburban Arterial Project
Total Crashes /yr
Fatal and Injury Crashes /yr
Property Damage Only Crashes /yr
Predicted average crash
(KABCO)
(KABC)
(PDO)
Predicted
Expected
- Actual long -term safety
Predicted
Expected
performance of projects
Predicted
Expected
consisting of similar elements
Project Element
average crash
average crash
Potential for
average crash
average crash
Potential for
average crash
average crash
Potential for
Property damage only (PDO)
frequency
frequency
Improvement
frequency
frequency
Improvement
frequency
frequency
Improvement
NpJedixed(KABCO)
Nexpexed(KABCO)
Npredic (.EC)
Nexpe d(KABC)
No,edic d(0)
Nexpexed(0)
INDIVIDUAL INTERSECTIONS
Intersection 1
0.2
0.0
0.0
0.1
1 0.0
0.0
0.1
1 0.0
0.0
COMBINED (sum of column)
0.2
0.0
0.0
0.1
1 0.0
0.0
0.1
1 0.0
0.0
PROJECT SUMMARY -- Site - Specific EB Method Summary Results for Urban and Suburban Arterial Project
Discussion of Results
Given the potential effects of project characteristics on safety performance, results indicate that:
1. It is anticipated that the project will, on average, experience 0 crashes per year (0 fatal and injury crashes per year; and 0 property damage only crashes per year).
2. A similar project is anticipated, on average, to experience 0.2 crashes per year (0.1 fatal and injury crashes per year; and 0.1 property damage only crashes per year).
Fedeeallow23 USCy 409 prohibits [he discovery or admission into evidence of etpom, swwys, scheoules, lisrs, aeOno' compiled orcdilectedfor the purpose of hJghwoy sofery impmvemenr
pmjectr Mat mightqualifyforfedemisafety impnrn r*Eatfunding.
N pretlid,d(PROJECT)
IN .p,d,d(PROJECT)
N Po ,EWfo,improvement(PROJECT)
Predicted average crash
Expected average crash frequency
Crash severity level
frequency - Average safety
- Actual long -term safety
Potential for Safety Improvement
performance of projects
performance of the project
(anticipated average crashes /yr)
consisting of similar elements
(anticipated average crashes /yr)
( anticipated average crashes /yr)
Fatal and injury KABC
0.1
0.0
N/A
Property damage only (PDO)
0.1
0.0
N/A
Total (KABCO)
0.2
0.0
N/A
Discussion of Results
Given the potential effects of project characteristics on safety performance, results indicate that:
1. It is anticipated that the project will, on average, experience 0 crashes per year (0 fatal and injury crashes per year; and 0 property damage only crashes per year).
2. A similar project is anticipated, on average, to experience 0.2 crashes per year (0.1 fatal and injury crashes per year; and 0.1 property damage only crashes per year).
Fedeeallow23 USCy 409 prohibits [he discovery or admission into evidence of etpom, swwys, scheoules, lisrs, aeOno' compiled orcdilectedfor the purpose of hJghwoy sofery impmvemenr
pmjectr Mat mightqualifyforfedemisafety impnrn r*Eatfunding.