HomeMy WebLinkAbout16055-R-TIA-Transpo Group-2014-04-23-revised - SNRevised Transportation Impact Analysis
Reserve at Tiffany Park April 2014
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Table of Contents
Executive Summary ....................................................................................................................... ii
Introduction .................................................................................................................................... 1
Project Description ................................................................................................................. 1
Study Scope ........................................................................................................................... 1
Study Area ............................................................................................................................. 1
Existing & Future Without-Project Conditions ........................................................................... 4
Roadway Network .................................................................................................................. 4
Planned Roadway Improvements .......................................................................................... 4
Traffic Volumes ...................................................................................................................... 5
Traffic Operations .................................................................................................................. 8
Traffic Safety .......................................................................................................................... 9
Non-Motorized Facilities ...................................................................................................... 10
Transit Service ..................................................................................................................... 10
Project Impacts ............................................................................................................................ 11
Trip Generation .................................................................................................................... 11
Trip Distribution and Assignment ......................................................................................... 11
Traffic Operations ................................................................................................................ 15
Sight Distance ...................................................................................................................... 16
Traffic/Pedestrian Safety ..................................................................................................... 17
Non-Motorized Facilities ...................................................................................................... 18
Mitigation ...................................................................................................................................... 19
Impact Fee ........................................................................................................................... 19
Sight Distance ...................................................................................................................... 19
Appendix
Appendix A: Traffic Counts
Appendix B: LOS Definitions
Appendix C: LOS Worksheets
Appendix D: Vehicle Speed Report Summary
Figures
1. Site Vicinity ................................................................................................................... 2
2. Preliminary Site Plan .................................................................................................... 3
3. Existing Weekday Peak Hour Traffic Volumes ............................................................ 6
4. Future (2018) Without-Project Weekday Peak Hour Traffic Volumes ......................... 7
5. Weekday Peak Hour Project Trip Distribution ........................................................... 12
6. Weekday Peak Hour Project Trip Assignment ........................................................... 13
7. Future (2018) With-Project Weekday Peak Hour Traffic Volumes ............................ 14
8. Available Sight Distance at Edmonds Ave SE/SE 16th Street-Edmonds Way SE.…17
Tables
1. Study Area Existing Roadway Network Summary ....................................................... 4
2. Existing and Future Weekday AM Peak Hour Intersection Operations ....................... 8
3. Existing and Future Weekday PM Peak Hour Intersection Operations ....................... 9
4. Study Intersection Collision Data Summary ................................................................ 9
5. Existing Transit Service ............................................................................................. 10
6. Estimated Project Trip Generation ............................................................................. 11
Revised Transportation Impact Analysis
Reserve at Tiffany Park April 2014
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Executive Summary
This section provides an executive summary through a set of frequently asked questions
(FAQs).
Where is the project located and what would be developed?
The project is located on the Renton School District Plat located east of Tiffany Park
Elementary School and south of Pierce Avenue SE. The site is near the intersection of Lake
Youngs Way SE and Kirkland Avenue SE. Development would include the construction of
98 single-family residential dwelling units.
What existing public streets will serve the project and where is access proposed?
The primary streets that will serve project traffic include 116th Avenue SE, 126th Avenue SE,
SE 168th Street, SE Petrovitsky Road, S Puget Drive, and 108th Avenue SE-Benson Road
S. Access is proposed via two existing roadways: SE 18th Street and 124th Place SE.
Is the site currently served by public transit?
The project site is currently served by King County Metro Route 148 with Routes 102 and 155
also operating within the study area. The nearest transit stop for Route 148 is located on
Lake Youngs Drive SE and 123rd Avenue SE, each near the project access points.
How many daily vehicular trips would the project generate and when would peak traffic
volumes occur?
The project would generate approximately 1,030 daily vehicular trips. Estimated traffic
volumes during the weekday AM peak hour (one-hour period between 7:00 a.m. and 9:00
a.m.) would amount to 78 vehicle trips with 20 entering and 58 exiting. During the PM peak
hour (one-hour period between 4:00 p.m. and 6:00 p.m.), the project would generate 103
vehicle trips with 65 entering and 38 exiting.
What transportation impacts are anticipated, if any?
In 2018, the intersection of Benson Drive S/S Puget Drive is estimated to operate at LOS E
during the AM peak hour under both without- and with-project conditions. The addition of AM
peak hour project traffic would add approximately five seconds of average delay to this
intersection. The remaining study intersections will operate at LOS D or better with or without
project traffic during both weekday peak hours.
Limited sight distance exists today for southbound motorists on Monroe Avenue SE
approaching SE 18th Street due to the roadway geometrics and existing obstructions (fence
and on-street vehicle parking). This limitation could create a potential traffic safety impact
with increases in traffic on SE 18th Street attributable to the proposed project.
What measures are proposed to reduce or control traffic impacts?
Potential traffic safety impacts for southbound motorists on Monroe Avenue SE approaching
SE 18th Street could be mitigated by installing a stop sign and stop bar on Monroe
Avenue SE at the intersection and/or restricting on-street parking along the north side of
SE 18th Street east of Monroe Avenue SE to prevent vehicles from obstructing available
sight distance.
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Introduction
The purpose of this transportation impact analysis (TIA) is to identify potential traffic-related
impacts associated with the proposed Reserve at Tiffany Park residential development in the
City of Renton. As necessary, mitigation measures are identified that would offset or reduce
significant impacts.
Project Description
The project is a subdivision of single-family homes which would be located on surplus Renton
School District property within the City of Renton. The project site is currently undeveloped
and located east of Tiffany Park Elementary School and south of Pierce Avenue SE with
access proposed via SE 18th Street and 124th Place SE. The project includes the
construction of 98 single-family dwelling units. Figure 1 illustrates the project site and the
surrounding vicinity. A preliminary site plan is illustrated in Figure 2. The project is anticipated
to be constructed, units occupied and generating traffic by 2018.
Study Scope
This study evaluates existing and future 2018 weekday AM and PM peak hour intersection
operations in the area surrounding the proposed development. The study area focuses on
intersections near the site, as well as along 126th Avenue SE, 116th Avenue SE, S Puget
Drive and Benson Road S.
Study Area
The analysis focuses on the weekday AM and PM peak hour (between 7:00 to 9:00 a.m. and
4:00 to 6:00 p.m.) operations at thirteen existing study intersections. These periods represent
the highest cumulative total traffic for the adjacent street system providing a conservative
timeframe for level of service (LOS) analysis. The study intersections include (see Figure 1):
1. Benson Drive S/S Puget Drive
2. Benson Road S/S Puget Drive
3. Royal Hills Drive SE/S Puget Drive
4. 116th Avenue SE/SE 160th Street
5. 116th Avenue SE/SE 168th Street
6. 116th Avenue SE/SE Petrovitsky Road
7. Lake Youngs Way SE/SE 18th Street
8. Kirkland Avenue SE/Lake Youngs Way SE
9. Kirkland Avenue SE/SE 158th Street
10. 126th Avenue SE/SE 160th Street
11. 126th Avenue SE/SE 168th Street
12. 124th Place SE/SE 158th Street
13. Edmonds Avenue SE/SE 16th Street-Edmonds Way SE
The TIA describes conditions in the site vicinity including roadway network, existing and
future (2018) weekday AM and PM peak hour traffic volumes, traffic operations, traffic safety,
non-motorized facilities, and transit. The future conditions with the project are evaluated by
adding site-generated traffic to future baseline traffic volumes. Analysis of future conditions
addresses cumulative impacts of the proposed project and traffic growth in the study area.
Site-generated impacts are identified based on differences between with- and without-project
conditions.
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Existing & Future Without-Project Conditions
This section describes existing and future without-project conditions within the identified study
area. Characteristics are provided for the roadway network, existing traffic volumes, traffic
operations, traffic safety, non-motorized facilities, and transit service.
Roadway Network
The existing roadway characteristics in the proposed project vicinity are described in Table 1.
In addition to these roadway features, Traffic calming speed bumps are installed along 126th
Avenue SE, SE 160th Street and SE 164th Street.
Table 1. Study Area Existing Roadway Network Summary
Roadway
Roadway
Classification
Posted
Speed Limit
Number of
Travel Lanes Parking? Sidewalks?
Bicycle
Facilities?
SE Petrovitsky Rd Principal Arterial 35 mph 4 No Yes No
Benson Dr S (SR 515) Principal Arterial 35 mph 4 No Yes No
SE 168th St Collector Arterial 30 mph 2 Yes Yes No
116th Ave SE-Edmonds Ave SE Minor Arterial 30 mph 2 No Yes No
128th Ave SE Minor Arterial 25 mph 2 No Yes No
Benson Rd S-108th Ave SE Minor Arterial 40 mph 4 No Yes No
S Puget Dr Minor Arterial 35 mph 4 No Yes No
123rd Ave SE Local Access Road 25 mph 2 Yes Yes No
Kirkland Ave SE Local Access Road 25 mph 2 Yes Yes No
Lake Youngs Way SE Local Access Road 25 mph 2 Yes Yes No
Royal Hills Dr SE Local Access Road 25 mph 2 Yes Yes No
SE 158th St Local Access Road 25 mph 2 Yes Yes No
SE 160th St Local Access Road 25 mph 2 Yes Yes No
SE 164th St Local Access Road 25 mph 2 Yes Yes No
SE 16th St Local Access Road 25 mph 2 Yes Yes No
Edmonds Way SE Local Access Road 25 mph 2 Yes No No
Note: mph = miles per hour
Planned Roadway Improvements
Based on a review of the City of Renton’s proposed Six-Year (2014-2019) Transportation
Improvement Program, 116th Avenue SE is planned to be improved to provide a 3-lane
roadway with bike lanes from Puget Drive SE to the south City Limits and is expected to be
completed in 2019. Phase 1 which will improve the corridor from SE 168th Street to SE
Petrovitsky Road is expected to be completed in 2017. These improvements are expected to
enhance vehicular, bicycle, and pedestrian safety along the corridor but would not increase
intersection capacity and therefore, these improvements were not included in the evaluation
of future conditions.
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Traffic Volumes
This transportation analysis focuses on the weekday AM and PM peak hours when the
combination of project traffic and background traffic volumes on the surrounding street
system are highest to capture a relative worst case condition.
Existing weekday AM and PM peak period (7:00 to 9:00 a.m. and 4:00 to 6:00 p.m.) turning
movement counts at all but two study intersections were conducted in late June 2013 with
detailed intersection traffic count worksheets provided in Appendix A. Because the
intersection counts were conducted during Tiffany Park Elementary School’s summer break,
traffic normally generated by the school was not present in the existing traffic count volumes.
To more appropriately reflect typical weekday conditions, school traffic generated by Tiffany
Park Elementary School was added to existing count volumes based on the current student
enrollment of the school and average trip rates published in Trip Generation (ITE, 9th Edition)
and distributed throughout the study area based on the Renton School District elementary
school boundary map and the approximate distribution of homes within the school’s
boundary. This resulted in approximately 30 percent of the school traffic distributed to/from
the immediate area, 5 percent to/from the neighborhoods directly north, 5 percent to/from the
west, and 60 percent to/from the SR 169 corridor. The resulting existing condition (with
school traffic) turning movement volumes are summarized in Figure 3. Existing traffic
volumes at the Royal Hills Drive SE/S Puget Drive and Edmonds Avenue SE/SE 16th Street-
Edmonds Way SE intersections were collected in April 2014 when public schools were in
session.
Future without-project traffic volumes were estimated by growing existing traffic volumes by
two percent per year to 2018 conditions. Figure 4 illustrates 2018 without-project PM peak
hour traffic volumes at the study intersections.
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Traffic Operations
The operational characteristics of an intersection are evaluated by determining the
intersection’s level of service (LOS). The intersection as a whole, and its individual turning
movements, can be described alphabetically with a range of levels of service (LOS A to F).
LOS A indicates free-flow traffic and LOS F indicates extreme congestion and long vehicle
delays. LOS is measured in average control delay per vehicle and is typically reported for the
intersection as a whole at signalized intersections. Control delay is defined as the
combination of initial deceleration delay, queue move-up time, stopped delay, and final
acceleration delay. At two-way stop-controlled intersections, LOS is measured in average
stopped delay per vehicles for the worst movement of the intersection. A more detailed
explanation of LOS is provided in Appendix B.
Existing and future without-project LOS and delays were calculated at study intersections
based on the methods contained in the 2000 Highway Capacity Manual (HCM). The software
program Synchro 8 was used to evaluate intersection operations. Table 2 and Table 3 show
the weekday AM and PM peak hour existing and 2018 without-project operations,
respectively. Detailed intersection LOS worksheets are contained in Appendix C.
Table 2. Existing and Future Weekday AM Peak Hour Intersection Operations
Traffic
Control
Existing 2018 Without-Project
Intersection LOS1 Delay2
V/C3 or
WM4 LOS Delay
V/C or
WM
1. Benson Dr S/S Puget Dr Signal D 50.7 1.00 E 76.5 1.08
2. Benson Rd S/S Puget Dr Signal C 31.9 0.70 D 35.7 0.77
3. Royal Hills Dr SE/S Puget Dr Side-Street Stop A 10.0 SB B 11.0 SB
4. 116th Ave SE/SE 160th St Side-Street Stop B 10.3 WB B 10.6 WB
5. 116th Ave SE/SE 168th St Signal B 15.9 0.84 C 20.3 0.86
6. 116th Ave SE/SE Petrovitsky Rd Signal C 23.9 0.75 C 27.3 0.81
7. Lake Youngs Way SE/SE 18th St Side-Street Stop A 9.4 WB A 9.5 WB
8. Kirkland Ave SE/Lake Youngs Way SE Side-Street Stop A 9.6 NB A 9.7 NB
9. Kirkland Ave SE/SE 158th St Side-Street Stop A 9.0 WB A 9.1 WB
10. 126th Ave SE/SE 160th St Side-Street Stop A 9.1 EB A 9.2 EB
11. 126th Ave SE/SE 168th St Side-Street Stop B 10.6 NB B 10.8 NB
12. 124th Place SE/SE 158th St Side-Street Stop A 0.0 SB A 0.0 SB
13. Edmonds Ave SE/SE 16th St-Edmonds
Way SE Side-Street Stop B 12.6 SWB B 13.3 SWB
1. LOS as defined by the HCM (TRB, 2000)
2. Average delay per vehicle in seconds.
3. Volume-to-capacity (V/C) ratio reported for signalized intersections.
4. Worst movement (WM) reported for side-street stop controlled intersections. NB = northbound approach; SB = southbound
approach; EB = eastbound approach; WB = westbound approach; SWB = southwestbound approach.
All study intersections operate at LOS D or better during both the AM and PM peak hours for
existing conditions. With growth in traffic volumes by 2018, all study intersections would
continue to operate at LOS D or better for both AM and PM peak hours. The one exception
being Benson Drive S/S Puget Drive intersection which changes from LOS D under existing
conditions to LOS E under 2018 traffic volumes for the AM peak hour.
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Table 3. Existing and Future Weekday PM Peak Hour Intersection Operations
Traffic
Control
Existing 2018 Without-Project
Intersection LOS1 Delay2
V/C3 or
WM4 LOS Delay
V/C or
WM
1. Benson Dr S/S Puget Dr Signal C 28.9 0.71 D 39.5 0.79
2. Benson Road S/S Puget Dr Signal D 39.3 0.81 D 48.7 0.88
3. Royal Hills Dr SE/S Puget Dr Side-Street Stop A 5.6 SB A 6.4 SB
4. 116th Ave SE/SE 160th St Side-Street Stop B 11.2 WB B 11.6 WB
5. 116th Ave SE/SE 168th St Signal B 19.2 0.60 B 19.8 0.67
6. 116th Ave SE/SE Petrovitsky Rd Signal D 38.1 0.89 D 43.8 0.99
7. Lake Youngs Way SE/SE 18th St Side-Street Stop A 8.8 WB A 8.9 WB
8. Kirkland Ave SE/Lake Youngs Way SE Side-Street Stop A 9.2 NB A 9.3 NB
9. Kirkland Ave SE/SE 158th St Side-Street Stop A 8.9 WB A 9.0 WB
10. 126th Ave SE/SE 160th St Side-Street Stop A 9.3 EB A 9.3 EB
11. 126th Ave SE/SE 168th St Side-Street Stop B 13.3 NB B 14.1 NB
12. 124th Place SE/SE 158th St Side-Street Stop A 0.0 SB A 0.0 SB
13. Edmonds Ave SE/SE 16th St-Edmonds
Way SE Side-Street Stop B 12.8 SWB B 13.4 SWB
1. LOS as defined by the HCM (TRB, 2000)
2. Average delay per vehicle in seconds.
3. Volume-to-capacity (V/C) ratio reported for signalized intersections.
4. Worst movement (WM) reported for side-street stop controlled intersections. NB = northbound approach; SB = southbound
approach; EB = eastbound approach; WB = westbound approach; SWB = southwestbound approach.
Traffic Safety
Collision records at the study intersections were reviewed to identify if any patterns would
highlight any existing traffic safety issues. The most recent three-year period of complete
collision data provided by the WSDOT is for January 1, 2010 to December 31, 2012. Table 4
summarizes the average annual reported collisions and three-year collision rate for each
study intersection per million entering vehicles.
Table 4. Study Intersection Collision Data Summary
Total by Year Annual
Average
Collisions
per MEV1 Intersection 2010 2011 2012
1. Benson Dr S/S Puget Dr 9 13 19 13.67 0.96
2. Benson Rd S/S Puget Dr 6 5 3 4.67 0.53
3. Royal Hills Dr SE/S Puget Dr 0 0 0 0 0
4. 116th Ave SE/SE 160th St 2 0 0 0.67 0.34
5. 116th Ave SE/SE 168th St 2 2 2 2.00 0.33
6. 116th Ave SE/SE Petrovitsky Rd 7 8 7 7.33 0.68
7. Lake Youngs Way SE/SE 18th St 0 0 0 0 0
8. Kirkland Ave SE/Lake Youngs Way SE 0 0 0 0 0
9. Kirkland Ave SE/SE 158th St 0 0 0 0 0
10. 126th Ave SE/SE 160th St 0 0 0 0 0
11. 126th Ave SE/SE 168th St 1 0 0 0.33 0.17
12. 124th Place SE/SE 158th St 0 0 0 0 0
13. Edmonds Ave SE/SE 16th St-Edmonds
Way SE 0 0 1 0.33 0.12
1. MEV = Million entering vehicles.
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No fatalities have occurred at the study intersections in the past three years. An intersection
with a collision rate greater than 1.00 typically indicates that further investigation is needed to
determine if an adverse condition exists. As shown in Table 4, all study intersections have a
collision rate less than 1.00.
Non-Motorized Facilities
The site is located in a single-family residential area southeast of downtown Renton.
Pedestrian facilities near the site include sidewalks along both sides of Lake Youngs Way
SE, Kirkland Avenue, and the majority of roadways in the project vicinity. In addition,
sidewalks are provided intermittently along 116th Avenue SE, Benson Road S, Benson Drive
S, S Puget Drive, and 126th Avenue SE. Crosswalks are provided at the signalized study
intersections, along SE 168th Street, and intermittently along 116th Avenue SE. There are no
dedicated bike facilities in the area but bicycles typically share the roadway with vehicles.
Transit Service
The project site is located in close proximity to transit served by King County Metro Routes
102 and 148. Route 148 travels nearest the project site with stops along Lake Youngs
Way SE, Kirkland Avenue SE, and 123rd Avenue SE with the remaining routes servicing
other corridors within the study area. These routes provide regional service, connecting to
Downtown Seattle, the Renton Transit Center and Tukwila. Route characteristics are
summarized in Table 5.
Table 5. Existing Transit Service
Approximate
Weekday
Operating Hours
AM Peak
Period Trips
PM Peak
Period Trips
Headways
(minutes) Routes Area Served
102 Renton – Fairwood 4:45 AM – 6:45 PM 1 6 PM only – 15 to 30
148 Fairwood-Renton/Downtown
Seattle 5:45 AM – 9:30 PM 4 3 30
Source: King County Metro (October 2013).
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Project Impacts
This section of the report documents potential transportation impacts generated by the
proposed project on the surrounding street network and at study intersections. First,
estimated traffic volumes generated by the proposed site are distributed and assigned to the
adjacent street system. Next, project trips are added to future without-project traffic volumes
and any potential impacts to traffic operations, safety, and non-motorized facilities are
identified.
Trip Generation
Trip generation was calculated based on the trip regression equation for a single-family
detached housing (LU #210) from the Institute of Transportation Engineers (ITE) Trip
Generation, 9th Edition. Table 5 summarizes the trip generation estimates for the proposed
project. The proposed project would generate approximately 1,030 daily trips with 78 trips
during the weekday AM peak hour and 103 trips during the weekday PM peak hour.
Table 6. Estimated Project Trip Generation
Project Trips1
Single-Family Detached Housing (LU #210) Size In Out Total
Daily Trips 98 units 515 515 1,030
Weekday AM Trips 98 units 20 58 78
Weekday PM Trips 98 units 65 38 103
1. Based on ITE Trip Generation Handbook (2nd Edition) procedures, trip regression equations were used from ITE Trip Generation
(9th Edition).
Trip Distribution and Assignment
Vehicular trip distribution for this project is based on existing travel patterns in the study area
and previous traffic studies in the area. Figure 5 illustrates the project trip distribution during
the AM and PM peak periods. As shown on the figure, 60 percent of weekday site traffic is
anticipated to travel to/from I-405 or downtown Renton via Talbot Road S, 30 percent to/from
SR-167 via SE Carr Road-SE 176th Street, 5 percent to/from the south, and 5 percent
to/from the east. Of the 60 percent travelling to/from I-405 or downtown Renton, 50 percent
was distributed to SE 16th Street via Glenwood Avenue SE, Ferndale Avenue SE, Beacon
Way S, or Lake Youngs Way SE, with the remaining 10 percent assigned along Lake Youngs
Way SE to Royal Hills Drive SE.
Project trips for the study period were assigned to the study intersections based on the travel
patterns. The resulting trip assignment is shown on Figure 6. The project trips were added to
the Future 2018 without-project traffic volumes to form the basis of the traffic impact analysis.
Figure 7 shows the 2018 with-project traffic volumes at the study intersections.
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Traffic Operations
Future 2018 with-project study intersection operations were evaluated for the weekday AM
and PM peak hours. Intersection LOS was calculated using the method described previously.
The without-project conditions are compared to the with-project conditions to understand the
potential traffic impacts of the proposed project. Table 7 and Table 8 summarize the 2018
without and with-project intersection operations for the weekday AM and PM Peak hours,
respectively. LOS worksheets are included in Appendix C.
Table 7. Future Weekday AM Peak Hour Intersection Operations
Traffic
Control
2018 Without-Project 2018 With-Project
Intersection LOS1 Delay2
V/C3 or
WM4 LOS Delay
V/C or
WM
1. Benson Dr S/S Puget Dr Signal E 76.5 1.08 E 79.3 1.10
2. Benson Rd S/S Puget Dr Signal D 35.7 0.77 D 39.3 0.79
3. Royal Hills Dr SE/S Puget Dr Side-Street Stop B 11.0 SB B 12.1 SB
4. 116th Ave SE/SE 160th St Side-Street Stop B 10.6 WB B 11.0 WB
5. 116th Ave SE/SE 168th St Signal C 20.3 0.86 C 20.1 0.86
6. 116th Ave SE/SE Petrovitsky Rd Signal C 27.3 0.81 C 27.5 0.82
7. Lake Youngs Way SE/SE 18th St Side-Street Stop A 9.5 WB B 10.1 WB
8. Kirkland Ave SE/Lake Youngs Way SE Side-Street Stop A 9.7 NB B 10.1 NB
9. Kirkland Ave SE/SE 158th St Side-Street Stop A 9.1 WB A 9.5 WB
10. 126th Ave SE/SE 160th St Side-Street Stop A 9.2 EB A 9.6 EB
11. 126th Ave SE/SE 168th St Side-Street Stop B 10.8 NB B 11.0 NB
12. 124th Place SE/SE 158th St Side-Street Stop A 0.0 SB A 8.7 SB
13. Edmonds Ave SE/SE 16th St-Edmonds
Way SE Side-Street Stop B 13.3 SWB B 13.8 SWB
1. LOS as defined by the HCM (TRB, 2000)
2. Average delay per vehicle in seconds.
3. Volume-to-capacity (V/C) ratio reported for signalized intersections.
4. Worst movement (WM) reported for side-street stop controlled intersections. NB = northbound approach; SB = southbound
approach; EB = eastbound approach; WB = westbound approach; SWB = southwestbound approach.
With the proposed project, all of the study intersections will continue to operate at LOS D or
better with the exception of the Benson Drive S/S Puget Drive intersection which operates as
LOS E both without- and with-project traffic during the AM peak hour. At this intersection the
addition of project generated traffic is estimated to increase average delay by approximately
5 seconds during the weekday AM peak hour.
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Table 8. Future Weekday PM Peak Hour Intersection Operations
Traffic
Control
2018 Without-Project 2018 With-Project
Intersection LOS1 Delay2
V/C3 or
WM4 LOS Delay
V/C or
WM
1. Benson Dr S/S Puget Dr Signal D 39.5 0.79 D 40.7 0.79
2. Benson Rd S/S Puget Dr Signal D 48.7 0.88 D 54.3 0.91
3. Royal Hills Dr SE/S Puget Dr Side-Street Stop A 6.4 SB A 6.3 EB/SB5
4. 116th Ave SE/SE 160th St Side-Street Stop B 11.6 WB B 12.3 WB
5. 116th Ave SE/SE 168th St Signal B 19.8 0.67 C 20.4 0.68
6. 116th Ave SE/SE Petrovitsky Rd Signal D 43.8 0.99 D 44.5 1.00
7. Lake Youngs Way SE/SE 18th St Side-Street Stop A 8.9 WB A 9.4 WB
8. Kirkland Ave SE/Lake Youngs Way SE Side-Street Stop A 9.3 NB A 9.6 NB
9. Kirkland Ave SE/SE 158th St Side-Street Stop A 9.0 WB A 9.5 WB
10. 126th Ave SE/SE 160th St Side-Street Stop A 9.3 EB A 9.8 EB
11. 126th Ave SE/SE 168th St Side-Street Stop B 14.1 NB B 14.4 NB
12. 124th Place SE/SE 158th St Side-Street Stop A 0.0 SB A 8.6 SB
13. Edmonds Ave SE/SE 16th St-Edmonds
Way SE Side-Street Stop B 13.4 SWB B 14.0 SWB
1. LOS as defined by the HCM (TRB, 2000)
2. Average delay per vehicle in seconds.
3. Volume-to-capacity (V/C) ratio reported for signalized intersections.
4. Worst movement (WM) reported for side-street stop controlled intersections. NB = northbound approach; SB = southbound
approach; EB = eastbound approach; WB = westbound approach; SWB = southwestbound approach.
5. LOS and delay for the intersection are equal for both eastbound and southbound approaches.
As illustrated in the table above, it is anticipated that all study intersections will continue to
operate at LOS D or better with the addition of PM peak hour project traffic.
Sight Distance
Sight distance triangles were evaluated at three intersection locations associated with the
project site accesses. Major and minor streets are shown for each location. Further
discussion of sight-distance at the Edmonds Avenue SE/SE 16th Street-Edmonds Way SE
intersection is provided in the following section.
Lake Youngs Way SE (major)/SE 18th Street (minor)
Monroe Avenue SE (minor)/SE 18th Street (major)
124th Place SE (minor)/SE 158th Street (major)
The methods and standards used to measure the available sight distance for the sight
triangles are defined in A Policy on Geometric Design of Highways and Streets, 6th Edition
produced by the American Association of State Highway and Transportation Officials
(AASHTO). Based on a 30-mph design speed, the recommended sight distance along the
major roadway for a vehicle on the minor street approach is 200 feet from an intersection
location.
Field measurements at each of the three locations show sight distances in excess of 200 feet
with the exception of SE 18th Street east of Monroe Avenue SE. Currently, Monroe
Avenue SE/SE 18th Street is uncontrolled and does not have any marked channelization.
Sight distance to the east of Monroe Avenue SE is limited by an existing fence along the
north side of SE 18th Street as well as legal on-street parking on the north side of SE 18th
Street east of Monroe Avenue SE.
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Potential traffic safety impacts for southbound motorists on Monroe Avenue SE approaching
SE 18th Street could be mitigated by installing a stop sign and stop bar on Monroe
Avenue SE at the intersection and/or restricting on-street parking along the north side of
SE 18th Street east of Monroe Avenue SE to prevent vehicles from obstructing available
sight distance.
Traffic/Pedestrian Safety
As previously noted in the review of existing conditions, none of the study intersections have
recently experienced a high rate of collisions relative to total entering traffic volumes. Traffic
generated by the proposed project would likely result in a proportionate increase in the
probability of collisions. However, it is not anticipated that the addition of project traffic would
create a safety hazard or significantly increase the number of reported collisions.
At the City’s request, a comprehensive review of potential safety-related impacts was
conducted at the Edmonds Avenue SE/SE 16th Street-Edmonds Way SE intersection. In
addition to the collision history at this intersection, this included a review of sight distance for
motorists on the minor streets approaching Edmonds Avenue SE, existing vehicle speeds,
and consideration for a pedestrian crosswalk at the intersection given increases in traffic
attributable to the proposed project.
As shown in the collision history summary (see Table 4), a single collision was reported at
Edmonds Avenue SE/SE 16th Street-Edmonds Way SE during the recent three-year period.
This injury-only collision occurred in 2012 and involved a motorist traveling northbound on
Edmonds Avenue SE colliding with a motorist turning right from northwestbound Edmonds
Way SE to northbound Edmonds Avenue SE; no pedestrians were involved. Relative to the
total entering traffic volumes, this intersection experienced a collision rate of approximately
0.12 collisions per one million entering vehicles, a collision rate not indicative of an existing
safety hazard.
Available sight distance was measured on both
the southwestbound SE 16th Street approach
and northwestbound Edmonds Way SE approach
to Edmonds Avenue SE. Sight distance was
measured to determine if adequate sight distance
exists enabling motorists to safely see (and yield
to) pedestrians crossing at the intersection.
AASHTO recommends at least 200 feet of
stopping sight distance along roadways with a
design speed of 30 mph. This is an appropriate
distance for both SE 16th Street and Edmonds
Way SE as both roadways have a posted speed
limit of 25 mph. As measured and shown in
Figure 8, 300 feet of sight distance exists for
motorists approaching Edmonds Avenue SE from
the northeast and more than 300 feet is available
for motorists approaching SE 16th Street from the
southeast and therefore, existing sight distances
exceed the minimum standard.
Existing vehicle speeds on SE 16th Street northeast of Edmonds Avenue SE were recorded
for seven consecutive days in March 2014 (a vehicle speed report summary is included in
Appendix D). In both directions of travel, average speeds were determined to be below
25 mph and 85th-percentile speeds were just above 25 mph. These speeds do not suggest
excessive speeding or pose an unusually high risk to pedestrians on the northeast leg of the
Figure 8. Available Sight Distance
Revised Transportation Impact Analysis
Reserve at Tiffany Park April 2014
Page 18
Edmonds Avenue SE/SE 16th Street-Edmonds Way SE intersection as the posted speed
limit of SE 16th Street is 25 mph.
With respect to pedestrian safety, the City of Renton has established a policy to “provide
uniform criteria for the installation of marked pedestrian crossings consistent with recognized
standards and studies on pedestrian safety.” The City’s procedure for evaluating the potential
installation of a crosswalk considers pedestrian volumes, roadway speed, visibility, lighting,
general conditions, and gaps in vehicular traffic.
City staff evaluated the intersection of Edmonds Avenue SE/SE 16th Street-Edmonds Way
SE in 1996, 2005 and again in 2007 and determined that crosswalks were not warranted at
this location. With the possible exception of gaps in vehicular traffic, the Reserve at Tiffany
Park would not directly affect any of the other criteria used by the City to assess crosswalk
installation and even if this particular criterion was fully met, the combination of the other
criteria would not be enough to meet the City’s warrant for installation. Moreover, there is not
a high level of pedestrian activity at this intersection as (1) no more than six pedestrians were
observed crossing SE 16th Street during any one-hour period of the four hours during which
vehicular turning movements were collected on Tuesday, April 15, 20141 and (2) an average
of only 17 boardings per weekday were counted by King County Metro at the transit stop
adjacent to this intersection over the course of the spring of 20132. Therefore, the proposed
project would not significantly impact pedestrian safety nor should a pedestrian crosswalk be
installed at this intersection in conjunction with this project.
Non-Motorized Facilities
As part of the proposed project, sidewalks would be constructed along on-site roadways that
would connect to the existing sidewalk system. As a result, sidewalks would provide a safe
walk route between the project site and nearby Tiffany Park Elementary School, including
available marked crosswalks at the Kirkland Avenue SE/Lake Youngs Way intersection.
1 Clear and mild weather (no rain), approximately 50 degrees Fahrenheit between 7:00 and 9:00 a.m. and
approximately 60 degrees Fahrenheit between 4:00 and 6:00 p.m. (National Weather Service, Renton Municipal
Airport).
2 Summary of the most recent weekday average daily ridership provided by King County Metro Transit.
Revised Transportation Impact Analysis
Reserve at Tiffany Park April 2014
Page 19
Mitigation
This section presents the recommended measures that could be taken to mitigate the
potential impacts of the project on the adjacent roadway network. Based on the identified
impacts, general increases in traffic due to the addition of project traffic to the transportation
network would be mitigated by payment of the City’s Transportation Impact Fee and
improvements to address the potential traffic safety impact associated with limited available
sight distance at the Monroe Avenue SE/SE 18th Street intersection.
Impact Fee
The project would be required to pay the City’s Transportation Impact Fee. The current fee is
$1,430.72 per new single-family residence, which results in a preliminary estimate of
approximately $140,200 for 98 new single-family dwelling units. The required transportation
fee for this development will depend on when permits are issued and the fee collected.
Sight Distance
Available sight distance on SE 18th Street east of Monroe Avenue SE is currently limited by
an existing fence along the north side of SE 18th Street as well as legal on-street parking on
the north side of SE 18th Street. Potential traffic safety impacts for southbound motorists on
Monroe Avenue SE approaching SE 18th Street could be mitigated by installing a stop sign
and stop bar on Monroe Avenue SE at the intersection and/or restricting on-street parking
along the north side of SE 18th Street east of Monroe Avenue SE to prevent vehicles from
obstructing available sight distance.
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www.idaxdata.com
to
to
1
0
4
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
0
1
0
4
0
1
1
7
1
TOTAL 3.2%0.96
210
174
23
33
7:00 AM 9:00 AM
0
0
1
107
199
193
185
EDMONDS AVE SE
Southbound
LT TH RT
0 12 35
5 41
27
0 3
13 37
0 16
0
0
0 0
0 0
0
5 0
89 4 0
92
121 4 0
117 7 0
102 8 0
130
0 76 250
467 21 0
RT
127 2 0
0
0 0
53 5 00
0 41
EB WB
Bicycles
67 0 224
0
6 0 32
82 4 0
783 39 0
Pedestrians (Crossing Leg)
658
0 0 0
0
0
0
Peak Hr 8 0 11 6 25
0 0
1
4
0 0
4
0 0
0
4 1 5 0
5 3
1 0
00000
1 000000
0 0 0 0
0 0
8:45 AM 3 0 1
1
0 0
Count Total 25 0 24 9 58 0
0
8:30 AM 1 0 5 2 8 0
0 4
8:15 AM 6
7:45 AM 3 0 4 2
0
0 0 0
0 005011
7 0 2 1 10 0
7:15 AM 4 0
0
0 0
8:00 AM
7:30 AM 1 0 4 2 7
9
20
0 0
South
2
0 1
0
0
0 0 4
0000
0 4 0 0
0 0
0
0
North TotalNBSBEastWest
1 2 7 0 0
00
EB WBNBSBTotal
0 001100
PUGET DR SE
7:00 AM 0 0 2 0 2
Count Total
8:45 AM
Peak Hr
Heavy Vehicle Totals
10 0 13 0 0
26 0 96 0 0
Interval
Start
0 0
781
1,439
3 0 25
8 0 20
Northbound
204
Eastbound
LT TH RT
7 0
6 0 39
19 0 44
LT TH
8:30 AM
8:15 AM
15-min
Total
Rolling
One
Hour
781
744
755
Westbound
LT TH RT
0 0 0
0 0 0
0 0 0
736
7:00 AM
7:15 AM
7:30 AM
7:45 AM
8:00 AM
20
8 0 31
0 0
0 15 27
0 9 27
0 3
Interval
Start
167
PUGET DR SE EDMONDS AVE SE
NB 2.3%0.95
SB 3.5%
46
7 21 HV %:PHF
EB 6.6%0.78
0.91
EDMONDS AVE SE
PUGET DR SE
Tue, Apr 15, 2014
Peak Hour
Peak Hour: 7:00 AM 8:00 AM
17
1 47
Count Period:
Date:
122
ED
M
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A
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PUGET DR SE
26 PHF:0.96
13
0
41
TEV:781
13
7
48
8
597
96
N
Mark Skaggs: 425 - 250 - 0777 mark.skaggs@idaxdata.com
Peak Hour Summary7:00
A
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Tues
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7
Count Period: 7:00 AM to 9:00 AM
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Approach HV%PHF Volume
116th Ave SE
0SB0.76 5.1%Intersection0.80 3.6%79335 NB0.74 3.9% 207 EB0.00 0.0%
0
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116th Ave SE049WB0.68 0.0%
0
P
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Peds 0 Mark Skaggs(206) 251-0300
0
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Kirkland Ave SEApproach HV%PHF Volume
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0SB0.63 13.3%Intersection0.87 6.3%1580 NB0.61 0.0% 17 EB0.00 0.0%
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0SB0.58 9.5%Intersection0.96 7.4%2181 NB0.64 10.7% 28 EB0.00 0.0%
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SE 168th StApproach HV%PHF Volume
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0SB0.57 4.9%Intersection0.82 3.4%41232 NB0.56 0.0% 20 EB0.65 3.8%
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www.idaxdata.com
to
to
0
0
1
0
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
1
1
0
1
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2
5
0
13
3
0.96
0 700160
1
1,180
654
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0 0 0 1
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8:45 AM 2 0
0
0
2 4
Count Total 25 7 0 19 51
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0 0 2 0 08000
000 0
Peak Hr 12 3 0 5 20 1
1
00
8:15 AM 3
7:45 AM 4 1 0
2 0
38:30 AM 4
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0 000010
North South
Interval
Start
Heavy Vehicle Totals
Peak Hr
0 4
EB WB NB SB Total
1000
0 22 153
1
Bicycles Pedestrians (Crossing Leg)
5268039
8
1051
219Count Total
8:45 AM 0 1
1
7
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7:30 AM
504 38 0
316 16 0
33 4 0 0 3 23
0 32 292
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7:00 AM
8:30 AM
8:15 AM
8:00 AM
48
13 39
8
6 0
44 6 0 0 3 47
60 6 0
Interval
Start
00
TOTAL 3.1%
0
Total
128 153 175
316 TEV:654 22
4 0
0.87
0 2 40 2 0
1
15-min
Total
11 17:15 AM
7:00 AM 9:00 AM
332 0
16 PHF:0.96 0
13
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2 32
2
Count Period:
SE 16TH ST
ED
M
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N
D
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A
V
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S
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EDMONDS AVE SE
SE 16TH ST
Tue, Apr 15, 2014
Peak Hour
Peak Hour: 7:00 AM 8:00 AM
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EDMONDS AVE SE
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Mark Skaggs: 425 - 250 - 0777 mark.skaggs@idaxdata.com
Peak Hour Summary4:45
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Count Period: 4:00 PM to 6:00 PM
S
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S Puget DrApproach HV%PHF Volume
Benson Rd S
0SB0.87 0.6%Intersection0.96 0.8%8012,426 NB0.85 0.3% 336 EB0.97 1.1%
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www.idaxdata.com
to
to
0
1
0
Two-Hour Count Summaries
Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
Total
0
0
0
0
0
0
0
4
4
0
TOTAL 2.5%0.94
204
202
13
17
4:00 PM 6:00 PM
0
0
0
195
208
207
225
EDMONDS AVE SE
Southbound
LT TH RT
0 12 10
4 20
14
0 5
10 13
0 6
0
0
0 0
0 0
0
8 0
48 9 0
49
45 8 0
51 19 0
55 14 0
75
0 66 125
214 48 0
RT
42 18 0
0
0 1
38 11 00
0 33
EB WB
Bicycles
249 0 730
0
34 0 91
63 7 0
391 94 0
Pedestrians (Crossing Leg)
833
0 0 0
0
0
0
Peak Hr 9 0 3 10 22
0 2
0
1
0 0
2
1 0
0
0 0 1 0
3 0
0 0
01010
2 000102
0 0 0 0
0 0
5:45 PM 3 0 0
0
0 0
Count Total 19 0 6 12 37 2
1
5:30 PM 1 0 1 1 3 0
1 4
5:15 PM 2
4:45 PM 2 0 0 1
0
0 0 0
0 00002
1 0 0 3 4 1
4:15 PM 3 0
0
0 0
5:00 PM
4:30 PM 3 0 1 3 7
3
00
0 0
South
0
0 0
0
0
0 0 0
0000
0 0 0 0
0 0
0
0
North TotalNBSBEastWest
2 3 8 0 0
00
EB WBNBSBTotal
0 000000
PUGET DR SE
4:00 PM 4 0 2 0 6
Count Total
5:45 PM
Peak Hr
Heavy Vehicle Totals
31 0 97 0 0
124 0 378 0 0
Interval
Start
0 0
872
1,655
27 0 73
33 0 98
Northbound
182
Eastbound
LT TH RT
26 0
33 0 104
33 0 91
LT TH
5:30 PM
5:15 PM
15-min
Total
Rolling
One
Hour
822
872
868
Westbound
LT TH RT
0 0 0
0 0 0
0 0 0
863
4:00 PM
4:15 PM
4:30 PM
4:45 PM
5:00 PM
80
32 0 96
0 0
0 13 18
0 8 20
0 8
Interval
Start
232
PUGET DR SE EDMONDS AVE SE
NB 1.1%0.94
SB 9.3%
21
4 48 HV %:PHF
EB 1.8%0.92
0.87
EDMONDS AVE SE
PUGET DR SE
Tue, Apr 15, 2014
Peak Hour
Peak Hour: 4:15 PM 5:15 PM
10
8
17
2
Count Period:
Date:
502
ED
M
O
N
D
S
A
V
E
S
E
ED
M
O
N
D
S
A
V
E
S
E
PUGET DR SE
124 PHF:0.94
75 33
TEV:872
41
1
26
2
289
378
N
Mark Skaggs: 425 - 250 - 0777 mark.skaggs@idaxdata.com
Peak Hour Summary5:00
P
M
t
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6
:
0
0
P
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Tues
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3
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1
3
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3
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2
1
1
1
9
252
2
3
0
Count Period: 4:00 PM to 6:00 PM
S
E
1
6
0
t
h
S
t
Approach HV%PHF Volume
116th Ave SE
0SB0.90 1.5%Intersection0.93 0.7%273537 NB0.93 0.0% 230 EB0.00 0.0%
0
0
0
116th Av
e
S
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&
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1
6
0
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116th Ave SE034WB0.77 0.0%
0
P
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Peds 0 Mark Skaggs(206) 251-0300
0
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Peak Hour Summary4:45
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Count Period: 4:00 PM to 6:00 PM SE 160th StApproach HV%PHF Volume
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0SB0.55 4.5%Intersection0.72 3.5%44142 NB0.79 5.3% 57 EB0.73 0.0%
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Note: Two-hour count summary volumes include heavy vehicles but exclude bicycles in overall count.
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Count Period:
SE 16TH ST
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EDMONDS AVE SE
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Tue, Apr 15, 2014
Peak Hour
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EDMONDS AVE SE
Southbound
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66
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31 12 0
52 22 0
47
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Mark Skaggs: 425 - 250 - 0777 mark.skaggs@idaxdata.com
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Highway Capacity Manual, 2000
Signalized intersection level of service (LOS) is defined in terms of the average total vehicle
delay of all movements through an intersection. Vehicle delay is a method of quantifying
several intangible factors, including driver discomfort, frustration, and lost travel time.
Specifically, LOS criteria are stated in terms of average delay per vehicle during a specified
time period (for example, the PM peak hour). Vehicle delay is a complex measure based on
many variables, including signal phasing (i.e., progression of movements through the
intersection), signal cycle length, and traffic volumes with respect to intersection capacity.
Table 1 shows LOS criteria for signalized intersections, as described in the Highway Capacity
Manual (Transportation Research Board, Special Report 209, 2000).
Table 1. Level of Service Criteria for Signalized Intersections
Level of
Service
Average Control Delay
(sec/veh)
General Description
(Signalized Intersections)
A 10 Free Flow
B >10 - 20 Stable Flow (slight delays)
C >20 - 35 Stable flow (acceptable delays)
D >35 - 55 Approaching unstable flow (tolerable delay, occasionally wait
through more than one signal cycle before proceeding)
E >55 - 80 Unstable flow (intolerable delay)
F >80 Forced flow (jammed)
Source: Highway Capacity Manual, Transportation Research Board, Special Report 209, 2000.
Unsignalized intersection LOS criteria can be further reduced into two intersection types:
all-way stop-controlled and two-way stop-controlled. All-way, stop-controlled intersection LOS
is expressed in terms of the average vehicle delay of all of the movements, much like that of
a signalized intersection. Two-way, stop-controlled intersection LOS is defined in terms of the
average vehicle delay of an individual movement(s). This is because the performance of a
two-way, stop-controlled intersection is more closely reflected in terms of its individual
movements, rather than its performance overall. For this reason, LOS for a two-way, stop-
controlled intersection is defined in terms of its individual movements. With this in mind, total
average vehicle delay (i.e., average delay of all movements) for a two-way, stop-controlled
intersection should be viewed with discretion. Table 2 shows LOS criteria for unsignalized
intersections (both all-way and two-way, stop-controlled).
Table 2. Level of Service Criteria for Unsignalized Intersections
Level of Service Average Control Delay (sec/veh)
A 0 - 10
B 10 - 15
C 15 - 25
D 25 - 35
E 35 - 50
F 50
Source: Highway Capacity Manual, Transportation Research Board, Special Report 209, 2000.
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HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
1: S Puget Dr & Benson Dr S Existing AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\AM Existing.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 80 5 5 30 5 855 5 1805 5 100 380 20
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 0.88 1.00 0.95 0.97 0.95
Frt 0.99 1.00 0.85 1.00 1.00 1.00 0.99
Flt Protected 0.96 0.96 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 1786 2787 1770 3538 3303 3380
Flt Permitted 0.74 0.77 1.00 0.51 1.00 0.06 1.00
Satd. Flow (perm) 1367 1443 2787 942 3538 195 3380
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 84 5 5 32 5 900 5 1900 5 105 400 21
RTOR Reduction (vph)01000 7 6000030
Lane Group Flow (vph) 0 93 0 0 37 824 5 1905 0 105 418 0
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 6% 6% 6%
Turn Type Prot NA Perm NA Perm pm+pt NA pm+pt NA
Protected Phases 7 4 8 5 2 1 6
Permitted Phases 8 8 2 6
Actuated Green, G (s) 43.0 43.0 43.0 68.8 68.0 75.2 71.2
Effective Green, g (s) 43.0 43.0 43.0 68.8 68.0 75.2 71.2
Actuated g/C Ratio 0.33 0.33 0.33 0.53 0.52 0.58 0.55
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 4.0 5.0 5.0 3.0
Lane Grp Cap (vph) 452 477 921 503 1850 208 1851
v/s Ratio Prot 0.00 c0.54 c0.02 0.12
v/s Ratio Perm 0.07 0.03 c0.30 0.01 0.28
v/c Ratio 0.21 0.08 0.90 0.01 1.03 0.50 0.23
Uniform Delay, d1 31.2 29.9 41.4 14.4 31.0 29.8 15.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.1 11.1 0.0 29.0 4.0 0.3
Delay (s) 31.5 29.9 52.5 14.5 60.0 33.8 15.5
Level of Service C C D B E C B
Approach Delay (s) 31.5 51.6 59.8 19.1
Approach LOS C D E B
Intersection Summary
HCM 2000 Control Delay 50.7 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 1.00
Actuated Cycle Length (s) 130.0 Sum of lost time (s) 19.0
Intersection Capacity Utilization 97.5% ICU Level of Service F
Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
2: S Puget Dr & Benson Rd S Existing AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\AM Existing.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 10 55 5 10 475 250 360 515 10 30 70 30
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 0.95
Frt 0.99 0.95 1.00 1.00 1.00 0.95
Flt Protected 0.99 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3254 3390 1787 3564 1787 3412
Flt Permitted 0.99 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3254 3390 1787 3564 1787 3412
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 11 58 5 11 500 263 379 542 11 32 74 32
RTOR Reduction (vph)0500 7 000100 2 70
Lane Group Flow (vph) 0 69 0 0 704 0 379 552 0 32 79 0
Heavy Vehicles (%) 9% 9% 9% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type Split NA Split NA Prot NA Prot NA
Protected Phases 3 3 4 4 5 2 1 6
Permitted Phases
Actuated Green, G (s) 6.4 19.2 19.6 30.1 1.9 12.4
Effective Green, g (s) 6.4 19.2 19.6 30.1 1.9 12.4
Actuated g/C Ratio 0.08 0.25 0.25 0.39 0.02 0.16
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 4.0 4.0 4.0 5.0 3.0 5.0
Lane Grp Cap (vph) 268 838 451 1382 43 545
v/s Ratio Prot c0.02 c0.21 c0.21 c0.15 0.02 0.02
v/s Ratio Perm
v/c Ratio 0.26 0.84 0.84 0.40 0.74 0.15
Uniform Delay, d1 33.4 27.7 27.5 17.2 37.6 28.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.7 7.9 13.7 0.4 50.5 0.3
Delay (s) 34.1 35.6 41.2 17.6 88.1 28.3
Level of Service C D D B F C
Approach Delay (s) 34.1 35.6 27.2 42.2
Approach LOS CDCD
Intersection Summary
HCM 2000 Control Delay 31.9 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 77.6 Sum of lost time (s) 20.0
Intersection Capacity Utilization 59.7% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
SimTraffic Performance Report Reserve at Tiffany Park
Existing AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\AM Existing 4-16-2014.sy
SimTraffic Report 4/22/2014
3: 116th Ave SE/Royal Hills Dr & Puget Dr S Performance by approach
Approach EB NB SB All
Denied Delay (hr) 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.2 0.0
Total Delay (hr) 0.2 0.1 0.5 0.8
Total Del/Veh (s) 4.6 1.0 10.0 3.5
Total Zone Performance
Denied Delay (hr) 0.0
Denied Del/Veh (s) 0.2
Total Delay (hr) 0.8
Total Del/Veh (s) 344.2
Queuing and Blocking Report Reserve at Tiffany Park
Existing AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\AM Existing 4-16-2014.sy
SimTraffic Report 4/22/2014
Intersection: 3: 116th Ave SE/Royal Hills Dr & Puget Dr S
Movement EB EB NB SB SB
Directions Served L R LT T R
Maximum Queue (ft) 58 83 21 69 113
Average Queue (ft) 19 37 1 27 52
95th Queue (ft) 49 64 10 55 89
Link Distance (ft) 284 284 500 260 260
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 0
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
4: 116th Ave SE & SE 160th St Existing AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\AM Existing.syn
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 15 35 195 15 5 75
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Hourly flow rate (vph) 19 44 244 19 6 94
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 359 253 262
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 359 253 262
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 97 94 100
cM capacity (veh/h) 640 790 1284
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 62 262 100
Volume Left 19 0 6
Volume Right 44 19 0
cSH 738 1700 1284
Volume to Capacity 0.08 0.15 0.00
Queue Length 95th (ft) 7 0 0
Control Delay (s) 10.3 0.0 0.5
Lane LOS B A
Approach Delay (s) 10.3 0.0 0.5
Approach LOS B
Intersection Summary
Average Delay 1.6
Intersection Capacity Utilization 21.2% ICU Level of Service A
Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
5: 116th Ave SE & SE 168th St Existing AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\AM Existing.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 10 35 25 55 225 25 335 130 30 5 85 15
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.98 1.00 0.97 1.00 0.98
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 1863 1583 1752 1817 1787 1829 1736 1786
Flt Permitted 0.95 1.00 1.00 0.67 1.00 0.37 1.00 0.68 1.00
Satd. Flow (perm) 1770 1863 1583 1229 1817 701 1829 1239 1786
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Adj. Flow (vph) 11 38 27 59 242 27 360 140 32 5 91 16
RTOR Reduction (vph) 0 0 22 0600 1 100 1 10
Lane Group Flow (vph) 11 38 5 59 263 0 360 161 0 5 96 0
Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 1% 1% 1% 4% 4% 4%
Turn Type Prot NA Perm pm+pt NA pm+pt NA pm+pt NA
Protected Phases 3 8 7 4 5 2 1 6
Permitted Phases 8 4 2 6
Actuated Green, G (s) 0.6 8.1 8.1 10.3 8.9 18.0 12.4 6.5 5.9
Effective Green, g (s) 0.6 8.1 8.1 10.3 8.9 18.0 12.4 6.5 5.9
Actuated g/C Ratio 0.01 0.19 0.19 0.24 0.21 0.42 0.29 0.15 0.14
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 24 355 301 315 380 478 533 196 247
v/s Ratio Prot c0.01 0.02 0.01 c0.14 c0.13 0.09 0.00 0.05
v/s Ratio Perm 0.00 0.04 c0.19 0.00
v/c Ratio 0.46 0.11 0.02 0.19 0.69 0.75 0.30 0.03 0.39
Uniform Delay, d1 20.8 14.2 14.0 12.6 15.5 9.3 11.7 15.3 16.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.0 0.0 0.0 0.1 4.3 5.9 0.1 0.0 0.4
Delay (s) 25.8 14.3 14.0 12.7 19.9 15.1 11.8 15.3 17.0
Level of Service C BBBB BB BB
Approach Delay (s) 15.8 18.6 14.1 16.9
Approach LOS BBBB
Intersection Summary
HCM 2000 Control Delay 15.9 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.84
Actuated Cycle Length (s) 42.5 Sum of lost time (s) 20.0
Intersection Capacity Utilization 46.9% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
6: SE Petrovitsky Rd & 116th Ave SE Existing AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\AM Existing.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 70 255 15 10 995 220 45 235 5 30 95 50
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.97 1.00 1.00 1.00 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1752 3476 1805 3512 1805 1894 1770 1766
Flt Permitted 0.11 1.00 0.57 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 199 3476 1091 3512 1805 1894 1770 1766
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Adj. Flow (vph) 75 274 16 11 1070 237 48 253 5 32 102 54
RTOR Reduction (vph)0500 2 200100 2 70
Lane Group Flow (vph) 75 285 0 11 1285 0 48 257 0 32 129 0
Heavy Vehicles (%) 3% 3% 3% 0% 0% 0% 0% 0% 0% 2% 2% 2%
Turn Type pm+pt NA pm+pt NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Actuated Green, G (s) 42.1 37.1 34.1 33.1 3.0 14.9 2.0 13.9
Effective Green, g (s) 42.1 37.1 34.1 33.1 3.0 14.9 2.0 13.9
Actuated g/C Ratio 0.56 0.49 0.45 0.44 0.04 0.20 0.03 0.19
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 2.0 2.0 3.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 215 1719 505 1549 72 376 47 327
v/s Ratio Prot c0.02 0.08 0.00 c0.37 c0.03 c0.14 0.02 0.07
v/s Ratio Perm 0.17 0.01
v/c Ratio 0.35 0.17 0.02 0.83 0.67 0.68 0.68 0.39
Uniform Delay, d1 12.3 10.4 11.2 18.5 35.5 27.9 36.2 26.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.4 0.0 0.0 3.7 16.6 9.7 27.7 3.5
Delay (s) 12.6 10.4 11.2 22.1 52.1 37.6 63.9 30.4
Level of Service B B B C D D E C
Approach Delay (s) 10.9 22.0 39.8 36.1
Approach LOS B C D D
Intersection Summary
HCM 2000 Control Delay 23.9 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.75
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 20.0
Intersection Capacity Utilization 72.2% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
7: Lake Youngs Way SE & SE 18th St Existing AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\AM Existing.syn
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 10 5 70 5 10 60
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73
Hourly flow rate (vph) 14 7 96 7 14 82
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 209 99 103
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 209 99 103
tC, single (s) 6.4 6.2 4.3
tC, 2 stage (s)
tF (s) 3.5 3.3 2.4
p0 queue free % 98 99 99
cM capacity (veh/h) 776 962 1400
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 21 103 96
Volume Left 14 0 14
Volume Right 7 7 0
cSH 830 1700 1400
Volume to Capacity 0.02 0.06 0.01
Queue Length 95th (ft) 2 0 1
Control Delay (s) 9.4 0.0 1.2
Lane LOS A A
Approach Delay (s) 9.4 0.0 1.2
Approach LOS A
Intersection Summary
Average Delay 1.4
Intersection Capacity Utilization 20.4% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
8: Kirkland Ave SE & Lake Youngs Way SE Existing AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\AM Existing.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 10 15 15 10 20 55 40 0 10 40 0 15
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Hourly flow rate (vph) 11 17 17 11 23 63 46 0 11 46 0 17
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 86 34 144 158 26 138 135 55
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 86 34 144 158 26 138 135 55
tC, single (s) 4.2 4.1 7.2 6.6 6.3 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.3 2.2 3.6 4.1 3.4 3.5 4.0 3.3
p0 queue free % 99 99 94 100 99 94 100 98
cM capacity (veh/h) 1443 1590 793 716 1039 818 748 1018
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 46 98 57 63
Volume Left 11 11 46 46
Volume Right 17 63 11 17
cSH 1443 1590 833 865
Volume to Capacity 0.01 0.01 0.07 0.07
Queue Length 95th (ft)1166
Control Delay (s) 1.9 0.9 9.6 9.5
Lane LOS AAAA
Approach Delay (s) 1.9 0.9 9.6 9.5
Approach LOS A A
Intersection Summary
Average Delay 5.0
Intersection Capacity Utilization 15.6% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
9: SE 158th Street & Kirkland Ave SE Existing AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\AM Existing.syn
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 5 50 75 5 25 55
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 5 52 78 5 26 57
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 190 81 83
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 190 81 83
tC, single (s) 6.4 6.2 4.2
tC, 2 stage (s)
tF (s) 3.5 3.3 2.3
p0 queue free % 99 95 98
cM capacity (veh/h) 782 977 1465
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 57 83 83
Volume Left 5 0 26
Volume Right 52 5 0
cSH 955 1700 1465
Volume to Capacity 0.06 0.05 0.02
Queue Length 95th (ft) 5 0 1
Control Delay (s) 9.0 0.0 2.4
Lane LOS A A
Approach Delay (s) 9.0 0.0 2.4
Approach LOS A
Intersection Summary
Average Delay 3.2
Intersection Capacity Utilization 21.0% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
10: SE 160th St & 126th Ave SE Existing AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\AM Existing.syn
Synchro 8 Report 4/22/2014
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 5 10 25 70 60 10
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Hourly flow rate (vph) 6 12 31 86 74 12
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 228 80 86
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 228 80 86
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 99 99 98
cM capacity (veh/h) 748 985 1497
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 19 117 86
Volume Left 6 31 0
Volume Right 12 0 12
cSH 891 1497 1700
Volume to Capacity 0.02 0.02 0.05
Queue Length 95th (ft) 2 2 0
Control Delay (s) 9.1 2.1 0.0
Lane LOS A A
Approach Delay (s) 9.1 2.1 0.0
Approach LOS A
Intersection Summary
Average Delay 1.9
Intersection Capacity Utilization 21.7% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
11: SE 168th St & 126th Ave SE Existing AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\AM Existing.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 10 40 5 5 120 0 20 0555 4 0
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82
Hourly flow rate (vph) 12 49 6 6 146 0 24 0666 4 9
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 146 55 287 235 52 241 238 146
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 146 55 287 235 52 241 238 146
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 99 100 96 100 99 99 99 95
cM capacity (veh/h) 1423 1544 623 661 1022 696 650 893
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 67 152 30 61
Volume Left 12 6 24 6
Volume Right 6 0 6 49
cSH 1423 1544 675 838
Volume to Capacity 0.01 0.00 0.05 0.07
Queue Length 95th (ft)1046
Control Delay (s) 1.4 0.3 10.6 9.6
Lane LOS AABA
Approach Delay (s) 1.4 0.3 10.6 9.6
Approach LOS B A
Intersection Summary
Average Delay 3.4
Intersection Capacity Utilization 20.6% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
12: SE 158th Street & 124th Pl SE Existing AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\AM Existing.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 0 25 5 0 45 0500000
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Peak Hour Factor 0.80 0.80 0.92 0.92 0.80 0.80 0.92 0.92 0.92 0.80 0.92 0.80
Hourly flow rate (vph) 0 31 5 0 56 0500000
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 56 37 90 90 34 90 93 56
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 56 37 90 90 34 90 93 56
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 100 99 100 100 100 100 100
cM capacity (veh/h) 1561 1574 894 800 1039 899 797 1016
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 37 56 5 0
Volume Left 0050
Volume Right 5000
cSH 1561 1574 894 1700
Volume to Capacity 0.00 0.00 0.01 0.00
Queue Length 95th (ft)0000
Control Delay (s) 0.0 0.0 9.0 0.0
Lane LOS A A
Approach Delay (s) 0.0 0.0 9.0 0.0
Approach LOS A A
Intersection Summary
Average Delay 0.5
Intersection Capacity Utilization 13.3% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
13: 116th Ave SE/Edmonds Ave SE & SE 16th Street Existing AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\AM Existing 4-16-2014.sy
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 25 160 315 15 35 105
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 26 167 328 16 36 109
Pedestrians 2
Lane Width (ft) 12.0
Walking Speed (ft/s) 4.0
Percent Blockage 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 520 338 346
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 520 338 346
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 95 76 97
cM capacity (veh/h) 500 703 1200
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 193 344 146
Volume Left 26 0 36
Volume Right 167 16 0
cSH 666 1700 1200
Volume to Capacity 0.29 0.20 0.03
Queue Length 95th (ft) 30 0 2
Control Delay (s) 12.6 0.0 2.2
Lane LOS B A
Approach Delay (s) 12.6 0.0 2.2
Approach LOS B
Intersection Summary
Average Delay 4.0
Intersection Capacity Utilization 46.2% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
14: Edmonds Way SE & SE 16th Street Existing AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\AM Existing 4-16-2014.sy
Synchro 8 Report 4/22/2014
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h) 50 5 0 175 10 0
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 52 5 0 182 10 0
Pedestrians 2 1
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 58 238 58
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 58 238 58
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 99 100
cM capacity (veh/h) 1544 754 1012
Direction, Lane # EB 1 WB 1 NB 1
Volume Total 57 182 10
Volume Left 0 0 10
Volume Right 5 0 0
cSH 1700 1544 754
Volume to Capacity 0.03 0.00 0.01
Queue Length 95th (ft) 0 0 1
Control Delay (s) 0.0 0.0 9.8
Lane LOS A
Approach Delay (s) 0.0 0.0 9.8
Approach LOS A
Intersection Summary
Average Delay 0.4
Intersection Capacity Utilization 19.9% ICU Level of Service A
Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
1: S Puget Dr & Benson Dr S Existing PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\PM Existing.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 40 15 5 20 5 365 5 870 45 855 1565 95
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 0.88 1.00 0.95 0.97 0.95
Frt 0.99 1.00 0.85 1.00 0.99 1.00 0.99
Flt Protected 0.97 0.96 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1819 1808 2814 1787 3548 3467 3544
Flt Permitted 0.83 0.82 1.00 0.14 1.00 0.12 1.00
Satd. Flow (perm) 1556 1547 2814 265 3548 437 3544
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 42 16 5 21 5 384 5 916 47 900 1647 100
RTOR Reduction (vph)03000 2 8 2040040
Lane Group Flow (vph) 0 60 0 0 26 102 5 959 0 900 1743 0
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type Prot NA Perm NA Perm pm+pt NA pm+pt NA
Protected Phases 7 4 8 5 2 1 6
Permitted Phases 8 8 2 6
Actuated Green, G (s) 24.0 24.0 24.0 29.2 28.4 56.0 50.2
Effective Green, g (s) 24.0 24.0 24.0 29.2 28.4 56.0 50.2
Actuated g/C Ratio 0.27 0.27 0.27 0.32 0.32 0.62 0.56
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 4.0 5.0 5.0 3.0
Lane Grp Cap (vph) 414 412 750 99 1119 1032 1976
v/s Ratio Prot 0.00 0.27 c0.22 c0.49
v/s Ratio Perm c0.04 0.02 0.04 0.02 0.32
v/c Ratio 0.15 0.06 0.14 0.05 0.86 0.87 0.88
Uniform Delay, d1 25.2 24.6 25.1 21.8 28.9 23.4 17.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.1 0.1 0.3 8.5 8.9 6.1
Delay (s) 25.3 24.7 25.2 22.1 37.4 32.3 23.4
Level of Service C CCCD CC
Approach Delay (s) 25.3 25.2 37.3 26.4
Approach LOS CCDC
Intersection Summary
HCM 2000 Control Delay 28.9 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.71
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 19.0
Intersection Capacity Utilization 82.6% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
2: S Puget Dr & Benson Rd S Existing PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\PM Existing.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 25 480 420 45 200 120 150 145 45 270 525 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 0.95
Frt 0.93 0.95 1.00 0.96 1.00 1.00
Flt Protected 1.00 0.99 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3326 3377 1805 3481 1787 3569
Flt Permitted 1.00 0.99 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3326 3377 1805 3481 1787 3569
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 26 500 438 47 208 125 156 151 47 281 547 5
RTOR Reduction (vph) 0 166 0 0 68 0 0 33 0010
Lane Group Flow (vph) 0 798 0 0 312 0 156 165 0 281 551 0
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 0% 0% 0% 1% 1% 1%
Turn Type Split NA Split NA Prot NA Prot NA
Protected Phases 3 3 4 4 5 2 1 6
Permitted Phases
Actuated Green, G (s) 23.5 13.5 10.6 12.7 16.1 18.2
Effective Green, g (s) 23.5 13.5 10.6 12.7 16.1 18.2
Actuated g/C Ratio 0.27 0.16 0.12 0.15 0.19 0.21
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 4.0 4.0 4.0 5.0 3.0 5.0
Lane Grp Cap (vph) 910 531 222 515 335 757
v/s Ratio Prot c0.24 c0.09 0.09 0.05 c0.16 c0.15
v/s Ratio Perm
v/c Ratio 0.88 0.59 0.70 0.32 0.84 0.73
Uniform Delay, d1 29.8 33.6 36.1 32.7 33.6 31.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 9.8 2.0 10.3 0.8 16.6 4.3
Delay (s) 39.6 35.5 46.4 33.4 50.2 35.8
Level of Service D D D C D D
Approach Delay (s) 39.6 35.5 39.2 40.6
Approach LOS DDDD
Intersection Summary
HCM 2000 Control Delay 39.3 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.81
Actuated Cycle Length (s) 85.8 Sum of lost time (s) 20.0
Intersection Capacity Utilization 77.8% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
SimTraffic Performance Report Reserve at Tiffany Park
Existing PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\PM Existing 4-16-2014.sy
SimTraffic Report 4/22/2014
3: Edmonds Ave SE/Royal Hills Dr & Puget Dr S Performance by approach
Approach EB NB SB All
Denied Delay (hr) 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.1 0.0
Total Delay (hr) 0.8 0.1 0.2 1.0
Total Del/Veh (s) 5.5 0.8 5.6 4.1
Total Zone Performance
Denied Delay (hr) 0.0
Denied Del/Veh (s) 0.1
Total Delay (hr) 1.0
Total Del/Veh (s) 462.2
Queuing and Blocking Report Reserve at Tiffany Park
Existing PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\PM Existing 4-16-2014.sy
SimTraffic Report 4/22/2014
Intersection: 3: Edmonds Ave SE/Royal Hills Dr & Puget Dr S
Movement EB EB B17 NB SB SB
Directions Served L R T LT T R
Maximum Queue (ft) 85 126 3 4 64 73
Average Queue (ft) 40 58 0 0 25 37
95th Queue (ft) 71 97 3 3 55 64
Link Distance (ft) 268 268 201 840 254 254
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 0
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
4: 116th Ave SE & SE 160th St Existing PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\PM Existing.syn
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 15 20 210 20 35 240
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Hourly flow rate (vph) 16 22 226 22 38 258
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 570 237 247
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 570 237 247
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 97 97 97
cM capacity (veh/h) 473 807 1319
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 38 247 296
Volume Left 16 0 38
Volume Right 22 22 0
cSH 619 1700 1319
Volume to Capacity 0.06 0.15 0.03
Queue Length 95th (ft) 5 0 2
Control Delay (s) 11.2 0.0 1.2
Lane LOS B A
Approach Delay (s) 11.2 0.0 1.2
Approach LOS B
Intersection Summary
Average Delay 1.3
Intersection Capacity Utilization 40.2% ICU Level of Service A
Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
5: 116th Ave SE & SE 168th St Existing PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\PM Existing.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 35 310 430 90 125 15 80 195 135 35 175 10
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.98 1.00 0.94 1.00 0.99
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 1881 1599 1787 1852 1787 1766 1787 1866
Flt Permitted 0.95 1.00 1.00 0.36 1.00 0.53 1.00 0.41 1.00
Satd. Flow (perm) 1787 1881 1599 673 1852 1000 1766 773 1866
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 38 341 473 99 137 16 88 214 148 38 192 11
RTOR Reduction (vph) 0 0 336 0500 3 60030
Lane Group Flow (vph) 38 341 137 99 148 0 88 326 0 38 200 0
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type Prot NA Perm pm+pt NA pm+pt NA pm+pt NA
Protected Phases 3 8 7 4 5 2 1 6
Permitted Phases 8 4 2 6
Actuated Green, G (s) 1.6 17.2 17.2 22.8 19.2 20.5 16.9 16.5 14.9
Effective Green, g (s) 1.6 17.2 17.2 22.8 19.2 20.5 16.9 16.5 14.9
Actuated g/C Ratio 0.03 0.29 0.29 0.38 0.32 0.35 0.28 0.28 0.25
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 48 545 463 326 599 393 503 242 468
v/s Ratio Prot c0.02 c0.18 0.02 0.08 c0.01 c0.18 0.00 0.11
v/s Ratio Perm 0.09 0.10 0.06 0.04
v/c Ratio 0.79 0.63 0.30 0.30 0.25 0.22 0.65 0.16 0.43
Uniform Delay, d1 28.7 18.3 16.3 12.3 14.7 13.4 18.6 15.9 18.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 55.5 1.6 0.1 0.2 0.1 0.1 2.2 0.1 0.2
Delay (s) 84.2 19.9 16.5 12.5 14.8 13.5 20.8 16.0 18.9
Level of Service F BBBB BC BB
Approach Delay (s) 20.9 13.9 19.3 18.4
Approach LOS C B B B
Intersection Summary
HCM 2000 Control Delay 19.2 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.60
Actuated Cycle Length (s) 59.3 Sum of lost time (s) 20.0
Intersection Capacity Utilization 60.6% ICU Level of Service B
Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
6: SE Petrovitsky Rd & 116th Ave SE Existing PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\PM Existing.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 165 995 80 50 555 140 45 145 35 265 325 140
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.97 1.00 0.97 1.00 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 3534 1787 3466 1787 1826 1787 1796
Flt Permitted 0.15 1.00 0.16 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 289 3534 301 3466 1787 1826 1787 1796
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 174 1047 84 53 584 147 47 153 37 279 342 147
RTOR Reduction (vph)0700 2 500900 1 60
Lane Group Flow (vph) 174 1124 0 53 706 0 47 181 0 279 473 0
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type pm+pt NA pm+pt NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Actuated Green, G (s) 39.1 30.8 28.3 25.0 3.0 20.1 15.8 32.9
Effective Green, g (s) 39.1 30.8 28.3 25.0 3.0 20.1 15.8 32.9
Actuated g/C Ratio 0.43 0.34 0.31 0.28 0.03 0.22 0.18 0.37
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 2.0 2.0 3.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 277 1209 149 962 59 407 313 656
v/s Ratio Prot c0.06 c0.32 0.01 0.20 0.03 0.10 c0.16 c0.26
v/s Ratio Perm 0.21 0.10
v/c Ratio 0.63 0.93 0.36 0.73 0.80 0.44 0.89 0.72
Uniform Delay, d1 18.3 28.6 23.8 29.5 43.2 30.1 36.3 24.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.2 12.4 1.5 2.5 48.4 3.5 25.0 6.7
Delay (s) 21.4 41.0 25.2 32.0 91.6 33.6 61.3 31.3
Level of Service C D C C F C E C
Approach Delay (s) 38.4 31.6 45.1 42.2
Approach LOS DCDD
Intersection Summary
HCM 2000 Control Delay 38.1 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.89
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 20.0
Intersection Capacity Utilization 80.7% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
7: Lake Youngs Way SE & SE 18th St Existing PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\PM Existing.syn
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 5 5 35 5 10 35
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84
Hourly flow rate (vph) 6 6 42 6 12 42
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 110 45 48
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 110 45 48
tC, single (s) 6.4 6.2 4.2
tC, 2 stage (s)
tF (s) 3.5 3.3 2.3
p0 queue free % 99 99 99
cM capacity (veh/h) 885 1031 1486
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 12 48 54
Volume Left 6 0 12
Volume Right 6 6 0
cSH 952 1700 1486
Volume to Capacity 0.01 0.03 0.01
Queue Length 95th (ft) 1 0 1
Control Delay (s) 8.8 0.0 1.7
Lane LOS A A
Approach Delay (s) 8.8 0.0 1.7
Approach LOS A
Intersection Summary
Average Delay 1.7
Intersection Capacity Utilization 19.1% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
8: Kirkland Ave SE & Lake Youngs Way SE Existing PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\PM Existing.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 5 10 45 15 5 15 30 0 15 15 0 5
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Hourly flow rate (vph) 5 11 49 16 5 16 33 0 16 16 0 5
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 22 60 99 102 36 110 118 14
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 22 60 99 102 36 110 118 14
tC, single (s) 4.2 4.1 7.2 6.6 6.3 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.3 2.2 3.6 4.1 3.4 3.5 4.0 3.3
p0 queue free % 100 99 96 100 98 98 100 99
cM capacity (veh/h) 1519 1556 859 770 1026 850 765 1072
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 66 38 49 22
Volume Left 5 16 33 16
Volume Right 49 16 16 5
cSH 1519 1556 909 896
Volume to Capacity 0.00 0.01 0.05 0.02
Queue Length 95th (ft)0142
Control Delay (s) 0.6 3.2 9.2 9.1
Lane LOS AAAA
Approach Delay (s) 0.6 3.2 9.2 9.1
Approach LOS A A
Intersection Summary
Average Delay 4.7
Intersection Capacity Utilization 16.3% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
9: SE 158th Street & Kirkland Ave SE Existing PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\PM Existing.syn
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 5 15 50 10 20 60
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Hourly flow rate (vph) 6 19 62 12 25 75
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 194 69 75
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 194 69 75
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 99 98 98
cM capacity (veh/h) 786 1000 1518
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 25 75 100
Volume Left 6 0 25
Volume Right 19 12 0
cSH 936 1700 1518
Volume to Capacity 0.03 0.04 0.02
Queue Length 95th (ft) 2 0 1
Control Delay (s) 8.9 0.0 1.9
Lane LOS A A
Approach Delay (s) 8.9 0.0 1.9
Approach LOS A
Intersection Summary
Average Delay 2.1
Intersection Capacity Utilization 20.9% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
10: SE 160th St & 126th Ave SE Existing PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\PM Existing.syn
Synchro 8 Report 4/22/2014
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 15 25 20 50 55 5
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72
Hourly flow rate (vph) 21 35 28 69 76 7
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 205 80 83
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 205 80 83
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 97 96 98
cM capacity (veh/h) 773 986 1495
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 56 97 83
Volume Left 21 28 0
Volume Right 35 0 7
cSH 894 1495 1700
Volume to Capacity 0.06 0.02 0.05
Queue Length 95th (ft) 5 1 0
Control Delay (s) 9.3 2.2 0.0
Lane LOS A A
Approach Delay (s) 9.3 2.2 0.0
Approach LOS A
Intersection Summary
Average Delay 3.1
Intersection Capacity Utilization 20.4% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
11: SE 168th St & 126th Ave SE Existing PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\PM Existing.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 60 245 30 5 105 5 10 5555 3 0
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Hourly flow rate (vph) 66 269 33 5 115 5 11 5555 3 3
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 121 302 582 549 286 555 563 118
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 121 302 582 549 286 555 563 118
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 96 100 97 99 99 99 99 96
cM capacity (veh/h) 1467 1264 393 424 758 421 416 939
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 368 126 22 44
Volume Left 66 5 11 5
Volume Right 33 5 5 33
cSH 1467 1264 456 717
Volume to Capacity 0.04 0.00 0.05 0.06
Queue Length 95th (ft)4045
Control Delay (s) 1.7 0.4 13.3 10.4
Lane LOS AABB
Approach Delay (s) 1.7 0.4 13.3 10.4
Approach LOS B B
Intersection Summary
Average Delay 2.5
Intersection Capacity Utilization 34.7% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
12: SE 158th Street & 124th Pl SE Existing PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\PM Existing.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 0 30 5 5 15 0500000
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84
Hourly flow rate (vph) 0 36 6 6 18 0600000
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 18 42 68 68 39 68 71 18
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 18 42 68 68 39 68 71 18
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 100 100 99 100 100 100 100 100
cM capacity (veh/h) 1612 1580 926 823 1039 926 820 1067
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 42 24 6 0
Volume Left 0660
Volume Right 6000
cSH 1612 1580 926 1700
Volume to Capacity 0.00 0.00 0.01 0.00
Queue Length 95th (ft)0000
Control Delay (s) 0.0 1.8 8.9 0.0
Lane LOS A A A
Approach Delay (s) 0.0 1.8 8.9 0.0
Approach LOS A A
Intersection Summary
Average Delay 1.4
Intersection Capacity Utilization 15.2% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
13: 116th Ave SE/Edmonds Ave SE & SE 16th Street Existing PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\PM Existing 4-16-2014.sy
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 30 90 175 50 160 250
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 31 94 182 52 167 260
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 802 208 234
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 802 208 234
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 90 89 88
cM capacity (veh/h) 310 835 1339
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 125 234 427
Volume Left 31 0 167
Volume Right 94 52 0
cSH 587 1700 1339
Volume to Capacity 0.21 0.14 0.12
Queue Length 95th (ft) 20 0 11
Control Delay (s) 12.8 0.0 3.9
Lane LOS B A
Approach Delay (s) 12.8 0.0 3.9
Approach LOS B
Intersection Summary
Average Delay 4.1
Intersection Capacity Utilization 51.5% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
14: Edmonds Way SE & SE 16th Street Existing PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\PM Existing 4-16-2014.sy
Synchro 8 Report 4/22/2014
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h) 195 15 5 115 5 5
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 203 16 5 120 5 5
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 219 341 211
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 219 341 211
tC, single (s) 4.1 6.6 6.4
tC, 2 stage (s)
tF (s) 2.2 3.7 3.5
p0 queue free % 100 99 99
cM capacity (veh/h) 1357 623 793
Direction, Lane # EB 1 WB 1 NB 1
Volume Total 219 125 10
Volume Left 0 5 5
Volume Right 16 0 5
cSH 1700 1357 698
Volume to Capacity 0.13 0.00 0.01
Queue Length 95th (ft) 0 0 1
Control Delay (s) 0.0 0.3 10.2
Lane LOS A B
Approach Delay (s) 0.0 0.3 10.2
Approach LOS B
Intersection Summary
Average Delay 0.4
Intersection Capacity Utilization 21.2% ICU Level of Service A
Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
1: S Puget Dr & Benson Dr S 2018 Without-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 11-01-2013\AM Baseline.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 90 5 5 35 5 945 5 1995 5 110 420 20
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 0.88 1.00 0.95 0.97 0.95
Frt 0.99 1.00 0.85 1.00 1.00 1.00 0.99
Flt Protected 0.96 0.96 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1771 1784 2787 1770 3538 3303 3382
Flt Permitted 0.72 0.75 1.00 0.47 1.00 0.05 1.00
Satd. Flow (perm) 1342 1399 2787 879 3538 167 3382
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 95 5 5 37 5 995 5 2100 5 116 442 21
RTOR Reduction (vph)01000 6 3000020
Lane Group Flow (vph) 0 104 0 0 42 932 5 2105 0 116 461 0
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 6% 6% 6%
Turn Type Prot NA Perm NA Perm pm+pt NA pm+pt NA
Protected Phases 7 4 8 5 2 1 6
Permitted Phases 8 8 2 6
Actuated Green, G (s) 51.0 51.0 51.0 80.8 80.0 87.2 83.2
Effective Green, g (s) 51.0 51.0 51.0 80.8 80.0 87.2 83.2
Actuated g/C Ratio 0.34 0.34 0.34 0.54 0.53 0.58 0.55
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 4.0 5.0 5.0 3.0
Lane Grp Cap (vph) 456 475 947 478 1886 180 1875
v/s Ratio Prot 0.00 c0.59 c0.02 0.14
v/s Ratio Perm 0.08 0.03 c0.33 0.01 0.36
v/c Ratio 0.23 0.09 0.98 0.01 1.12 0.64 0.25
Uniform Delay, d1 35.4 33.7 49.1 16.0 35.0 35.3 17.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 0.1 25.3 0.0 60.2 10.4 0.3
Delay (s) 35.7 33.8 74.4 16.0 95.2 45.6 17.5
Level of Service D C E B F D B
Approach Delay (s) 35.7 72.7 95.0 23.2
Approach LOS D E F C
Intersection Summary
HCM 2000 Control Delay 76.5 HCM 2000 Level of Service E
HCM 2000 Volume to Capacity ratio 1.08
Actuated Cycle Length (s) 150.0 Sum of lost time (s) 19.0
Intersection Capacity Utilization 106.4% ICU Level of Service G
Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
2: S Puget Dr & Benson Rd S 2018 Without-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 11-01-2013\AM Baseline.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 10 60 5 10 525 275 395 570 10 35 75 35
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 0.95
Frt 0.99 0.95 1.00 1.00 1.00 0.95
Flt Protected 0.99 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3258 3390 1787 3565 1787 3403
Flt Permitted 0.99 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3258 3390 1787 3565 1787 3403
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 11 63 5 11 553 289 416 600 11 37 79 37
RTOR Reduction (vph)0500 6 900100 3 20
Lane Group Flow (vph) 0 74 0 0 784 0 416 610 0 37 84 0
Heavy Vehicles (%) 9% 9% 9% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type Split NA Split NA Prot NA Prot NA
Protected Phases 3 3 4 4 5 2 1 6
Permitted Phases
Actuated Green, G (s) 6.6 20.2 20.2 28.4 3.4 11.6
Effective Green, g (s) 6.6 20.2 20.2 28.4 3.4 11.6
Actuated g/C Ratio 0.08 0.26 0.26 0.36 0.04 0.15
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 4.0 4.0 4.0 5.0 3.0 5.0
Lane Grp Cap (vph) 273 871 459 1288 77 502
v/s Ratio Prot c0.02 c0.23 c0.23 c0.17 0.02 0.02
v/s Ratio Perm
v/c Ratio 0.27 0.90 0.91 0.47 0.48 0.17
Uniform Delay, d1 33.7 28.2 28.3 19.3 36.7 29.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.7 12.5 21.6 0.6 4.7 0.3
Delay (s) 34.5 40.7 49.9 19.9 41.4 29.6
Level of Service C D D B D C
Approach Delay (s) 34.5 40.7 32.0 32.5
Approach LOS CDCC
Intersection Summary
HCM 2000 Control Delay 35.7 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.77
Actuated Cycle Length (s) 78.6 Sum of lost time (s) 20.0
Intersection Capacity Utilization 64.4% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
SimTraffic Performance Report Reserve at Tiffany Park
2018 Without-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\AM Baseline 4-16-2014.s
SimTraffic Report 4/22/2014
3: Edmonds Ave SE/Royal Hills Dr & Puget Dr S Performance by approach
Approach EB NB SB All
Denied Delay (hr) 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.2 0.0
Total Delay (hr) 0.2 0.2 0.6 0.9
Total Del/Veh (s) 4.8 1.1 11.0 3.8
Total Zone Performance
Denied Delay (hr) 0.0
Denied Del/Veh (s) 0.2
Total Delay (hr) 0.9
Total Del/Veh (s) 357.2
Queuing and Blocking Report Reserve at Tiffany Park
2018 Without-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\AM Baseline 4-16-2014.s
SimTraffic Report 4/22/2014
Intersection: 3: Edmonds Ave SE/Royal Hills Dr & Puget Dr S
Movement EB EB NB SB SB
Directions Served L R LT T R
Maximum Queue (ft) 58 81 18 74 126
Average Queue (ft) 19 38 1 28 55
95th Queue (ft) 49 66 9 58 99
Link Distance (ft) 284 284 500 260 260
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 0
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
4: 116th Ave SE & SE 160th St 2018 Without-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 11-01-2013\AM Baseline.syn
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 15 40 215 15 5 85
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Hourly flow rate (vph) 19 50 269 19 6 106
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 397 278 288
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 397 278 288
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 97 93 100
cM capacity (veh/h) 609 766 1257
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 69 288 112
Volume Left 19 0 6
Volume Right 50 19 0
cSH 715 1700 1257
Volume to Capacity 0.10 0.17 0.00
Queue Length 95th (ft) 8 0 0
Control Delay (s) 10.6 0.0 0.5
Lane LOS B A
Approach Delay (s) 10.6 0.0 0.5
Approach LOS B
Intersection Summary
Average Delay 1.7
Intersection Capacity Utilization 22.2% ICU Level of Service A
Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
5: 116th Ave SE & SE 168th St 2018 Without-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 11-01-2013\AM Baseline.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 10 40 30 60 250 30 370 145 35 5 95 15
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.98 1.00 0.97 1.00 0.98
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 1863 1583 1752 1815 1787 1826 1736 1790
Flt Permitted 0.95 1.00 1.00 0.62 1.00 0.44 1.00 0.64 1.00
Satd. Flow (perm) 1770 1863 1583 1138 1815 833 1826 1161 1790
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Adj. Flow (vph) 11 43 32 65 269 32 398 156 38 5 102 16
RTOR Reduction (vph) 0 0 25 0700 1 30090
Lane Group Flow (vph) 11 43 7 65 294 0 398 181 0 5 109 0
Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 1% 1% 1% 4% 4% 4%
Turn Type Prot NA Perm pm+pt NA pm+pt NA pm+pt NA
Protected Phases 3 8 7 4 5 2 1 6
Permitted Phases 8 4 2 6
Actuated Green, G (s) 0.6 11.0 11.0 15.6 13.0 20.0 14.4 9.9 9.3
Effective Green, g (s) 0.6 11.0 11.0 15.6 13.0 20.0 14.4 9.9 9.3
Actuated g/C Ratio 0.01 0.23 0.23 0.32 0.27 0.41 0.30 0.20 0.19
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 21 421 358 398 485 454 541 243 342
v/s Ratio Prot 0.01 0.02 c0.01 c0.16 c0.10 0.10 0.00 0.06
v/s Ratio Perm 0.00 0.04 c0.26 0.00
v/c Ratio 0.52 0.10 0.02 0.16 0.61 0.88 0.34 0.02 0.32
Uniform Delay, d1 23.9 14.9 14.6 11.7 15.6 12.6 13.4 15.5 16.9
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 10.4 0.0 0.0 0.1 1.5 16.6 0.1 0.0 0.2
Delay (s) 34.3 14.9 14.6 11.7 17.0 29.2 13.5 15.5 17.1
Level of Service C BBBB CB BB
Approach Delay (s) 17.3 16.1 24.1 17.1
Approach LOS B B C B
Intersection Summary
HCM 2000 Control Delay 20.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.86
Actuated Cycle Length (s) 48.6 Sum of lost time (s) 20.0
Intersection Capacity Utilization 50.5% ICU Level of Service A
Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
6: SE Petrovitsky Rd & 116th Ave SE 2018 Without-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 11-01-2013\AM Baseline.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 75 280 15 10 1100 245 50 260 5 35 105 55
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.97 1.00 1.00 1.00 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1752 3478 1805 3512 1805 1895 1770 1767
Flt Permitted 0.10 1.00 0.56 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 181 3478 1063 3512 1805 1895 1770 1767
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Adj. Flow (vph) 81 301 16 11 1183 263 54 280 5 38 113 59
RTOR Reduction (vph)0400 2 100100 2 40
Lane Group Flow (vph) 81 313 0 11 1425 0 54 284 0 38 148 0
Heavy Vehicles (%) 3% 3% 3% 0% 0% 0% 0% 0% 0% 2% 2% 2%
Turn Type pm+pt NA pm+pt NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Actuated Green, G (s) 45.3 40.7 38.1 37.1 3.0 15.3 3.0 15.3
Effective Green, g (s) 45.3 40.7 38.1 37.1 3.0 15.3 3.0 15.3
Actuated g/C Ratio 0.57 0.51 0.48 0.46 0.04 0.19 0.04 0.19
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 2.0 2.0 3.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 192 1769 515 1628 67 362 66 337
v/s Ratio Prot c0.02 0.09 0.00 c0.41 c0.03 c0.15 0.02 0.08
v/s Ratio Perm 0.21 0.01
v/c Ratio 0.42 0.18 0.02 0.88 0.81 0.79 0.58 0.44
Uniform Delay, d1 14.3 10.6 11.0 19.4 38.2 30.8 37.9 28.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.5 0.0 0.0 5.4 46.6 15.6 7.3 4.1
Delay (s) 14.8 10.6 11.1 24.8 84.8 46.4 45.2 32.7
Level of Service B B B C F D D C
Approach Delay (s) 11.5 24.7 52.5 34.9
Approach LOS B C D C
Intersection Summary
HCM 2000 Control Delay 27.3 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.81
Actuated Cycle Length (s) 80.0 Sum of lost time (s) 20.0
Intersection Capacity Utilization 77.2% ICU Level of Service D
Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
7: Lake Youngs Way SE & SE 18th St 2018 Without-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 11-01-2013\AM Baseline.syn
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 10 5 75 5 10 65
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73
Hourly flow rate (vph) 14 7 103 7 14 89
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 223 106 110
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 223 106 110
tC, single (s) 6.4 6.2 4.3
tC, 2 stage (s)
tF (s) 3.5 3.3 2.4
p0 queue free % 98 99 99
cM capacity (veh/h) 762 954 1392
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 21 110 103
Volume Left 14 0 14
Volume Right 7 7 0
cSH 817 1700 1392
Volume to Capacity 0.03 0.06 0.01
Queue Length 95th (ft) 2 0 1
Control Delay (s) 9.5 0.0 1.1
Lane LOS A A
Approach Delay (s) 9.5 0.0 1.1
Approach LOS A
Intersection Summary
Average Delay 1.3
Intersection Capacity Utilization 20.6% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
8: Kirkland Ave SE & Lake Youngs Way SE 2018 Without-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 11-01-2013\AM Baseline.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 10 15 15 10 20 60 45 0 10 45 0 15
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Hourly flow rate (vph) 11 17 17 11 23 69 52 0 11 52 0 17
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 92 34 147 164 26 141 138 57
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 92 34 147 164 26 141 138 57
tC, single (s) 4.2 4.1 7.2 6.6 6.3 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.3 2.2 3.6 4.1 3.4 3.5 4.0 3.3
p0 queue free % 99 99 93 100 99 94 100 98
cM capacity (veh/h) 1436 1590 790 711 1039 815 745 1014
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 46 103 63 69
Volume Left 11 11 52 52
Volume Right 17 69 11 17
cSH 1436 1590 826 857
Volume to Capacity 0.01 0.01 0.08 0.08
Queue Length 95th (ft)1167
Control Delay (s) 1.9 0.9 9.7 9.6
Lane LOS AAAA
Approach Delay (s) 1.9 0.9 9.7 9.6
Approach LOS A A
Intersection Summary
Average Delay 5.2
Intersection Capacity Utilization 16.1% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
9: SE 158th Street & Kirkland Ave SE 2018 Without-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 11-01-2013\AM Baseline.syn
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 5 55 85 5 30 60
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 5 57 89 5 31 62
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 216 91 94
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 216 91 94
tC, single (s) 6.4 6.2 4.2
tC, 2 stage (s)
tF (s) 3.5 3.3 2.3
p0 queue free % 99 94 98
cM capacity (veh/h) 753 964 1452
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 62 94 94
Volume Left 5 0 31
Volume Right 57 5 0
cSH 942 1700 1452
Volume to Capacity 0.07 0.06 0.02
Queue Length 95th (ft) 5 0 2
Control Delay (s) 9.1 0.0 2.6
Lane LOS A A
Approach Delay (s) 9.1 0.0 2.6
Approach LOS A
Intersection Summary
Average Delay 3.3
Intersection Capacity Utilization 21.8% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
10: SE 160th St & 126th Ave SE 2018 Without-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 11-01-2013\AM Baseline.syn
Synchro 8 Report 4/22/2014
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 5 10 30 75 65 10
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Hourly flow rate (vph) 6 12 37 93 80 12
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 253 86 93
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 253 86 93
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 99 99 98
cM capacity (veh/h) 721 978 1489
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 19 130 93
Volume Left 6 37 0
Volume Right 12 0 12
cSH 874 1489 1700
Volume to Capacity 0.02 0.02 0.05
Queue Length 95th (ft) 2 2 0
Control Delay (s) 9.2 2.3 0.0
Lane LOS A A
Approach Delay (s) 9.2 2.3 0.0
Approach LOS A
Intersection Summary
Average Delay 1.9
Intersection Capacity Utilization 22.3% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
11: SE 168th St & 126th Ave SE 2018 Without-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 11-01-2013\AM Baseline.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 10 45 5 5 130 0 20 0555 4 5
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82
Hourly flow rate (vph) 12 55 6 6 159 0 24 0666 5 5
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 159 61 311 253 58 259 256 159
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 159 61 311 253 58 259 256 159
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 99 100 96 100 99 99 99 94
cM capacity (veh/h) 1409 1536 595 646 1014 677 635 879
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 73 165 30 67
Volume Left 12 6 24 6
Volume Right 6 0 6 55
cSH 1409 1536 649 828
Volume to Capacity 0.01 0.00 0.05 0.08
Queue Length 95th (ft)1047
Control Delay (s) 1.3 0.3 10.8 9.7
Lane LOS AABA
Approach Delay (s) 1.3 0.3 10.8 9.7
Approach LOS B A
Intersection Summary
Average Delay 3.4
Intersection Capacity Utilization 21.6% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
12: SE 158th Street & 124th Pl SE 2018 Without-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 11-01-2013\AM Baseline.syn
Synchro 8 Report 4/22/2014
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Volume (veh/h) 0 30 50 0 0 0
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Hourly flow rate (vph) 0 38 62 0 0 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 62 100 62
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 62 100 62
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 100 100
cM capacity (veh/h) 1553 904 1008
Direction, Lane # EB 1 WB 1 SB 1
Volume Total 38 62 0
Volume Left 0 0 0
Volume Right 0 0 0
cSH 1553 1700 1700
Volume to Capacity 0.00 0.04 0.00
Queue Length 95th (ft) 0 0 0
Control Delay (s) 0.0 0.0 0.0
Lane LOS A
Approach Delay (s) 0.0 0.0 0.0
Approach LOS A
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 6.7% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
13: 116th Ave SE/Edmonds Ave SE & SE 16th Street 2018 Without-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\AM Baseline 4-16-2014.s
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 25 175 340 15 40 115
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 26 182 354 16 42 120
Pedestrians 2
Lane Width (ft) 12.0
Walking Speed (ft/s) 4.0
Percent Blockage 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 567 364 372
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 567 364 372
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 94 73 96
cM capacity (veh/h) 467 680 1174
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 208 370 161
Volume Left 26 0 42
Volume Right 182 16 0
cSH 643 1700 1174
Volume to Capacity 0.32 0.22 0.04
Queue Length 95th (ft) 35 0 3
Control Delay (s) 13.3 0.0 2.3
Lane LOS B A
Approach Delay (s) 13.3 0.0 2.3
Approach LOS B
Intersection Summary
Average Delay 4.2
Intersection Capacity Utilization 49.3% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
14: Edmonds Way SE & SE 16th Street 2018 Without-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\AM Baseline 4-16-2014.s
Synchro 8 Report 4/22/2014
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h) 55 5 0 190 10 0
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 57 5 0 198 10 0
Pedestrians 2 1
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 64 259 63
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 64 259 63
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 99 100
cM capacity (veh/h) 1538 734 1005
Direction, Lane # EB 1 WB 1 NB 1
Volume Total 62 198 10
Volume Left 0 0 10
Volume Right 5 0 0
cSH 1700 1538 734
Volume to Capacity 0.04 0.00 0.01
Queue Length 95th (ft) 0 0 1
Control Delay (s) 0.0 0.0 10.0
Lane LOS A
Approach Delay (s) 0.0 0.0 10.0
Approach LOS A
Intersection Summary
Average Delay 0.4
Intersection Capacity Utilization 20.6% ICU Level of Service A
Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
1: S Puget Dr & Benson Dr S 2018 Without-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\4-22-2014 Updated PDFs\Synchro\PM Base
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 45 15 5 20 5 405 5 960 50 945 1730 105
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 0.88 1.00 0.95 0.97 0.95
Frt 0.99 1.00 0.85 1.00 0.99 1.00 0.99
Flt Protected 0.97 0.96 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1818 1808 2814 1787 3548 3467 3543
Flt Permitted 0.82 0.82 1.00 0.15 1.00 0.12 1.00
Satd. Flow (perm) 1537 1543 2814 279 3548 456 3543
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 47 16 5 21 5 426 5 1011 53 995 1821 111
RTOR Reduction (vph)02000 3 1 2040040
Lane Group Flow (vph) 0 66 0 0 26 114 5 1060 0 995 1928 0
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type Prot NA Perm NA Perm pm+pt NA pm+pt NA
Protected Phases 7 4 8 5 2 1 6
Permitted Phases 8 8 2 6
Actuated Green, G (s) 24.0 24.0 24.0 27.8 27.0 56.0 50.2
Effective Green, g (s) 24.0 24.0 24.0 27.8 27.0 56.0 50.2
Actuated g/C Ratio 0.27 0.27 0.27 0.31 0.30 0.62 0.56
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 4.0 5.0 5.0 3.0
Lane Grp Cap (vph) 409 411 750 99 1064 1086 1976
v/s Ratio Prot 0.00 0.30 c0.24 c0.54
v/s Ratio Perm c0.04 0.02 0.04 0.02 0.33
v/c Ratio 0.16 0.06 0.15 0.05 1.00 0.92 0.98
Uniform Delay, d1 25.3 24.6 25.2 24.5 31.4 24.2 19.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.1 0.1 0.3 26.7 12.4 15.2
Delay (s) 25.5 24.7 25.3 24.8 58.1 36.6 34.5
Level of Service C C C C E D C
Approach Delay (s) 25.5 25.3 58.0 35.2
Approach LOS C C E D
Intersection Summary
HCM 2000 Control Delay 39.5 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 19.0
Intersection Capacity Utilization 89.5% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
2: S Puget Dr & Benson Rd S 2018 Without-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\4-22-2014 Updated PDFs\Synchro\PM Base
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 30 530 465 50 220 130 165 160 50 300 580 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 0.95
Frt 0.93 0.95 1.00 0.96 1.00 1.00
Flt Protected 1.00 0.99 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3326 3379 1805 3481 1787 3570
Flt Permitted 1.00 0.99 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3326 3379 1805 3481 1787 3570
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 31 552 484 52 229 135 172 167 52 312 604 5
RTOR Reduction (vph) 0 165 0 0 65 0 0 33 0010
Lane Group Flow (vph) 0 902 0 0 351 0 172 186 0 312 608 0
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 0% 0% 0% 1% 1% 1%
Turn Type Split NA Split NA Prot NA Prot NA
Protected Phases 3 3 4 4 5 2 1 6
Permitted Phases
Actuated Green, G (s) 25.0 14.2 9.0 12.4 16.0 19.4
Effective Green, g (s) 25.0 14.2 9.0 12.4 16.0 19.4
Actuated g/C Ratio 0.29 0.16 0.10 0.14 0.18 0.22
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 4.0 4.0 4.0 5.0 3.0 5.0
Lane Grp Cap (vph) 949 547 185 492 326 790
v/s Ratio Prot c0.27 c0.10 0.10 0.05 c0.17 c0.17
v/s Ratio Perm
v/c Ratio 0.95 0.64 0.93 0.38 0.96 0.77
Uniform Delay, d1 30.7 34.3 39.0 34.1 35.5 32.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 18.5 2.9 46.4 1.0 38.1 5.4
Delay (s) 49.2 37.2 85.3 35.1 73.6 37.4
Level of Service D D F D E D
Approach Delay (s) 49.2 37.2 57.2 49.6
Approach LOS D D E D
Intersection Summary
HCM 2000 Control Delay 48.7 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.88
Actuated Cycle Length (s) 87.6 Sum of lost time (s) 20.0
Intersection Capacity Utilization 84.1% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
SimTraffic Performance Report Reserve at Tiffany Park
4/22/2014 2018 Without-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\PM Baseline 4-16-2014.s
SimTraffic Report 4/22/2014
3: Edmonds Ave SE/Royal Hills Dr & Puget Dr S Performance by approach
Approach EB NB SB All
Denied Delay (hr) 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.1 0.0
Total Delay (hr) 0.9 0.1 0.2 1.2
Total Del/Veh (s) 6.0 0.9 6.4 4.5
Total Zone Performance
Denied Delay (hr) 0.0
Denied Del/Veh (s) 0.1
Total Delay (hr) 1.2
Total Del/Veh (s) 1085.6
Queuing and Blocking Report Reserve at Tiffany Park
4/22/2014 2018 Without-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\PM Baseline 4-16-2014.s
SimTraffic Report 4/22/2014
Intersection: 3: Edmonds Ave SE/Royal Hills Dr & Puget Dr S
Movement EB EB NB SB SB
Directions Served L R LT T R
Maximum Queue (ft) 94 131 10 72 76
Average Queue (ft) 44 62 0 27 36
95th Queue (ft) 78 103 5 59 63
Link Distance (ft) 268 268 840 254 254
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 0
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
4: 116th Ave SE & SE 160th St 2018 Without-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\4-22-2014 Updated PDFs\Synchro\PM Base
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 15 20 230 20 40 265
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Hourly flow rate (vph) 16 22 247 22 43 285
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 629 258 269
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 629 258 269
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 96 97 97
cM capacity (veh/h) 434 785 1295
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 38 269 328
Volume Left 16 0 43
Volume Right 22 22 0
cSH 583 1700 1295
Volume to Capacity 0.06 0.16 0.03
Queue Length 95th (ft) 5 0 3
Control Delay (s) 11.6 0.0 1.3
Lane LOS B A
Approach Delay (s) 11.6 0.0 1.3
Approach LOS B
Intersection Summary
Average Delay 1.4
Intersection Capacity Utilization 42.8% ICU Level of Service A
Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
5: 116th Ave SE & SE 168th St 2018 Without-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\4-22-2014 Updated PDFs\Synchro\PM Base
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 40 340 475 100 140 15 90 215 150 40 195 10
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.94 1.00 0.99
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 1881 1599 1787 1855 1787 1765 1787 1867
Flt Permitted 0.95 1.00 1.00 0.32 1.00 0.53 1.00 0.32 1.00
Satd. Flow (perm) 1787 1881 1599 599 1855 998 1765 603 1867
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 44 374 522 110 154 16 99 236 165 44 214 11
RTOR Reduction (vph) 0 0 374 0500 3 60030
Lane Group Flow (vph) 44 374 148 110 165 0 99 365 0 44 222 0
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type Prot NA Perm pm+pt NA pm+pt NA pm+pt NA
Protected Phases 3 8 7 4 5 2 1 6
Permitted Phases 8 4 2 6
Actuated Green, G (s) 2.5 17.1 17.1 21.8 18.2 20.8 17.2 18.6 16.1
Effective Green, g (s) 2.5 17.1 17.1 21.8 18.2 20.8 17.2 18.6 16.1
Actuated g/C Ratio 0.04 0.28 0.28 0.36 0.30 0.34 0.28 0.31 0.27
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 73 532 452 287 558 390 502 234 497
v/s Ratio Prot c0.02 c0.20 0.02 0.09 c0.02 c0.21 0.01 0.12
v/s Ratio Perm 0.09 0.12 0.07 0.05
v/c Ratio 0.60 0.70 0.33 0.38 0.30 0.25 0.73 0.19 0.45
Uniform Delay, d1 28.5 19.4 17.1 13.7 16.2 13.8 19.5 15.2 18.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 9.2 3.4 0.2 0.3 0.1 0.1 4.4 0.1 0.2
Delay (s) 37.7 22.8 17.3 14.0 16.3 13.9 23.9 15.3 18.7
Level of Service D C B B B B C B B
Approach Delay (s) 20.4 15.4 21.9 18.1
Approach LOS C B C B
Intersection Summary
HCM 2000 Control Delay 19.8 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio 0.67
Actuated Cycle Length (s) 60.4 Sum of lost time (s) 20.0
Intersection Capacity Utilization 64.7% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
6: SE Petrovitsky Rd & 116th Ave SE 2018 Without-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\4-22-2014 Updated PDFs\Synchro\PM Base
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 180 1100 90 55 615 155 50 160 40 295 360 155
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.97 1.00 0.97 1.00 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 3534 1787 3466 1787 1825 1787 1796
Flt Permitted 0.14 1.00 0.15 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 261 3534 275 3466 1787 1825 1787 1796
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 189 1158 95 58 647 163 53 168 42 311 379 163
RTOR Reduction (vph)0600 2 400 1 000 1 70
Lane Group Flow (vph) 189 1247 0 58 786 0 53 200 0 311 525 0
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type pm+pt NA pm+pt NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Actuated Green, G (s) 41.6 32.6 31.4 27.4 4.0 16.9 16.5 29.4
Effective Green, g (s) 41.6 32.6 31.4 27.4 4.0 16.9 16.5 29.4
Actuated g/C Ratio 0.46 0.36 0.35 0.30 0.04 0.19 0.18 0.33
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 2.0 2.0 3.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 276 1280 163 1055 79 342 327 586
v/s Ratio Prot c0.07 c0.35 0.02 0.23 0.03 0.11 c0.17 c0.29
v/s Ratio Perm 0.25 0.11
v/c Ratio 0.68 0.97 0.36 0.74 0.67 0.59 0.95 0.90
Uniform Delay, d1 17.5 28.3 22.8 28.2 42.4 33.4 36.4 28.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 5.5 19.0 1.3 2.5 16.2 7.2 36.6 18.9
Delay (s) 23.0 47.3 24.1 30.7 58.5 40.5 72.9 47.7
Level of Service C D C C E D E D
Approach Delay (s) 44.1 30.2 44.1 56.9
Approach LOS D C D E
Intersection Summary
HCM 2000 Control Delay 43.8 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.99
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 20.0
Intersection Capacity Utilization 86.7% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
7: Lake Youngs Way SE & SE 18th St 2018 Without-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\4-22-2014 Updated PDFs\Synchro\PM Base
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 5 5 40 5 10 40
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84
Hourly flow rate (vph) 6 6 48 6 12 48
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 122 51 54
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 122 51 54
tC, single (s) 6.4 6.2 4.2
tC, 2 stage (s)
tF (s) 3.5 3.3 2.3
p0 queue free % 99 99 99
cM capacity (veh/h) 871 1023 1478
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 12 54 60
Volume Left 6 0 12
Volume Right 6 6 0
cSH 941 1700 1478
Volume to Capacity 0.01 0.03 0.01
Queue Length 95th (ft) 1 0 1
Control Delay (s) 8.9 0.0 1.5
Lane LOS A A
Approach Delay (s) 8.9 0.0 1.5
Approach LOS A
Intersection Summary
Average Delay 1.6
Intersection Capacity Utilization 19.3% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
8: Kirkland Ave SE & Lake Youngs Way SE 2018 Without-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\4-22-2014 Updated PDFs\Synchro\PM Base
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 5 10 50 15 5 15 35 0 15 15 0 5
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Hourly flow rate (vph) 5 11 55 16 5 16 38 0 16 16 0 5
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 22 66 102 104 38 113 124 14
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 22 66 102 104 38 113 124 14
tC, single (s) 4.2 4.1 7.2 6.6 6.3 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.3 2.2 3.6 4.1 3.4 3.5 4.0 3.3
p0 queue free % 100 99 96 100 98 98 100 99
cM capacity (veh/h) 1519 1549 856 767 1022 846 760 1072
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 71 38 55 22
Volume Left 5 16 38 16
Volume Right 55 16 16 5
cSH 1519 1549 900 893
Volume to Capacity 0.00 0.01 0.06 0.02
Queue Length 95th (ft)0152
Control Delay (s) 0.6 3.2 9.3 9.1
Lane LOS AAAA
Approach Delay (s) 0.6 3.2 9.3 9.1
Approach LOS A A
Intersection Summary
Average Delay 4.7
Intersection Capacity Utilization 16.6% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
9: SE 158th Street & Kirkland Ave SE 2018 Without-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\4-22-2014 Updated PDFs\Synchro\PM Base
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 5 15 55 10 20 65
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Hourly flow rate (vph) 6 19 69 12 25 81
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 206 75 81
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 206 75 81
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 99 98 98
cM capacity (veh/h) 774 992 1510
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 25 81 106
Volume Left 6 0 25
Volume Right 19 12 0
cSH 927 1700 1510
Volume to Capacity 0.03 0.05 0.02
Queue Length 95th (ft) 2 0 1
Control Delay (s) 9.0 0.0 1.8
Lane LOS A A
Approach Delay (s) 9.0 0.0 1.8
Approach LOS A
Intersection Summary
Average Delay 2.0
Intersection Capacity Utilization 21.2% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
10: SE 160th St & 126th Ave SE 2018 Without-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\4-22-2014 Updated PDFs\Synchro\PM Base
Synchro 8 Report 4/22/2014
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 15 30 20 55 60 5
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72
Hourly flow rate (vph) 21 42 28 76 83 7
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 219 87 90
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 219 87 90
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 97 96 98
cM capacity (veh/h) 759 977 1486
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 62 104 90
Volume Left 21 28 0
Volume Right 42 0 7
cSH 892 1486 1700
Volume to Capacity 0.07 0.02 0.05
Queue Length 95th (ft) 6 1 0
Control Delay (s) 9.3 2.1 0.0
Lane LOS A A
Approach Delay (s) 9.3 2.1 0.0
Approach LOS A
Intersection Summary
Average Delay 3.1
Intersection Capacity Utilization 20.7% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
11: SE 168th St & 126th Ave SE 2018 Without-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\4-22-2014 Updated PDFs\Synchro\PM Base
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 65 270 35 5 115 5 10 5555 3 5
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Hourly flow rate (vph) 71 297 38 5 126 5 11 5555 3 8
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 132 335 640 602 316 607 618 129
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 132 335 640 602 316 607 618 129
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 95 100 97 99 99 99 99 96
cM capacity (veh/h) 1453 1230 356 394 729 387 386 926
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 407 137 22 49
Volume Left 71 5 11 5
Volume Right 38 5 5 38
cSH 1453 1230 420 707
Volume to Capacity 0.05 0.00 0.05 0.07
Queue Length 95th (ft)4046
Control Delay (s) 1.7 0.4 14.1 10.5
Lane LOS AABB
Approach Delay (s) 1.7 0.4 14.1 10.5
Approach LOS B B
Intersection Summary
Average Delay 2.6
Intersection Capacity Utilization 36.7% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
12: SE 158th Street & 124th Pl SE 2018 Without-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\4-22-2014 Updated PDFs\Synchro\PM Base
Synchro 8 Report 4/22/2014
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Volume (veh/h) 0 35 20 0 0 0
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84
Hourly flow rate (vph) 0 42 24 0 0 0
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 24 65 24
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 24 65 24
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 100 100
cM capacity (veh/h) 1604 945 1059
Direction, Lane # EB 1 WB 1 SB 1
Volume Total 42 24 0
Volume Left 0 0 0
Volume Right 0 0 0
cSH 1604 1700 1700
Volume to Capacity 0.00 0.01 0.00
Queue Length 95th (ft) 0 0 0
Control Delay (s) 0.0 0.0 0.0
Lane LOS A
Approach Delay (s) 0.0 0.0 0.0
Approach LOS A
Intersection Summary
Average Delay 0.0
Intersection Capacity Utilization 6.7% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
13: 116th Ave SE/Edmonds Ave SE & SE 16th Street 2018 Without-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\4-22-2014 Updated PDFs\Synchro\PM Base
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h)30 95 190 55 175 270
Sign Control Stop Free Free
Grade 0%0%0%
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 31 99 198 57 182 281
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 872 227 255
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 872 227 255
tC, single (s)6.4 6.2 4.1
tC, 2 stage (s)
tF (s)3.5 3.3 2.2
p0 queue free %89 88 86
cM capacity (veh/h) 278 815 1316
Direction, Lane #WB 1 NB 1 SB 1
Volume Total 130 255 464
Volume Left 31 0 182
Volume Right 99 57 0
cSH 557 1700 1316
Volume to Capacity 0.23 0.15 0.14
Queue Length 95th (ft) 23 0 12
Control Delay (s)13.4 0.0 4.0
Lane LOS B A
Approach Delay (s) 13.4 0.0 4.0
Approach LOS B
Intersection Summary
Average Delay 4.3
Intersection Capacity Utilization 54.8% ICU Level of Service A
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
14: Edmonds Way SE & SE 16th Street 2018 Without-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\4-22-2014 Updated PDFs\Synchro\PM Base
Synchro 8 Report 4/22/2014
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h)210 15 5 125 5 5
Sign Control Free Free Stop
Grade 0%0% 0%
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 219 16 5 130 5 5
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 234 367 227
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 234 367 227
tC, single (s)4.1 6.6 6.4
tC, 2 stage (s)
tF (s)2.2 3.7 3.5
p0 queue free %100 99 99
cM capacity (veh/h)1339 602 777
Direction, Lane #EB 1 WB 1 NB 1
Volume Total 234 135 10
Volume Left 0 5 5
Volume Right 16 0 5
cSH 1700 1339 678
Volume to Capacity 0.14 0.00 0.02
Queue Length 95th (ft) 0 0 1
Control Delay (s)0.0 0.3 10.4
Lane LOS A B
Approach Delay (s)0.0 0.3 10.4
Approach LOS B
Intersection Summary
Average Delay 0.4
Intersection Capacity Utilization 22.0% ICU Level of Service A
Analysis Period (min)15
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
1: S Puget Dr & Benson Dr S2018 With-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\AM With-Project Network
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)90 5 5 35 5 980 5 1995 5 122 420 20
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 0.88 1.00 0.95 0.97 0.95
Frt 0.99 1.00 0.85 1.00 1.00 1.00 0.99
Flt Protected 0.96 0.96 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1771 1784 2787 1770 3538 3303 3382
Flt Permitted 0.72 0.75 1.00 0.47 1.00 0.05 1.00
Satd. Flow (perm)1342 1399 2787 879 3538 167 3382
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph)95 5 5 37 5 1032 5 2100 5 128 442 21
RTOR Reduction (vph)01000 6 3000020
Lane Group Flow (vph) 0 104 0 0 42 969 5 2105 0 128 461 0
Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 6% 6% 6%
Turn Type Prot NA Perm NA Perm pm+pt NA pm+pt NA
Protected Phases 7 4 8 5 2 1 6
Permitted Phases 8 8 2 6
Actuated Green, G (s)51.0 51.0 51.0 80.8 80.0 87.2 83.2
Effective Green, g (s)51.0 51.0 51.0 80.8 80.0 87.2 83.2
Actuated g/C Ratio 0.34 0.34 0.34 0.54 0.53 0.58 0.55
Clearance Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s)3.0 3.0 3.0 4.0 5.0 5.0 3.0
Lane Grp Cap (vph)456 475 947 478 1886 180 1875
v/s Ratio Prot 0.00 c0.59 c0.02 0.14
v/s Ratio Perm 0.08 0.03 c0.35 0.01 0.39
v/c Ratio 0.23 0.09 1.02 0.01 1.12 0.71 0.25
Uniform Delay, d1 35.4 33.7 49.5 16.0 35.0 35.4 17.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 0.1 35.4 0.0 60.2 15.2 0.3
Delay (s)35.7 33.8 84.9 16.0 95.2 50.6 17.5
Level of Service D C F B F D B
Approach Delay (s)35.7 82.9 95.0 24.7
Approach LOS D F F C
Intersection Summary
HCM 2000 Control Delay 79.3 HCM 2000 Level of Service E
HCM 2000 Volume to Capacity ratio 1.10
Actuated Cycle Length (s) 150.0 Sum of lost time (s)19.0
Intersection Capacity Utilization 107.6% ICU Level of Service G
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
2: S Puget Dr & Benson Rd S 2018 With-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\AM With-Project Network
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)10 72 5 10 560 275 395 570 10 35 75 35
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 0.95
Frt 0.99 0.95 1.00 1.00 1.00 0.95
Flt Protected 0.99 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)3265 3398 1787 3565 1787 3403
Flt Permitted 0.99 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm)3265 3398 1787 3565 1787 3403
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph)11 76 5 11 589 289 416 600 11 37 79 37
RTOR Reduction (vph)0500 6 200100 3 20
Lane Group Flow (vph) 0 87 0 0 827 0 416 610 0 37 84 0
Heavy Vehicles (%) 9% 9% 9% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type Split NA Split NA Prot NA Prot NA
Protected Phases 3 3 4 4 5 2 1 6
Permitted Phases
Actuated Green, G (s) 6.8 20.2 20.2 28.5 3.4 11.7
Effective Green, g (s)6.8 20.2 20.2 28.5 3.4 11.7
Actuated g/C Ratio 0.09 0.26 0.26 0.36 0.04 0.15
Clearance Time (s)5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s)4.0 4.0 4.0 5.0 3.0 5.0
Lane Grp Cap (vph)281 869 457 1287 77 504
v/s Ratio Prot c0.03 c0.24 c0.23 c0.17 0.02 0.02
v/s Ratio Perm
v/c Ratio 0.31 0.95 0.91 0.47 0.48 0.17
Uniform Delay, d1 33.9 28.9 28.5 19.4 36.9 29.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.9 19.9 22.4 0.6 4.7 0.3
Delay (s)34.7 48.8 50.9 20.0 41.6 29.7
Level of Service C D D B D C
Approach Delay (s)34.7 48.8 32.5 32.5
Approach LOS CDCC
Intersection Summary
HCM 2000 Control Delay 39.3 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 78.9 Sum of lost time (s)20.0
Intersection Capacity Utilization 65.3% ICU Level of Service C
Analysis Period (min)15
c Critical Lane Group
SimTraffic Performance Report Reserve at Tiffany Park
2018 With-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\AM With-Project 4-16-201
SimTraffic Report 4/22/2014
3: Edmonds Ave SE/Royal Hills Dr & Puget Dr S Performance by approach
Approach EB NB SB All
Denied Delay (hr) 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.2 0.0
Total Delay (hr) 0.2 0.2 0.6 1.0
Total Del/Veh (s) 5.2 1.1 12.1 4.1
Total Zone Performance
Denied Delay (hr) 0.0
Denied Del/Veh (s) 0.2
Total Delay (hr) 1.0
Total Del/Veh (s) 358.8
Queuing and Blocking Report Reserve at Tiffany Park
2018 With-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\AM With-Project 4-16-201
SimTraffic Report 4/22/2014
Intersection: 3: Edmonds Ave SE/Royal Hills Dr & Puget Dr S
Movement EB EB NB SB SB
Directions Served L R LT T R
Maximum Queue (ft) 57 82 16 69 122
Average Queue (ft) 19 39 1 26 55
95th Queue (ft) 48 67 8 57 96
Link Distance (ft) 284 284 500 260 260
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 0
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
4: 116th Ave SE & SE 160th St 2018 With-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\AM With-Project Network
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h)28 40 215 20 5 85
Sign Control Stop Free Free
Grade 0%0%0%
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Hourly flow rate (vph) 35 50 269 25 6 106
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 400 281 294
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 400 281 294
tC, single (s)6.4 6.2 4.1
tC, 2 stage (s)
tF (s)3.5 3.3 2.2
p0 queue free %94 93 100
cM capacity (veh/h) 607 762 1251
Direction, Lane #WB 1 NB 1 SB 1
Volume Total 85 294 112
Volume Left 35 0 6
Volume Right 50 25 0
cSH 690 1700 1251
Volume to Capacity 0.12 0.17 0.00
Queue Length 95th (ft) 10 0 0
Control Delay (s)11.0 0.0 0.5
Lane LOS B A
Approach Delay (s) 11.0 0.0 0.5
Approach LOS B
Intersection Summary
Average Delay 2.0
Intersection Capacity Utilization 23.2% ICU Level of Service A
Analysis Period (min)15
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
5: 116th Ave SE & SE 168th St 2018 With-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\AM With-Project Network
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)10 40 30 67 250 30 370 150 37 5 108 15
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.98 1.00 0.97 1.00 0.98
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1770 1863 1583 1752 1815 1787 1825 1736 1794
Flt Permitted 0.95 1.00 1.00 0.62 1.00 0.44 1.00 0.63 1.00
Satd. Flow (perm)1770 1863 1583 1148 1815 829 1825 1154 1794
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Adj. Flow (vph)11 43 32 72 269 32 398 161 40 5 116 16
RTOR Reduction (vph) 0 0 25 0700 1 30080
Lane Group Flow (vph) 11 43 7 72 294 0 398 188 0 5 124 0
Heavy Vehicles (%) 2% 2% 2% 3% 3% 3% 1% 1% 1% 4% 4% 4%
Turn Type Prot NA Perm pm+pt NA pm+pt NA pm+pt NA
Protected Phases 3 8 7 4 5 2 1 6
Permitted Phases 8 4 2 6
Actuated Green, G (s) 0.6 11.1 11.1 15.5 13.0 20.3 14.7 10.1 9.5
Effective Green, g (s) 0.6 11.1 11.1 15.5 13.0 20.3 14.7 10.1 9.5
Actuated g/C Ratio 0.01 0.23 0.23 0.32 0.27 0.42 0.30 0.21 0.19
Clearance Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph)21 422 359 394 482 457 548 245 348
v/s Ratio Prot 0.01 0.02 c0.01 c0.16 c0.10 0.10 0.00 0.07
v/s Ratio Perm 0.00 0.05 c0.26 0.00
v/c Ratio 0.52 0.10 0.02 0.18 0.61 0.87 0.34 0.02 0.36
Uniform Delay, d1 24.0 15.0 14.7 11.9 15.7 12.5 13.3 15.4 17.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 10.4 0.0 0.0 0.1 1.6 16.0 0.1 0.0 0.2
Delay (s)34.4 15.0 14.7 12.0 17.3 28.5 13.5 15.4 17.3
Level of Service C BBBB CB BB
Approach Delay (s)17.4 16.3 23.4 17.2
Approach LOS B B C B
Intersection Summary
HCM 2000 Control Delay 20.1 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.86
Actuated Cycle Length (s) 48.9 Sum of lost time (s)20.0
Intersection Capacity Utilization 54.6% ICU Level of Service A
Analysis Period (min)15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
6: SE Petrovitsky Rd & 116th Ave SE 2018 With-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\AM With-Project Network
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph)82 280 15 10 1100 245 50 260 5 35 105 75
Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.97 1.00 1.00 1.00 0.94
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot)1752 3478 1805 3512 1805 1895 1770 1746
Flt Permitted 0.10 1.00 0.56 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm)181 3478 1063 3512 1805 1895 1770 1746
Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93
Adj. Flow (vph)88 301 16 11 1183 263 54 280 5 38 113 81
RTOR Reduction (vph)0400 2 200100 3 40
Lane Group Flow (vph) 88 313 0 11 1425 0 54 284 0 38 160 0
Heavy Vehicles (%) 3% 3% 3% 0% 0% 0% 0% 0% 0% 2% 2% 2%
Turn Type pm+pt NA pm+pt NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Actuated Green, G (s) 45.4 40.7 38.0 37.0 3.0 15.3 3.0 15.3
Effective Green, g (s) 45.4 40.7 38.0 37.0 3.0 15.3 3.0 15.3
Actuated g/C Ratio 0.57 0.51 0.48 0.46 0.04 0.19 0.04 0.19
Clearance Time (s)5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 2.0 2.0 3.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 195 1769 514 1624 67 362 66 333
v/s Ratio Prot c0.03 0.09 0.00 c0.41 c0.03 c0.15 0.02 0.09
v/s Ratio Perm 0.23 0.01
v/c Ratio 0.45 0.18 0.02 0.88 0.81 0.79 0.58 0.48
Uniform Delay, d1 14.4 10.6 11.1 19.4 38.2 30.8 37.9 28.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.6 0.0 0.0 5.5 46.6 15.6 7.3 4.9
Delay (s)15.0 10.6 11.1 25.0 84.8 46.4 45.2 33.7
Level of Service B B B C F D D C
Approach Delay (s)11.6 24.9 52.5 35.6
Approach LOS B C D D
Intersection Summary
HCM 2000 Control Delay 27.5 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.82
Actuated Cycle Length (s) 80.0 Sum of lost time (s)20.0
Intersection Capacity Utilization 77.6% ICU Level of Service D
Analysis Period (min)15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
7: Lake Youngs Way SE & SE 18th St 2018 With-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\AM With-Project Network
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h)42 11 75 16 12 65
Sign Control Stop Free Free
Grade 0%0%0%
Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73
Hourly flow rate (vph) 58 15 103 22 16 89
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 236 114 125
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 236 114 125
tC, single (s)6.4 6.2 4.3
tC, 2 stage (s)
tF (s)3.5 3.3 2.4
p0 queue free %92 98 99
cM capacity (veh/h) 748 944 1374
Direction, Lane #WB 1 NB 1 SB 1
Volume Total 73 125 105
Volume Left 58 0 16
Volume Right 15 22 0
cSH 782 1700 1374
Volume to Capacity 0.09 0.07 0.01
Queue Length 95th (ft) 8 0 1
Control Delay (s)10.1 0.0 1.3
Lane LOS B A
Approach Delay (s) 10.1 0.0 1.3
Approach LOS B
Intersection Summary
Average Delay 2.9
Intersection Capacity Utilization 20.8% ICU Level of Service A
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
8: Kirkland Ave SE & Lake Youngs Way SE 2018 With-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\AM With-Project Network
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h)10 25 15 13 49 60 45 0 11 45 0 15
Sign Control Free Free Stop Stop
Grade 0%0%0%0%
Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87
Hourly flow rate (vph) 11 29 17 15 56 69 52 0 13 52 0 17
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 125 46 198 216 37 194 190 91
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 125 46 198 216 37 194 190 91
tC, single (s)4.2 4.1 7.2 6.6 6.3 7.1 6.5 6.2
tC, 2 stage (s)
tF (s)2.3 2.2 3.6 4.1 3.4 3.5 4.0 3.3
p0 queue free %99 99 93 100 99 93 100 98
cM capacity (veh/h) 1396 1575 729 663 1023 750 696 972
Direction, Lane #EB 1 WB 1 NB 1 SB 1
Volume Total 57 140 64 69
Volume Left 11 15 52 52
Volume Right 17 69 13 17
cSH 1396 1575 772 796
Volume to Capacity 0.01 0.01 0.08 0.09
Queue Length 95th (ft)1177
Control Delay (s)1.6 0.8 10.1 10.0
Lane LOS AABA
Approach Delay (s)1.6 0.8 10.1 10.0
Approach LOS B A
Intersection Summary
Average Delay 4.7
Intersection Capacity Utilization 18.3% ICU Level of Service A
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
9: SE 158th Street & Kirkland Ave SE 2018 With-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\AM With-Project Network
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h)22 55 86 11 30 63
Sign Control Stop Free Free
Grade 0%0%0%
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 23 57 90 11 31 66
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 223 95 101
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 223 95 101
tC, single (s)6.4 6.2 4.2
tC, 2 stage (s)
tF (s)3.5 3.3 2.3
p0 queue free %97 94 98
cM capacity (veh/h) 746 959 1443
Direction, Lane #WB 1 NB 1 SB 1
Volume Total 80 101 97
Volume Left 23 0 31
Volume Right 57 11 0
cSH 886 1700 1443
Volume to Capacity 0.09 0.06 0.02
Queue Length 95th (ft) 7 0 2
Control Delay (s)9.5 0.0 2.6
Lane LOS A A
Approach Delay (s)9.5 0.0 2.6
Approach LOS A
Intersection Summary
Average Delay 3.6
Intersection Capacity Utilization 22.9% ICU Level of Service A
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
10: SE 160th St & 126th Ave SE 2018 With-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\AM With-Project Network
Synchro 8 Report 4/22/2014
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h)10 10 30 77 72 23
Sign Control Stop Free Free
Grade 0%0% 0%
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Hourly flow rate (vph) 12 12 37 95 89 28
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 272 103 117
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 272 103 117
tC, single (s)6.4 6.2 4.1
tC, 2 stage (s)
tF (s)3.5 3.3 2.2
p0 queue free %98 99 97
cM capacity (veh/h) 703 957 1459
Direction, Lane #EB 1 NB 1 SB 1
Volume Total 25 132 117
Volume Left 12 37 0
Volume Right 12 0 28
cSH 811 1459 1700
Volume to Capacity 0.03 0.03 0.07
Queue Length 95th (ft) 2 2 0
Control Delay (s)9.6 2.3 0.0
Lane LOS A A
Approach Delay (s)9.6 2.3 0.0
Approach LOS A
Intersection Summary
Average Delay 2.0
Intersection Capacity Utilization 22.4% ICU Level of Service A
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
11: SE 168th St & 126th Ave SE 2018 With-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\AM With-Project Network
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h)12 45 5 5 130 0 20 0555 5 2
Sign Control Free Free Stop Stop
Grade 0%0%0%0%
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82
Hourly flow rate (vph) 15 55 6 6 159 0 24 0666 6 3
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 159 61 324 258 58 264 261 159
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 159 61 324 258 58 264 261 159
tC, single (s)4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s)2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free %99 100 96 100 99 99 99 93
cM capacity (veh/h) 1409 1536 576 640 1014 671 630 879
Direction, Lane #EB 1 WB 1 NB 1 SB 1
Volume Total 76 165 30 76
Volume Left 15 6 24 6
Volume Right 6 0 6 63
cSH 1409 1536 631 832
Volume to Capacity 0.01 0.00 0.05 0.09
Queue Length 95th (ft)1047
Control Delay (s)1.5 0.3 11.0 9.8
Lane LOS AABA
Approach Delay (s)1.5 0.3 11.0 9.8
Approach LOS B A
Intersection Summary
Average Delay 3.6
Intersection Capacity Utilization 22.7% ICU Level of Service A
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
12: SE 158th Street & 124th Pl SE 2018 With-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\AM With-Project Network
Synchro 8 Report 4/22/2014
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Volume (veh/h)6 30 50 1 3 17
Sign Control Free Free Stop
Grade 0% 0%0%
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Hourly flow rate (vph)8 38 62 1 4 21
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 64 116 63
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 64 116 63
tC, single (s)4.1 6.4 6.2
tC, 2 stage (s)
tF (s)2.2 3.5 3.3
p0 queue free %100 100 98
cM capacity (veh/h) 1552 881 1007
Direction, Lane #EB 1 WB 1 SB 1
Volume Total 45 64 25
Volume Left 8 0 4
Volume Right 0 1 21
cSH 1552 1700 986
Volume to Capacity 0.00 0.04 0.03
Queue Length 95th (ft) 0 0 2
Control Delay (s)1.3 0.0 8.7
Lane LOS A A
Approach Delay (s)1.3 0.0 8.7
Approach LOS A
Intersection Summary
Average Delay 2.1
Intersection Capacity Utilization 16.7% ICU Level of Service A
Analysis Period (min)15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
13: 116th Ave SE/Edmonds Ave SE & SE 16th Street 2018 With-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\AM With-Project 4-16-201
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 25 204 340 15 50 115
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 26 212 354 16 52 120
Pedestrians 2
Lane Width (ft) 12.0
Walking Speed (ft/s) 4.0
Percent Blockage 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 588 364 372
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 588 364 372
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 94 69 96
cM capacity (veh/h) 450 680 1174
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 239 370 172
Volume Left 26 0 52
Volume Right 212 16 0
cSH 644 1700 1174
Volume to Capacity 0.37 0.22 0.04
Queue Length 95th (ft) 43 0 3
Control Delay (s) 13.8 0.0 2.8
Lane LOS B A
Approach Delay (s) 13.8 0.0 2.8
Approach LOS B
Intersection Summary
Average Delay 4.8
Intersection Capacity Utilization 51.6% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
14: Edmonds Way SE & SE 16th Street 2018 With-Project AM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\AM With-Project 4-16-201
Synchro 8 Report 4/22/2014
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h) 65 5 0 219 10 0
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 68 5 0 228 10 0
Pedestrians 2 1
Lane Width (ft) 12.0 12.0
Walking Speed (ft/s) 4.0 4.0
Percent Blockage 0 0
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 74 299 73
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 74 299 73
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 100 99 100
cM capacity (veh/h) 1524 696 992
Direction, Lane # EB 1 WB 1 NB 1
Volume Total 73 228 10
Volume Left 0 0 10
Volume Right 5 0 0
cSH 1700 1524 696
Volume to Capacity 0.04 0.00 0.01
Queue Length 95th (ft) 0 0 1
Control Delay (s) 0.0 0.0 10.3
Lane LOS B
Approach Delay (s) 0.0 0.0 10.3
Approach LOS B
Intersection Summary
Average Delay 0.3
Intersection Capacity Utilization 22.2% ICU Level of Service A
Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
1: S Puget Dr & Benson Dr S 2018 With-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\PM With-Project Network
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 45 15 5 20 5 428 5 960 50 984 1730 105
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 0.88 1.00 0.95 0.97 0.95
Frt 0.99 1.00 0.85 1.00 0.99 1.00 0.99
Flt Protected 0.97 0.96 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1818 1808 2814 1787 3548 3467 3543
Flt Permitted 0.82 0.82 1.00 0.15 1.00 0.12 1.00
Satd. Flow (perm) 1537 1543 2814 279 3548 456 3543
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 47 16 5 21 5 451 5 1011 53 1036 1821 111
RTOR Reduction (vph)02000 3 3 1040040
Lane Group Flow (vph) 0 66 0 0 26 120 5 1060 0 1036 1928 0
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type Prot NA Perm NA Perm pm+pt NA pm+pt NA
Protected Phases 7 4 8 5 2 1 6
Permitted Phases 8 8 2 6
Actuated Green, G (s) 24.0 24.0 24.0 27.8 27.0 56.0 50.2
Effective Green, g (s) 24.0 24.0 24.0 27.8 27.0 56.0 50.2
Actuated g/C Ratio 0.27 0.27 0.27 0.31 0.30 0.62 0.56
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 4.0 5.0 5.0 3.0
Lane Grp Cap (vph) 409 411 750 99 1064 1086 1976
v/s Ratio Prot 0.00 0.30 c0.25 c0.54
v/s Ratio Perm c0.04 0.02 0.04 0.02 0.34
v/c Ratio 0.16 0.06 0.16 0.05 1.00 0.95 0.98
Uniform Delay, d1 25.3 24.6 25.3 24.5 31.4 24.9 19.3
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.1 0.1 0.3 26.7 17.6 15.2
Delay (s) 25.5 24.7 25.4 24.8 58.1 42.6 34.5
Level of Service C C C C E D C
Approach Delay (s) 25.5 25.3 58.0 37.3
Approach LOS C C E D
Intersection Summary
HCM 2000 Control Delay 40.7 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.79
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 19.0
Intersection Capacity Utilization 91.4% ICU Level of Service F
Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
2: S Puget Dr & Benson Rd S 2018 With-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\PM With-Project Network
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 30 569 465 50 243 130 165 160 50 300 580 5
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 1.00 0.95 1.00 0.95
Frt 0.93 0.95 1.00 0.96 1.00 1.00
Flt Protected 1.00 0.99 0.95 1.00 0.95 1.00
Satd. Flow (prot) 3335 3390 1805 3481 1787 3570
Flt Permitted 1.00 0.99 0.95 1.00 0.95 1.00
Satd. Flow (perm) 3335 3390 1805 3481 1787 3570
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96
Adj. Flow (vph) 31 593 484 52 253 135 172 167 52 312 604 5
RTOR Reduction (vph) 0 155 0 0 57 0 0 34 0010
Lane Group Flow (vph) 0 953 0 0 383 0 172 185 0 312 608 0
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 0% 0% 0% 1% 1% 1%
Turn Type Split NA Split NA Prot NA Prot NA
Protected Phases 3 3 4 4 5 2 1 6
Permitted Phases
Actuated Green, G (s) 25.0 14.6 9.0 12.4 16.0 19.4
Effective Green, g (s) 25.0 14.6 9.0 12.4 16.0 19.4
Actuated g/C Ratio 0.28 0.17 0.10 0.14 0.18 0.22
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 4.0 4.0 4.0 5.0 3.0 5.0
Lane Grp Cap (vph) 947 562 184 490 324 787
v/s Ratio Prot c0.29 c0.11 0.10 0.05 c0.17 c0.17
v/s Ratio Perm
v/c Ratio 1.01 0.68 0.93 0.38 0.96 0.77
Uniform Delay, d1 31.5 34.5 39.2 34.3 35.7 32.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 30.9 3.7 48.0 1.0 39.9 5.5
Delay (s) 62.4 38.2 87.2 35.3 75.6 37.8
Level of Service E D F D E D
Approach Delay (s) 62.4 38.2 58.1 50.6
Approach LOS E D E D
Intersection Summary
HCM 2000 Control Delay 54.3 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 0.91
Actuated Cycle Length (s) 88.0 Sum of lost time (s) 20.0
Intersection Capacity Utilization 85.8% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
SimTraffic Performance Report Reserve at Tiffany Park
2018 With-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\PM With-Project 4-16-201
SimTraffic Report 4/22/2014
3: Edmonds Ave SE/Royal Hills Dr & Puget Dr S Performance by approach
Approach EB NB SB All
Denied Delay (hr) 0.0 0.0 0.0 0.0
Denied Del/Veh (s) 0.0 0.0 0.1 0.0
Total Delay (hr) 1.0 0.1 0.2 1.3
Total Del/Veh (s) 6.3 0.9 6.3 4.7
Total Zone Performance
Denied Delay (hr) 0.0
Denied Del/Veh (s) 0.1
Total Delay (hr) 1.3
Total Del/Veh (s) 938.9
Queuing and Blocking Report Reserve at Tiffany Park
2018 With-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\PM With-Project 4-16-201
SimTraffic Report 4/22/2014
Intersection: 3: Edmonds Ave SE/Royal Hills Dr & Puget Dr S
Movement EB EB NB SB SB
Directions Served L R LT T R
Maximum Queue (ft) 98 137 2 70 82
Average Queue (ft) 44 65 0 26 38
95th Queue (ft) 75 105 2 59 66
Link Distance (ft) 268 268 840 254 254
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 0
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
4: 116th Ave SE & SE 160th St 2018 With-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\PM With-Project Network
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 23 20 230 35 40 265
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Hourly flow rate (vph) 25 22 247 38 43 285
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 637 266 285
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 637 266 285
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 94 97 97
cM capacity (veh/h) 430 777 1277
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 46 285 328
Volume Left 25 0 43
Volume Right 22 38 0
cSH 542 1700 1277
Volume to Capacity 0.09 0.17 0.03
Queue Length 95th (ft) 7 0 3
Control Delay (s) 12.3 0.0 1.3
Lane LOS B A
Approach Delay (s) 12.3 0.0 1.3
Approach LOS B
Intersection Summary
Average Delay 1.5
Intersection Capacity Utilization 43.7% ICU Level of Service A
Analysis Period (min) 15
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
5: 116th Ave SE & SE 168th St 2018 With-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\PM With-Project Network
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 40 340 475 105 140 15 90 230 158 40 203 10
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 1.00 0.85 1.00 0.99 1.00 0.94 1.00 0.99
Flt Protected 0.95 1.00 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 1881 1599 1787 1855 1787 1766 1787 1868
Flt Permitted 0.95 1.00 1.00 0.31 1.00 0.52 1.00 0.29 1.00
Satd. Flow (perm) 1787 1881 1599 592 1855 976 1766 540 1868
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Adj. Flow (vph) 44 374 522 115 154 16 99 253 174 44 223 11
RTOR Reduction (vph) 0 0 374 0500 3 50030
Lane Group Flow (vph) 44 374 148 115 165 0 99 392 0 44 231 0
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type Prot NA Perm pm+pt NA pm+pt NA pm+pt NA
Protected Phases 3 8 7 4 5 2 1 6
Permitted Phases 8 4 2 6
Actuated Green, G (s) 2.5 17.2 17.2 21.9 18.3 21.4 17.8 19.2 16.7
Effective Green, g (s) 2.5 17.2 17.2 21.9 18.3 21.4 17.8 19.2 16.7
Actuated g/C Ratio 0.04 0.28 0.28 0.36 0.30 0.35 0.29 0.31 0.27
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 73 529 450 282 555 389 514 220 510
v/s Ratio Prot c0.02 c0.20 0.02 0.09 c0.01 c0.22 0.01 0.12
v/s Ratio Perm 0.09 0.12 0.07 0.05
v/c Ratio 0.60 0.71 0.33 0.41 0.30 0.25 0.76 0.20 0.45
Uniform Delay, d1 28.8 19.7 17.4 14.0 16.5 13.7 19.7 15.2 18.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 9.2 3.5 0.2 0.4 0.1 0.1 5.9 0.2 0.2
Delay (s) 38.1 23.2 17.5 14.3 16.6 13.8 25.7 15.4 18.6
Level of Service D C B B B B C B B
Approach Delay (s) 20.8 15.7 23.4 18.1
Approach LOS C B C B
Intersection Summary
HCM 2000 Control Delay 20.4 HCM 2000 Level of Service C
HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 61.1 Sum of lost time (s) 20.0
Intersection Capacity Utilization 66.3% ICU Level of Service C
Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis Reserve at Tiffany Park
6: SE Petrovitsky Rd & 116th Ave SE 2018 With-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\PM With-Project Network
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (vph) 203 1100 90 55 615 155 50 160 40 295 360 168
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00
Frt 1.00 0.99 1.00 0.97 1.00 0.97 1.00 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1787 3534 1787 3466 1787 1825 1787 1791
Flt Permitted 0.13 1.00 0.15 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 253 3534 279 3466 1787 1825 1787 1791
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95
Adj. Flow (vph) 214 1158 95 58 647 163 53 168 42 311 379 177
RTOR Reduction (vph)0600 2 500 1 000 1 90
Lane Group Flow (vph) 214 1247 0 58 786 0 53 200 0 311 537 0
Heavy Vehicles (%) 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1%
Turn Type pm+pt NA pm+pt NA Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Actuated Green, G (s) 41.6 32.6 31.0 27.0 4.0 16.8 16.6 29.4
Effective Green, g (s) 41.6 32.6 31.0 27.0 4.0 16.8 16.6 29.4
Actuated g/C Ratio 0.46 0.36 0.34 0.30 0.04 0.19 0.18 0.33
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 2.0 2.0 3.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 280 1280 163 1039 79 340 329 585
v/s Ratio Prot c0.08 c0.35 0.02 0.23 0.03 0.11 c0.17 c0.30
v/s Ratio Perm 0.27 0.11
v/c Ratio 0.76 0.97 0.36 0.76 0.67 0.59 0.95 0.92
Uniform Delay, d1 17.9 28.3 22.9 28.5 42.4 33.4 36.3 29.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 10.6 19.0 1.3 2.8 16.2 7.3 34.9 21.7
Delay (s) 28.6 47.3 24.3 31.3 58.5 40.7 71.1 50.9
Level of Service C D C C E D E D
Approach Delay (s) 44.5 30.9 44.3 58.1
Approach LOS D C D E
Intersection Summary
HCM 2000 Control Delay 44.5 HCM 2000 Level of Service D
HCM 2000 Volume to Capacity ratio 1.00
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 20.0
Intersection Capacity Utilization 87.5% ICU Level of Service E
Analysis Period (min) 15
c Critical Lane Group
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
7: Lake Youngs Way SE & SE 18th St 2018 With-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\PM With-Project Network
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 26 9 40 43 16 40
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84
Hourly flow rate (vph) 31 11 48 51 19 48
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 159 73 99
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 159 73 99
tC, single (s) 6.4 6.2 4.2
tC, 2 stage (s)
tF (s) 3.5 3.3 2.3
p0 queue free % 96 99 99
cM capacity (veh/h) 826 994 1422
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 42 99 67
Volume Left 31 0 19
Volume Right 11 51 0
cSH 863 1700 1422
Volume to Capacity 0.05 0.06 0.01
Queue Length 95th (ft) 4 0 1
Control Delay (s) 9.4 0.0 2.2
Lane LOS A A
Approach Delay (s) 9.4 0.0 2.2
Approach LOS A
Intersection Summary
Average Delay 2.6
Intersection Capacity Utilization 19.7% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
8: Kirkland Ave SE & Lake Youngs Way SE 2018 With-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\PM With-Project Network
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 5 43 50 17 24 15 35 0 20 15 0 5
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Hourly flow rate (vph) 5 47 55 19 26 16 38 0 22 16 0 5
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 43 102 163 166 75 180 185 35
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 43 102 163 166 75 180 185 35
tC, single (s) 4.2 4.1 7.2 6.6 6.3 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.3 2.2 3.6 4.1 3.4 3.5 4.0 3.3
p0 queue free % 100 99 95 100 98 98 100 99
cM capacity (veh/h) 1492 1503 779 708 976 759 701 1044
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 108 62 60 22
Volume Left 5 19 38 16
Volume Right 55 16 22 5
cSH 1492 1503 841 815
Volume to Capacity 0.00 0.01 0.07 0.03
Queue Length 95th (ft)0162
Control Delay (s) 0.4 2.3 9.6 9.5
Lane LOS AAAA
Approach Delay (s) 0.4 2.3 9.6 9.5
Approach LOS A A
Intersection Summary
Average Delay 3.9
Intersection Capacity Utilization 19.4% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
9: SE 158th Street & Kirkland Ave SE 2018 With-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\PM With-Project Network
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 16 15 60 28 20 67
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80
Hourly flow rate (vph) 20 19 75 35 25 84
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 226 92 110
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 226 92 110
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 97 98 98
cM capacity (veh/h) 753 970 1474
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 39 110 109
Volume Left 20 0 25
Volume Right 19 35 0
cSH 845 1700 1474
Volume to Capacity 0.05 0.06 0.02
Queue Length 95th (ft) 4 0 1
Control Delay (s) 9.5 0.0 1.8
Lane LOS A A
Approach Delay (s) 9.5 0.0 1.8
Approach LOS A
Intersection Summary
Average Delay 2.2
Intersection Capacity Utilization 21.3% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
10: SE 160th St & 126th Ave SE 2018 With-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\PM With-Project Network
Synchro 8 Report 4/22/2014
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Volume (veh/h) 30 30 20 63 65 13
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72
Hourly flow rate (vph) 42 42 28 88 90 18
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 242 99 108
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 242 99 108
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 94 96 98
cM capacity (veh/h) 736 962 1464
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 83 115 108
Volume Left 42 28 0
Volume Right 42 0 18
cSH 834 1464 1700
Volume to Capacity 0.10 0.02 0.06
Queue Length 95th (ft) 8 1 0
Control Delay (s) 9.8 1.9 0.0
Lane LOS A A
Approach Delay (s) 9.8 1.9 0.0
Approach LOS A
Intersection Summary
Average Delay 3.4
Intersection Capacity Utilization 21.3% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
11: SE 168th St & 126th Ave SE 2018 With-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\PM With-Project Network
Synchro 8 Report 4/22/2014
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Volume (veh/h) 73 270 35 5 115 5 10 5555 4 0
Sign Control Free Free Stop Stop
Grade 0% 0% 0% 0%
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91
Hourly flow rate (vph) 80 297 38 5 126 5 11 5555 4 4
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 132 335 663 619 316 625 636 129
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 132 335 663 619 316 625 636 129
tC, single (s) 4.1 4.1 7.1 6.5 6.2 7.1 6.5 6.2
tC, 2 stage (s)
tF (s) 2.2 2.2 3.5 4.0 3.3 3.5 4.0 3.3
p0 queue free % 94 100 97 99 99 99 99 95
cM capacity (veh/h) 1453 1230 339 383 729 375 375 926
Direction, Lane # EB 1 WB 1 NB 1 SB 1
Volume Total 415 137 22 55
Volume Left 80 5 11 5
Volume Right 38 5 5 44
cSH 1453 1230 405 716
Volume to Capacity 0.06 0.00 0.05 0.08
Queue Length 95th (ft)4046
Control Delay (s) 1.9 0.4 14.4 10.4
Lane LOS AABB
Approach Delay (s) 1.9 0.4 14.4 10.4
Approach LOS B B
Intersection Summary
Average Delay 2.7
Intersection Capacity Utilization 37.4% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
12: SE 158th Street & 124th Pl SE 2018 With-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 3-25-2014\PM With-Project Network
Synchro 8 Report 4/22/2014
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Volume (veh/h) 18 35 20 3 2 11
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84
Hourly flow rate (vph) 21 42 24 4 2 13
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 27 110 26
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 27 110 26
tC, single (s) 4.1 6.4 6.2
tC, 2 stage (s)
tF (s) 2.2 3.5 3.3
p0 queue free % 99 100 99
cM capacity (veh/h) 1599 880 1056
Direction, Lane # EB 1 WB 1 SB 1
Volume Total 63 27 15
Volume Left 21 0 2
Volume Right 0 4 13
cSH 1599 1700 1025
Volume to Capacity 0.01 0.02 0.02
Queue Length 95th (ft) 1 0 1
Control Delay (s) 2.5 0.0 8.6
Lane LOS A A
Approach Delay (s) 2.5 0.0 8.6
Approach LOS A
Intersection Summary
Average Delay 2.8
Intersection Capacity Utilization 19.5% ICU Level of Service A
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
13: 116th Ave SE/Edmonds Ave SE & SE 16th Street 2018 With-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\PM With-Project 4-16-201
Synchro 8 Report 4/22/2014
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Volume (veh/h) 30 114 190 55 208 270
Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 31 119 198 57 217 281
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 941 227 255
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 941 227 255
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)
tF (s) 3.5 3.3 2.2
p0 queue free % 87 85 84
cM capacity (veh/h) 245 815 1316
Direction, Lane # WB 1 NB 1 SB 1
Volume Total 150 255 498
Volume Left 31 0 217
Volume Right 119 57 0
cSH 549 1700 1316
Volume to Capacity 0.27 0.15 0.16
Queue Length 95th (ft) 28 0 15
Control Delay (s) 14.0 0.0 4.5
Lane LOS B A
Approach Delay (s) 14.0 0.0 4.5
Approach LOS B
Intersection Summary
Average Delay 4.8
Intersection Capacity Utilization 57.8% ICU Level of Service B
Analysis Period (min) 15
HCM Unsignalized Intersection Capacity Analysis Reserve at Tiffany Park
14: Edmonds Way SE & SE 16th Street 2018 With-Project PM
Q:\Projects\13\13175.00 - Renton School Site-Henley Residential\Traffic Analysis\Traffic Operations\Synchro\Update 4-16-2014\PM With-Project 4-16-201
Synchro 8 Report 4/22/2014
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Volume (veh/h) 243 15 5 144 5 5
Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Hourly flow rate (vph) 253 16 5 150 5 5
Pedestrians
Lane Width (ft)
Walking Speed (ft/s)
Percent Blockage
Right turn flare (veh)
Median type None None
Median storage veh)
Upstream signal (ft)
pX, platoon unblocked
vC, conflicting volume 269 421 261
vC1, stage 1 conf vol
vC2, stage 2 conf vol
vCu, unblocked vol 269 421 261
tC, single (s) 4.1 6.6 6.4
tC, 2 stage (s)
tF (s) 2.2 3.7 3.5
p0 queue free % 100 99 99
cM capacity (veh/h) 1301 559 743
Direction, Lane # EB 1 WB 1 NB 1
Volume Total 269 155 10
Volume Left 0 5 5
Volume Right 16 0 5
cSH 1700 1301 638
Volume to Capacity 0.16 0.00 0.02
Queue Length 95th (ft) 0 0 1
Control Delay (s) 0.0 0.3 10.7
Lane LOS A B
Approach Delay (s) 0.0 0.3 10.7
Approach LOS B
Intersection Summary
Average Delay 0.4
Intersection Capacity Utilization 23.7% ICU Level of Service A
Analysis Period (min) 15
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Location:SE 16TH ST NORTHEAST OF EDMONDS WAY SE
Count Direction:Eastbound / Westbound
Date Range:3/12/2014 to 3/18/2014
Site Code:01
Total
0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume
Eastbound 35 239 1,972 6,230 2,670 184 18 3 0 0 0 0 0 0 0 0 0 11,351
Percent 0.3%2.1%17.4%54.9%23.5%1.6%0.2%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%100%
Westbound 16 170 1,604 5,299 4,054 523 24 0 0 0 0 0 0 0 0 0 0 11,690
Percent 0.1%1.5%13.7%45.3%34.7%4.5%0.2%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%100%
Total 51 409 3,576 11,529 6,724 707 42 3 0 0 0 0 0 0 0 0 0 23,041
Percent 0.2%1.8%15.5%50.0%29.2%3.1%0.2%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%100%
Eastbound Eastbound
50th Percentile (Median)22.8 mph Mean (Average) Speed 22.8 mph
26.2 mph 10 mph Pace 17.7 - 27.7 mph
28.2 mph Percent in Pace 85.9 %
Westbound Westbound
50th Percentile (Median)23.9 mph Mean (Average) Speed 23.9 mph
27.5 mph 10 mph Pace 18.8 - 28.8 mph
29.8 mph Percent in Pace 81.8 %
Vehicle Speed Report Summary
Study Total
Speed Range (mph)
Total Study Percentile Speed Summary Total Study Speed Statistics
85th Percentile
95th Percentile
85th Percentile
95th Percentile
Mark Skaggs:425-250-0777
mark.skaggs@idaxdata.com 1
Location:SE 16TH ST NORTHEAST OF EDMONDS WAY SE
Date Range:3/12/2014 to 3/18/2014
Site Code:01
Eastbound
Total
Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume
12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1:00 AM 1 0 1 3 0 0 0 0 0 0 0 0 0 0 0 0 0 5
2:00 AM 0 0 1 11 0 1 0 0 0 0 0 0 0 0 0 0 0 13
3:00 AM 0 0 2 4 0 1 0 0 0 0 0 0 0 0 0 0 0 7
4:00 AM 0 0 1 4 3 0 0 0 0 0 0 0 0 0 0 0 0 8
5:00 AM 0 1 2 3 4 0 0 0 0 0 0 0 0 0 0 0 0 10
6:00 AM 0 0 1 12 8 1 0 0 0 0 0 0 0 0 0 0 0 22
7:00 AM 0 0 11 34 17 2 0 0 0 0 0 0 0 0 0 0 0 64
8:00 AM 0 2 12 47 13 1 0 0 0 0 0 0 0 0 0 0 0 75
9:00 AM 3 2 8 19 15 2 0 0 0 0 0 0 0 0 0 0 0 49
10:00 AM 0 2 10 31 7 1 0 0 0 0 0 0 0 0 0 0 0 51
11:00 AM 0 1 10 31 8 2 0 0 0 0 0 0 0 0 0 0 0 52
12:00 PM 0 3 11 36 23 1 0 0 0 0 0 0 0 0 0 0 0 74
1:00 PM 0 1 13 58 18 0 0 0 0 0 0 0 0 0 0 0 0 90
2:00 PM 0 3 14 63 37 1 0 0 0 0 0 0 0 0 0 0 0 118
3:00 PM 0 2 20 104 43 0 0 0 0 0 0 0 0 0 0 0 0 169
4:00 PM 0 2 29 79 46 7 0 0 0 0 0 0 0 0 0 0 0 163
5:00 PM 1 1 30 113 56 10 0 0 0 0 0 0 0 0 0 0 0 211
6:00 PM 0 6 30 100 38 3 1 0 0 0 0 0 0 0 0 0 0 178
7:00 PM 0 3 24 68 25 1 0 1 0 0 0 0 0 0 0 0 0 122
8:00 PM 0 0 17 65 26 0 0 0 0 0 0 0 0 0 0 0 0 108
9:00 PM 0 0 12 57 10 1 0 0 0 0 0 0 0 0 0 0 0 80
10:00 PM 0 1 10 33 11 1 0 0 0 0 0 0 0 0 0 0 0 56
11:00 PM 1 2 6 20 5 0 0 0 0 0 0 0 0 0 0 0 0 34
Total 6 32 275 995 413 36 1 1 0 0 0 0 0 0 0 0 0 1,759
Percent 0.3%1.8%15.6%56.6%23.5%2.0%0.1%0.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
50th Percentile (Median)22.8 mph Mean (Average) Speed 22.9 mph
85th Percentile 26.2 mph 10 mph Pace mph
95th Percentile 28.2 mph Percent in Pace 86.9 %
Wednesday, March 12, 2014
Speed Range (mph)
17.9 - 27.9
Speed StatisticsDaily Percentile Speed Summary
Mark Skaggs:425-250-0777
mark.skaggs@idaxdata.com 2
Location:SE 16TH ST NORTHEAST OF EDMONDS WAY SE
Date Range:3/12/2014 to 3/18/2014
Site Code:01
Westbound
Total
Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume
12:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
1:00 AM 0 1 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 3
2:00 AM 0 0 1 1 5 0 0 0 0 0 0 0 0 0 0 0 0 7
3:00 AM 0 1 1 4 2 0 0 0 0 0 0 0 0 0 0 0 0 8
4:00 AM 0 0 2 20 9 3 0 0 0 0 0 0 0 0 0 0 0 34
5:00 AM 0 2 11 46 24 2 0 0 0 0 0 0 0 0 0 0 0 85
6:00 AM 1 0 20 75 52 6 0 0 0 0 0 0 0 0 0 0 0 154
7:00 AM 0 2 22 90 79 7 0 0 0 0 0 0 0 0 0 0 0 200
8:00 AM 1 2 30 83 56 4 0 0 0 0 0 0 0 0 0 0 0 176
9:00 AM 0 6 8 41 31 6 0 0 0 0 0 0 0 0 0 0 0 92
10:00 AM 0 3 11 30 21 5 0 0 0 0 0 0 0 0 0 0 0 70
11:00 AM 0 0 10 52 37 4 2 0 0 0 0 0 0 0 0 0 0 105
12:00 PM 0 0 10 33 25 4 1 0 0 0 0 0 0 0 0 0 0 73
1:00 PM 0 0 11 41 31 7 0 0 0 0 0 0 0 0 0 0 0 90
2:00 PM 1 2 15 33 46 11 0 0 0 0 0 0 0 0 0 0 0 108
3:00 PM 0 3 12 73 22 4 0 0 0 0 0 0 0 0 0 0 0 114
4:00 PM 0 3 11 42 38 6 0 0 0 0 0 0 0 0 0 0 0 100
5:00 PM 1 0 21 35 48 5 0 0 0 0 0 0 0 0 0 0 0 110
6:00 PM 0 1 15 58 31 7 0 0 0 0 0 0 0 0 0 0 0 112
7:00 PM 1 0 11 30 21 1 0 0 0 0 0 0 0 0 0 0 0 64
8:00 PM 0 0 5 29 7 1 0 0 0 0 0 0 0 0 0 0 0 42
9:00 PM 0 2 3 21 13 5 1 0 0 0 0 0 0 0 0 0 0 45
10:00 PM 0 0 1 14 12 0 0 0 0 0 0 0 0 0 0 0 0 27
11:00 PM 0 0 3 10 4 0 1 0 0 0 0 0 0 0 0 0 0 18
Total 5 28 235 861 615 88 5 0 0 0 0 0 0 0 0 0 0 1,837
Percent 0.3%1.5%12.8%46.9%33.5%4.8%0.3%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
50th Percentile (Median)23.9 mph Mean (Average) Speed 23.8 mph
85th Percentile 27.5 mph 10 mph Pace mph
95th Percentile 30.0 mph Percent in Pace 81.7 %
19.5 - 29.5
Wednesday, March 12, 2014
Speed Range (mph)
Daily Percentile Speed Summary Speed Statistics
Mark Skaggs:425-250-0777
mark.skaggs@idaxdata.com 3
Location:SE 16TH ST NORTHEAST OF EDMONDS WAY SE
Date Range:3/12/2014 to 3/18/2014
Site Code:01
Eastbound
Total
Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume
12:00 AM 1 1 5 14 4 0 0 0 0 0 0 0 0 0 0 0 0 25
1:00 AM 0 0 1 5 1 0 0 0 0 0 0 0 0 0 0 0 0 7
2:00 AM 0 0 2 8 1 0 0 0 0 0 0 0 0 0 0 0 0 11
3:00 AM 0 0 1 2 3 0 0 0 0 0 0 0 0 0 0 0 0 6
4:00 AM 0 0 3 0 2 0 0 0 0 0 0 0 0 0 0 0 0 5
5:00 AM 0 0 1 4 5 0 0 0 0 0 0 0 0 0 0 0 0 10
6:00 AM 0 0 2 9 10 0 0 0 0 0 0 0 0 0 0 0 0 21
7:00 AM 0 0 6 31 14 2 0 0 0 0 0 0 0 0 0 0 0 53
8:00 AM 0 1 11 43 20 1 0 0 0 0 0 0 0 0 0 0 0 76
9:00 AM 0 2 11 16 8 0 0 0 0 0 0 0 0 0 0 0 0 37
10:00 AM 0 0 11 28 9 0 0 0 0 0 0 0 0 0 0 0 0 48
11:00 AM 0 0 6 38 16 0 0 0 0 0 0 0 0 0 0 0 0 60
12:00 PM 0 2 11 50 21 1 0 0 0 0 0 0 0 0 0 0 0 85
1:00 PM 0 1 7 45 20 3 0 0 0 0 0 0 0 0 0 0 0 76
2:00 PM 0 1 18 73 22 4 0 0 0 0 0 0 0 0 0 0 0 118
3:00 PM 0 3 15 88 44 1 0 0 0 0 0 0 0 0 0 0 0 151
4:00 PM 0 2 23 89 53 5 0 0 0 0 0 0 0 0 0 0 0 172
5:00 PM 0 4 33 101 41 2 1 0 0 0 0 0 0 0 0 0 0 182
6:00 PM 0 2 22 118 43 2 1 0 0 0 0 0 0 0 0 0 0 188
7:00 PM 1 4 25 56 32 1 0 0 0 0 0 0 0 0 0 0 0 119
8:00 PM 7 1 24 68 19 2 0 0 0 0 0 0 0 0 0 0 0 121
9:00 PM 0 0 17 45 16 0 0 0 0 0 0 0 0 0 0 0 0 78
10:00 PM 0 0 14 32 15 2 0 0 0 0 0 0 0 0 0 0 0 63
11:00 PM 0 1 12 17 4 1 0 0 0 0 0 0 0 0 0 0 0 35
Total 9 25 281 980 423 27 2 0 0 0 0 0 0 0 0 0 0 1,747
Percent 0.5%1.4%16.1%56.1%24.2%1.5%0.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
50th Percentile (Median)23.0 mph Mean (Average) Speed 22.9 mph
85th Percentile 26.2 mph 10 mph Pace mph
95th Percentile 28.4 mph Percent in Pace 86.3 %
Thursday, March 13, 2014
Speed Range (mph)
Daily Percentile Speed Summary Speed Statistics
17.7 - 27.7
Mark Skaggs:425-250-0777
mark.skaggs@idaxdata.com 4
Location:SE 16TH ST NORTHEAST OF EDMONDS WAY SE
Date Range:3/12/2014 to 3/18/2014
Site Code:01
Westbound
Total
Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume
12:00 AM 0 0 1 6 3 0 0 0 0 0 0 0 0 0 0 0 0 10
1:00 AM 0 0 1 1 3 1 0 0 0 0 0 0 0 0 0 0 0 6
2:00 AM 0 0 0 2 1 1 0 0 0 0 0 0 0 0 0 0 0 4
3:00 AM 0 0 1 1 3 0 0 0 0 0 0 0 0 0 0 0 0 5
4:00 AM 0 0 4 19 10 3 0 0 0 0 0 0 0 0 0 0 0 36
5:00 AM 0 1 7 44 39 4 0 0 0 0 0 0 0 0 0 0 0 95
6:00 AM 0 0 19 86 46 6 0 0 0 0 0 0 0 0 0 0 0 157
7:00 AM 0 2 23 81 98 12 0 0 0 0 0 0 0 0 0 0 0 216
8:00 AM 0 3 23 89 56 8 0 0 0 0 0 0 0 0 0 0 0 179
9:00 AM 0 2 12 40 26 9 0 0 0 0 0 0 0 0 0 0 0 89
10:00 AM 0 1 11 33 26 1 0 0 0 0 0 0 0 0 0 0 0 72
11:00 AM 1 4 10 41 30 2 1 0 0 0 0 0 0 0 0 0 0 89
12:00 PM 0 2 8 17 16 6 0 0 0 0 0 0 0 0 0 0 0 49
1:00 PM 0 4 12 31 33 6 0 0 0 0 0 0 0 0 0 0 0 86
2:00 PM 1 3 14 31 33 3 0 0 0 0 0 0 0 0 0 0 0 85
3:00 PM 0 0 11 59 29 8 0 0 0 0 0 0 0 0 0 0 0 107
4:00 PM 0 0 14 52 34 6 0 0 0 0 0 0 0 0 0 0 0 106
5:00 PM 1 2 12 31 43 5 0 0 0 0 0 0 0 0 0 0 0 94
6:00 PM 0 1 9 55 32 2 0 0 0 0 0 0 0 0 0 0 0 99
7:00 PM 0 1 15 33 20 1 0 0 0 0 0 0 0 0 0 0 0 70
8:00 PM 0 0 7 22 23 1 0 0 0 0 0 0 0 0 0 0 0 53
9:00 PM 0 1 10 20 17 2 0 0 0 0 0 0 0 0 0 0 0 50
10:00 PM 0 1 4 11 9 2 0 0 0 0 0 0 0 0 0 0 0 27
11:00 PM 0 0 0 9 7 0 1 0 0 0 0 0 0 0 0 0 0 17
Total 3 28 228 814 637 89 2 0 0 0 0 0 0 0 0 0 0 1,801
Percent 0.2%1.6%12.7%45.2%35.4%4.9%0.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
50th Percentile (Median)24.2 mph Mean (Average) Speed 24 mph
85th Percentile 27.5 mph 10 mph Pace mph
95th Percentile 30.0 mph Percent in Pace 83.1 %
Thursday, March 13, 2014
Speed Range (mph)
Daily Percentile Speed Summary Speed Statistics
19.0 - 29.0
Mark Skaggs:425-250-0777
mark.skaggs@idaxdata.com 5
Location:SE 16TH ST NORTHEAST OF EDMONDS WAY SE
Date Range:3/12/2014 to 3/18/2014
Site Code:01
Eastbound
Total
Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume
12:00 AM 0 0 8 17 2 1 0 0 0 0 0 0 0 0 0 0 0 28
1:00 AM 0 0 2 6 2 0 0 0 0 0 0 0 0 0 0 0 0 10
2:00 AM 0 0 1 7 1 0 0 0 0 0 0 0 0 0 0 0 0 9
3:00 AM 0 0 0 3 1 0 0 0 0 0 0 0 0 0 0 0 0 4
4:00 AM 1 0 2 5 0 0 0 0 0 0 0 0 0 0 0 0 0 8
5:00 AM 0 0 2 5 1 0 0 0 0 0 0 0 0 0 0 0 0 8
6:00 AM 0 0 4 8 6 0 0 0 0 0 0 0 0 0 0 0 0 18
7:00 AM 0 0 6 22 13 0 0 0 0 0 0 0 0 0 0 0 0 41
8:00 AM 0 1 3 19 19 2 1 0 0 0 0 0 0 0 0 0 0 45
9:00 AM 0 2 12 43 20 3 0 0 0 0 0 0 0 0 0 0 0 80
10:00 AM 0 1 12 37 19 1 0 0 0 0 0 0 0 0 0 0 0 70
11:00 AM 0 2 11 33 13 1 0 0 0 0 0 0 0 0 0 0 0 60
12:00 PM 0 4 8 27 15 0 0 0 0 0 0 0 0 0 0 0 0 54
1:00 PM 0 1 10 37 23 2 0 0 0 0 0 0 0 0 0 0 0 73
2:00 PM 0 0 18 74 46 4 0 0 0 0 0 0 0 0 0 0 0 142
3:00 PM 0 0 23 81 39 7 1 0 0 0 0 0 0 0 0 0 0 151
4:00 PM 0 4 28 93 56 0 1 0 0 0 0 0 0 0 0 0 0 182
5:00 PM 0 1 24 118 51 7 1 0 0 0 0 0 0 0 0 0 0 202
6:00 PM 0 1 24 81 51 5 0 0 0 0 0 0 0 0 0 0 0 162
7:00 PM 0 4 19 62 30 3 1 0 0 0 0 0 0 0 0 0 0 119
8:00 PM 0 0 23 56 27 1 0 0 0 0 0 0 0 0 0 0 0 107
9:00 PM 0 0 18 45 14 0 1 0 0 0 0 0 0 0 0 0 0 78
10:00 PM 2 0 14 52 11 0 0 0 0 0 0 0 0 0 0 0 0 79
11:00 PM 0 0 9 25 11 1 0 0 0 0 0 0 0 0 0 0 0 46
Total 3 21 281 956 471 38 6 0 0 0 0 0 0 0 0 0 0 1,776
Percent 0.2%1.2%15.8%53.8%26.5%2.1%0.3%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
50th Percentile (Median)23.0 mph Mean (Average) Speed 23.2 mph
85th Percentile 26.4 mph 10 mph Pace mph
95th Percentile 28.9 mph Percent in Pace 86.3 %
Daily Percentile Speed Summary Speed Statistics
18.6 - 28.6
Friday, March 14, 2014
Speed Range (mph)
Mark Skaggs:425-250-0777
mark.skaggs@idaxdata.com 6
Location:SE 16TH ST NORTHEAST OF EDMONDS WAY SE
Date Range:3/12/2014 to 3/18/2014
Site Code:01
Westbound
Total
Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume
12:00 AM 0 0 4 2 3 1 1 0 0 0 0 0 0 0 0 0 0 11
1:00 AM 0 0 0 1 1 0 0 0 0 0 0 0 0 0 0 0 0 2
2:00 AM 0 0 0 3 2 0 0 0 0 0 0 0 0 0 0 0 0 5
3:00 AM 0 0 1 2 2 0 0 0 0 0 0 0 0 0 0 0 0 5
4:00 AM 0 0 5 13 16 0 0 0 0 0 0 0 0 0 0 0 0 34
5:00 AM 0 1 9 45 27 5 0 0 0 0 0 0 0 0 0 0 0 87
6:00 AM 0 0 21 65 48 4 0 0 0 0 0 0 0 0 0 0 0 138
7:00 AM 0 1 20 104 71 4 0 0 0 0 0 0 0 0 0 0 0 200
8:00 AM 0 4 15 57 36 6 0 0 0 0 0 0 0 0 0 0 0 118
9:00 AM 0 1 23 53 52 6 0 0 0 0 0 0 0 0 0 0 0 135
10:00 AM 0 3 14 50 37 7 0 0 0 0 0 0 0 0 0 0 0 111
11:00 AM 0 0 9 53 36 1 1 0 0 0 0 0 0 0 0 0 0 100
12:00 PM 0 3 4 31 27 6 0 0 0 0 0 0 0 0 0 0 0 71
1:00 PM 0 1 14 36 23 5 0 0 0 0 0 0 0 0 0 0 0 79
2:00 PM 0 1 20 38 27 1 0 0 0 0 0 0 0 0 0 0 0 87
3:00 PM 0 2 18 66 36 2 0 0 0 0 0 0 0 0 0 0 0 124
4:00 PM 0 4 17 45 30 2 2 0 0 0 0 0 0 0 0 0 0 100
5:00 PM 0 1 13 33 39 3 1 0 0 0 0 0 0 0 0 0 0 90
6:00 PM 0 3 16 45 25 8 0 0 0 0 0 0 0 0 0 0 0 97
7:00 PM 0 0 17 47 24 4 0 0 0 0 0 0 0 0 0 0 0 92
8:00 PM 0 1 10 37 28 4 0 0 0 0 0 0 0 0 0 0 0 80
9:00 PM 1 0 11 22 16 3 0 0 0 0 0 0 0 0 0 0 0 53
10:00 PM 0 1 3 15 20 2 0 0 0 0 0 0 0 0 0 0 0 41
11:00 PM 0 0 5 14 9 0 0 0 0 0 0 0 0 0 0 0 0 28
Total 1 27 269 877 635 74 5 0 0 0 0 0 0 0 0 0 0 1,888
Percent 0.1%1.4%14.2%46.5%33.6%3.9%0.3%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
50th Percentile (Median)23.7 mph Mean (Average) Speed 23.7 mph
85th Percentile 27.3 mph 10 mph Pace mph
95th Percentile 29.3 mph Percent in Pace 83.2 %
Speed Range (mph)
Friday, March 14, 2014
Daily Percentile Speed Summary Speed Statistics
18.3 - 28.3
Mark Skaggs:425-250-0777
mark.skaggs@idaxdata.com 7
Location:SE 16TH ST NORTHEAST OF EDMONDS WAY SE
Date Range:3/12/2014 to 3/18/2014
Site Code:01
Eastbound
Total
Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume
12:00 AM 0 0 3 23 11 0 0 0 0 0 0 0 0 0 0 0 0 37
1:00 AM 0 0 5 15 3 1 0 0 0 0 0 0 0 0 0 0 0 24
2:00 AM 0 1 5 11 4 1 1 0 0 0 0 0 0 0 0 0 0 23
3:00 AM 0 0 1 8 2 0 0 0 0 0 0 0 0 0 0 0 0 11
4:00 AM 0 1 2 4 2 0 0 0 0 0 0 0 0 0 0 0 0 9
5:00 AM 0 0 2 2 3 0 0 0 0 0 0 0 0 0 0 0 0 7
6:00 AM 0 0 3 2 1 0 0 0 0 0 0 0 0 0 0 0 0 6
7:00 AM 0 1 3 9 2 0 0 0 0 0 0 0 0 0 0 0 0 15
8:00 AM 0 1 2 17 3 0 0 0 0 0 0 0 0 0 0 0 0 23
9:00 AM 0 0 14 22 8 1 0 0 0 0 0 0 0 0 0 0 0 45
10:00 AM 0 2 15 24 11 1 0 0 0 0 0 0 0 0 0 0 0 53
11:00 AM 1 3 18 43 10 1 0 0 0 0 0 0 0 0 0 0 0 76
12:00 PM 0 7 14 46 18 0 0 0 0 0 0 0 0 0 0 0 0 85
1:00 PM 1 3 21 53 34 0 0 0 0 0 0 0 0 0 0 0 0 112
2:00 PM 0 4 15 56 19 2 0 0 0 0 0 0 0 0 0 0 0 96
3:00 PM 0 3 21 62 38 2 0 0 0 0 0 0 0 0 0 0 0 126
4:00 PM 1 6 19 75 25 1 0 0 0 0 0 0 0 0 0 0 0 127
5:00 PM 0 2 24 52 27 2 0 0 0 0 0 0 0 0 0 0 0 107
6:00 PM 0 1 22 49 31 4 0 0 0 0 0 0 0 0 0 0 0 107
7:00 PM 0 3 22 54 18 0 0 0 0 0 0 0 0 0 0 0 0 97
8:00 PM 0 7 37 47 12 1 0 0 0 0 0 0 0 0 0 0 0 104
9:00 PM 0 3 17 34 7 1 0 0 0 0 0 0 0 0 0 0 0 62
10:00 PM 0 1 16 38 6 0 0 0 0 0 0 0 0 0 0 0 0 61
11:00 PM 1 2 13 23 7 1 0 0 0 0 0 0 0 0 0 0 0 47
Total 4 51 314 769 302 19 1 0 0 0 0 0 0 0 0 0 0 1,460
Percent 0.3%3.5%21.5%52.7%20.7%1.3%0.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
50th Percentile (Median)22.4 mph Mean (Average) Speed 22.3 mph
85th Percentile 25.7 mph 10 mph Pace mph
95th Percentile 27.7 mph Percent in Pace 85.5 %
Daily Percentile Speed Summary Speed Statistics
17.4 - 27.4
Saturday, March 15, 2014
Speed Range (mph)
Mark Skaggs:425-250-0777
mark.skaggs@idaxdata.com 8
Location:SE 16TH ST NORTHEAST OF EDMONDS WAY SE
Date Range:3/12/2014 to 3/18/2014
Site Code:01
Westbound
Total
Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume
12:00 AM 0 1 5 8 5 1 0 0 0 0 0 0 0 0 0 0 0 20
1:00 AM 0 0 2 3 5 0 0 0 0 0 0 0 0 0 0 0 0 10
2:00 AM 0 0 0 4 3 2 0 0 0 0 0 0 0 0 0 0 0 9
3:00 AM 0 0 1 3 1 0 0 0 0 0 0 0 0 0 0 0 0 5
4:00 AM 0 0 1 6 3 0 0 0 0 0 0 0 0 0 0 0 0 10
5:00 AM 0 0 1 11 10 1 0 0 0 0 0 0 0 0 0 0 0 23
6:00 AM 0 0 4 22 6 3 0 0 0 0 0 0 0 0 0 0 0 35
7:00 AM 0 0 6 13 25 2 0 0 0 0 0 0 0 0 0 0 0 46
8:00 AM 0 0 7 35 55 5 0 0 0 0 0 0 0 0 0 0 0 102
9:00 AM 0 0 9 39 30 6 0 0 0 0 0 0 0 0 0 0 0 84
10:00 AM 0 1 20 48 32 1 1 0 0 0 0 0 0 0 0 0 0 103
11:00 AM 0 0 15 53 35 5 0 0 0 0 0 0 0 0 0 0 0 108
12:00 PM 0 1 14 41 35 2 0 0 0 0 0 0 0 0 0 0 0 93
1:00 PM 0 2 25 48 41 4 0 0 0 0 0 0 0 0 0 0 0 120
2:00 PM 1 2 21 45 29 4 0 0 0 0 0 0 0 0 0 0 0 102
3:00 PM 1 0 13 50 28 6 0 0 0 0 0 0 0 0 0 0 0 98
4:00 PM 0 1 18 38 28 4 1 0 0 0 0 0 0 0 0 0 0 90
5:00 PM 0 2 14 45 40 8 0 0 0 0 0 0 0 0 0 0 0 109
6:00 PM 0 2 13 38 29 6 1 0 0 0 0 0 0 0 0 0 0 89
7:00 PM 1 5 7 25 14 4 0 0 0 0 0 0 0 0 0 0 0 56
8:00 PM 0 2 11 26 17 1 0 0 0 0 0 0 0 0 0 0 0 57
9:00 PM 0 0 9 19 17 3 0 0 0 0 0 0 0 0 0 0 0 48
10:00 PM 0 1 4 17 23 1 0 0 0 0 0 0 0 0 0 0 0 46
11:00 PM 0 0 6 17 10 0 0 0 0 0 0 0 0 0 0 0 0 33
Total 3 20 226 654 521 69 3 0 0 0 0 0 0 0 0 0 0 1,496
Percent 0.2%1.3%15.1%43.7%34.8%4.6%0.2%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
50th Percentile (Median)23.9 mph Mean (Average) Speed 23.9 mph
85th Percentile 27.7 mph 10 mph Pace mph
95th Percentile 29.8 mph Percent in Pace 79.9 %
18.8 - 28.8
Daily Percentile Speed Summary Speed Statistics
Saturday, March 15, 2014
Speed Range (mph)
Mark Skaggs:425-250-0777
mark.skaggs@idaxdata.com 9
Location:SE 16TH ST NORTHEAST OF EDMONDS WAY SE
Date Range:3/12/2014 to 3/18/2014
Site Code:01
Eastbound
Total
Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume
12:00 AM 0 2 8 19 6 1 1 0 0 0 0 0 0 0 0 0 0 37
1:00 AM 0 0 8 9 5 0 0 0 0 0 0 0 0 0 0 0 0 22
2:00 AM 0 0 6 10 7 1 0 0 0 0 0 0 0 0 0 0 0 24
3:00 AM 0 4 2 5 1 0 0 0 0 0 0 0 0 0 0 0 0 12
4:00 AM 0 0 1 5 1 0 0 0 0 0 0 0 0 0 0 0 0 7
5:00 AM 0 0 1 5 1 0 0 0 0 0 0 0 0 0 0 0 0 7
6:00 AM 0 0 1 1 1 0 0 0 0 0 0 0 0 0 0 0 0 3
7:00 AM 0 0 2 3 2 0 0 0 0 0 0 0 0 0 0 0 0 7
8:00 AM 0 0 3 10 5 0 0 0 0 0 0 0 0 0 0 0 0 18
9:00 AM 0 0 2 13 9 0 0 0 0 0 0 0 0 0 0 0 0 24
10:00 AM 0 0 4 35 8 1 0 0 0 0 0 0 0 0 0 0 0 48
11:00 AM 1 1 11 38 16 1 0 0 0 0 0 0 0 0 0 0 0 68
12:00 PM 1 2 17 53 24 2 0 0 0 0 0 0 0 0 0 0 0 99
1:00 PM 0 1 19 54 17 2 0 0 0 0 0 0 0 0 0 0 0 93
2:00 PM 1 0 21 68 25 0 0 0 0 0 0 0 0 0 0 0 0 115
3:00 PM 1 2 11 49 36 1 0 0 0 0 0 0 0 0 0 0 0 100
4:00 PM 0 1 14 50 14 1 0 0 0 0 0 0 0 0 0 0 0 80
5:00 PM 0 3 13 70 24 3 0 0 0 0 0 0 0 0 0 0 0 113
6:00 PM 1 2 20 61 23 2 0 0 0 0 0 0 0 0 0 0 0 109
7:00 PM 0 1 17 46 10 1 0 0 0 0 0 0 0 0 0 0 0 75
8:00 PM 0 2 16 46 13 0 0 0 0 0 0 0 0 0 0 0 0 77
9:00 PM 0 3 17 21 13 1 0 0 0 0 0 0 0 0 0 0 0 55
10:00 PM 0 2 8 14 7 1 0 0 0 0 0 0 0 0 0 0 0 32
11:00 PM 0 0 6 13 3 0 0 0 0 0 0 0 0 0 0 0 0 22
Total 5 26 228 698 271 18 1 0 0 0 0 0 0 0 0 0 0 1,247
Percent 0.4%2.1%18.3%56.0%21.7%1.4%0.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
50th Percentile (Median)22.6 mph Mean (Average) Speed 22.5 mph
85th Percentile 25.9 mph 10 mph Pace mph
95th Percentile 28.2 mph Percent in Pace 85.9 %
Speed Range (mph)
Daily Percentile Speed Summary Speed Statistics
17.4 - 27.4
Sunday, March 16, 2014
Mark Skaggs:425-250-0777
mark.skaggs@idaxdata.com 10
Location:SE 16TH ST NORTHEAST OF EDMONDS WAY SE
Date Range:3/12/2014 to 3/18/2014
Site Code:01
Westbound
Total
Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume
12:00 AM 0 1 2 12 4 1 0 0 0 0 0 0 0 0 0 0 0 20
1:00 AM 0 0 3 5 1 1 0 0 0 0 0 0 0 0 0 0 0 10
2:00 AM 0 0 1 2 2 1 0 0 0 0 0 0 0 0 0 0 0 6
3:00 AM 0 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 4
4:00 AM 0 0 0 3 2 0 0 0 0 0 0 0 0 0 0 0 0 5
5:00 AM 0 0 1 5 1 0 0 0 0 0 0 0 0 0 0 0 0 7
6:00 AM 0 0 4 9 5 1 1 0 0 0 0 0 0 0 0 0 0 20
7:00 AM 0 0 3 11 17 2 0 0 0 0 0 0 0 0 0 0 0 33
8:00 AM 0 1 7 27 21 1 0 0 0 0 0 0 0 0 0 0 0 57
9:00 AM 0 1 9 40 31 3 1 0 0 0 0 0 0 0 0 0 0 85
10:00 AM 0 1 19 35 36 5 0 0 0 0 0 0 0 0 0 0 0 96
11:00 AM 0 2 10 39 35 6 0 0 0 0 0 0 0 0 0 0 0 92
12:00 PM 0 1 14 45 30 3 0 0 0 0 0 0 0 0 0 0 0 93
1:00 PM 0 0 13 33 39 7 0 0 0 0 0 0 0 0 0 0 0 92
2:00 PM 1 1 10 32 27 7 0 0 0 0 0 0 0 0 0 0 0 78
3:00 PM 0 0 2 54 27 7 1 0 0 0 0 0 0 0 0 0 0 91
4:00 PM 0 2 13 44 24 3 0 0 0 0 0 0 0 0 0 0 0 86
5:00 PM 0 0 7 39 35 2 0 0 0 0 0 0 0 0 0 0 0 83
6:00 PM 0 1 10 16 27 1 0 0 0 0 0 0 0 0 0 0 0 55
7:00 PM 0 0 14 28 23 1 0 0 0 0 0 0 0 0 0 0 0 66
8:00 PM 0 2 3 16 20 2 0 0 0 0 0 0 0 0 0 0 0 43
9:00 PM 0 1 10 17 8 1 0 0 0 0 0 0 0 0 0 0 0 37
10:00 PM 0 3 4 16 7 1 0 0 0 0 0 0 0 0 0 0 0 31
11:00 PM 0 0 1 9 2 1 0 0 0 0 0 0 0 0 0 0 0 13
Total 1 17 160 539 426 57 3 0 0 0 0 0 0 0 0 0 0 1,203
Percent 0.1%1.4%13.3%44.8%35.4%4.7%0.2%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
50th Percentile (Median)23.9 mph Mean (Average) Speed 24 mph
85th Percentile 27.5 mph 10 mph Pace mph
95th Percentile 29.8 mph Percent in Pace 82.3 %
Speed Range (mph)
Daily Percentile Speed Summary Speed Statistics
18.3 - 28.3
Sunday, March 16, 2014
Mark Skaggs:425-250-0777
mark.skaggs@idaxdata.com 11
Location:SE 16TH ST NORTHEAST OF EDMONDS WAY SE
Date Range:3/12/2014 to 3/18/2014
Site Code:01
Eastbound
Total
Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume
12:00 AM 0 0 3 6 3 0 0 0 0 0 0 0 0 0 0 0 0 12
1:00 AM 0 0 3 6 3 0 0 0 0 0 0 0 0 0 0 0 0 12
2:00 AM 0 0 2 4 2 0 0 0 0 0 0 0 0 0 0 0 0 8
3:00 AM 0 1 1 5 2 0 0 0 0 0 0 0 0 0 0 0 0 9
4:00 AM 0 0 2 2 0 0 0 0 0 0 0 0 0 0 0 0 0 4
5:00 AM 0 0 1 8 2 0 0 0 0 0 0 0 0 0 0 0 0 11
6:00 AM 0 4 7 10 9 0 0 0 0 0 0 0 0 0 0 0 0 30
7:00 AM 0 0 11 34 10 0 0 0 0 0 0 0 0 0 0 0 0 55
8:00 AM 0 2 14 35 25 1 0 0 0 0 0 0 0 0 0 0 0 77
9:00 AM 0 0 3 18 10 0 0 0 0 0 0 0 0 0 0 0 0 31
10:00 AM 0 0 7 25 10 0 1 0 0 0 0 0 0 0 0 0 0 43
11:00 AM 0 1 5 33 21 1 0 0 0 0 0 0 0 0 0 0 0 61
12:00 PM 0 5 13 29 16 4 0 0 0 0 0 0 0 0 0 0 0 67
1:00 PM 0 0 15 34 17 0 0 0 0 0 0 0 0 0 0 0 0 66
2:00 PM 0 9 22 52 10 0 0 0 0 0 0 0 0 0 0 0 0 93
3:00 PM 0 1 23 99 43 2 0 0 0 0 0 0 0 0 0 0 0 168
4:00 PM 0 0 23 92 59 1 0 0 0 0 0 0 0 0 0 0 0 175
5:00 PM 0 0 30 123 47 4 2 0 0 0 0 0 0 0 0 0 0 206
6:00 PM 1 5 32 90 32 2 1 0 0 0 0 0 0 0 0 0 0 163
7:00 PM 0 1 12 71 29 3 1 0 0 0 0 0 0 0 0 0 0 117
8:00 PM 1 2 17 42 16 0 0 0 0 0 0 0 0 0 0 0 0 78
9:00 PM 0 0 15 39 19 2 0 0 0 0 0 0 0 0 0 0 0 75
10:00 PM 0 0 13 27 5 0 0 0 0 0 0 0 0 0 0 0 0 45
11:00 PM 0 0 9 22 11 0 0 0 0 0 0 0 0 0 0 0 0 42
Total 2 31 283 906 401 20 5 0 0 0 0 0 0 0 0 0 0 1,648
Percent 0.1%1.9%17.2%55.0%24.3%1.2%0.3%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
50th Percentile (Median)22.8 mph Mean (Average) Speed 22.8 mph
85th Percentile 25.9 mph 10 mph Pace mph
95th Percentile 28.2 mph Percent in Pace 86.7 %
Speed Statistics
17.7 - 27.7
Daily Percentile Speed Summary
Speed Range (mph)
Monday, March 17, 2014
Mark Skaggs:425-250-0777
mark.skaggs@idaxdata.com 12
Location:SE 16TH ST NORTHEAST OF EDMONDS WAY SE
Date Range:3/12/2014 to 3/18/2014
Site Code:01
Westbound
Total
Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume
12:00 AM 0 0 0 1 5 1 0 0 0 0 0 0 0 0 0 0 0 7
1:00 AM 0 0 1 3 2 0 0 0 0 0 0 0 0 0 0 0 0 6
2:00 AM 0 0 4 2 1 0 0 0 0 0 0 0 0 0 0 0 0 7
3:00 AM 0 0 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 4
4:00 AM 0 0 3 15 10 1 0 0 0 0 0 0 0 0 0 0 0 29
5:00 AM 0 1 12 48 30 3 0 0 0 0 0 0 0 0 0 0 0 94
6:00 AM 0 3 24 88 37 3 0 0 0 0 0 0 0 0 0 0 0 155
7:00 AM 0 3 23 87 83 8 0 0 0 0 0 0 0 0 0 0 0 204
8:00 AM 0 1 21 72 61 8 0 0 0 0 0 0 0 0 0 0 0 163
9:00 AM 0 1 8 33 25 2 0 0 0 0 0 0 0 0 0 0 0 69
10:00 AM 0 0 11 20 25 6 0 0 0 0 0 0 0 0 0 0 0 62
11:00 AM 0 0 11 33 29 6 0 0 0 0 0 0 0 0 0 0 0 79
12:00 PM 0 1 6 28 22 2 0 0 0 0 0 0 0 0 0 0 0 59
1:00 PM 0 1 14 27 28 3 0 0 0 0 0 0 0 0 0 0 0 73
2:00 PM 0 2 18 46 32 3 0 0 0 0 0 0 0 0 0 0 0 101
3:00 PM 0 1 17 39 35 5 0 0 0 0 0 0 0 0 0 0 0 97
4:00 PM 0 3 8 47 34 7 1 0 0 0 0 0 0 0 0 0 0 100
5:00 PM 0 1 16 40 25 3 0 0 0 0 0 0 0 0 0 0 0 85
6:00 PM 0 2 12 30 46 6 0 0 0 0 0 0 0 0 0 0 0 96
7:00 PM 0 0 10 27 25 3 0 0 0 0 0 0 0 0 0 0 0 65
8:00 PM 0 0 5 34 17 7 0 0 0 0 0 0 0 0 0 0 0 63
9:00 PM 1 1 4 21 13 1 0 0 0 0 0 0 0 0 0 0 0 41
10:00 PM 0 0 4 12 12 0 0 0 0 0 0 0 0 0 0 0 0 28
11:00 PM 0 0 2 8 5 1 0 0 0 0 0 0 0 0 0 0 0 16
Total 1 21 235 762 604 79 1 0 0 0 0 0 0 0 0 0 0 1,703
Percent 0.1%1.2%13.8%44.7%35.5%4.6%0.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
50th Percentile (Median)23.9 mph Mean (Average) Speed 24 mph
85th Percentile 27.7 mph 10 mph Pace mph
95th Percentile 29.8 mph Percent in Pace 82.6 %
Speed Range (mph)
Monday, March 17, 2014
18.8 - 28.8
Daily Percentile Speed Summary Speed Statistics
Mark Skaggs:425-250-0777
mark.skaggs@idaxdata.com 13
Location:SE 16TH ST NORTHEAST OF EDMONDS WAY SE
Date Range:3/12/2014 to 3/18/2014
Site Code:01
Eastbound
Total
Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume
12:00 AM 0 1 3 21 9 0 0 0 0 0 0 0 0 0 0 0 0 34
1:00 AM 0 0 3 9 1 0 0 0 0 0 0 0 0 0 0 0 0 13
2:00 AM 0 0 1 1 2 0 0 0 0 0 0 0 0 0 0 0 0 4
3:00 AM 0 1 0 5 1 0 0 0 0 0 0 0 0 0 0 0 0 7
4:00 AM 0 0 2 3 0 0 0 0 0 0 0 0 0 0 0 0 0 5
5:00 AM 0 0 0 6 2 0 0 0 0 0 0 0 0 0 0 0 0 8
6:00 AM 0 1 3 8 14 1 0 0 0 0 0 0 0 0 0 0 0 27
7:00 AM 0 1 6 27 14 2 0 0 0 0 0 0 0 0 0 0 0 50
8:00 AM 0 5 16 32 21 3 0 0 0 0 0 0 0 0 0 0 0 77
9:00 AM 0 2 10 34 10 0 0 0 0 0 0 0 0 0 0 0 0 56
10:00 AM 0 2 6 22 17 1 0 0 0 0 0 0 0 0 0 0 0 48
11:00 AM 0 2 15 28 10 1 1 0 0 0 0 0 0 0 0 0 0 57
12:00 PM 0 5 7 37 15 0 0 0 0 0 0 0 0 0 0 0 0 64
1:00 PM 2 5 18 40 16 3 0 0 0 0 0 0 0 0 0 0 0 84
2:00 PM 0 2 21 51 12 2 0 0 0 0 0 0 0 0 0 0 0 88
3:00 PM 3 4 29 91 40 1 0 2 0 0 0 0 0 0 0 0 0 170
4:00 PM 0 8 46 88 38 1 0 0 0 0 0 0 0 0 0 0 0 181
5:00 PM 0 2 35 126 42 3 0 0 0 0 0 0 0 0 0 0 0 208
6:00 PM 0 2 19 99 44 0 0 0 0 0 0 0 0 0 0 0 0 164
7:00 PM 0 7 20 67 19 1 0 0 0 0 0 0 0 0 0 0 0 114
8:00 PM 1 1 21 49 24 1 0 0 0 0 0 0 0 0 0 0 0 97
9:00 PM 0 0 9 39 16 2 0 0 0 0 0 0 0 0 0 0 0 66
10:00 PM 0 2 7 20 12 1 1 0 0 0 0 0 0 0 0 0 0 43
11:00 PM 0 0 13 23 10 3 0 0 0 0 0 0 0 0 0 0 0 49
Total 6 53 310 926 389 26 2 2 0 0 0 0 0 0 0 0 0 1,714
Percent 0.4%3.1%18.1%54.0%22.7%1.5%0.1%0.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
50th Percentile (Median)22.6 mph Mean (Average) Speed 22.6 mph
85th Percentile 25.9 mph 10 mph Pace mph
95th Percentile 27.7 mph Percent in Pace 85.4 %
Speed Range (mph)
Tuesday, March 18, 2014
Daily Percentile Speed Summary Speed Statistics
17.4 - 27.4
Mark Skaggs:425-250-0777
mark.skaggs@idaxdata.com 14
Location:SE 16TH ST NORTHEAST OF EDMONDS WAY SE
Date Range:3/12/2014 to 3/18/2014
Site Code:01
Westbound
Total
Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume
12:00 AM 0 0 3 9 4 0 0 0 0 0 0 0 0 0 0 0 0 16
1:00 AM 0 0 1 1 1 1 0 0 0 0 0 0 0 0 0 0 0 4
2:00 AM 0 0 0 2 3 0 0 0 0 0 0 0 0 0 0 0 0 5
3:00 AM 0 0 0 3 2 0 0 0 0 0 0 0 0 0 0 0 0 5
4:00 AM 0 0 3 17 12 2 0 0 0 0 0 0 0 0 0 0 0 34
5:00 AM 0 1 8 50 20 4 0 0 0 0 0 0 0 0 0 0 0 83
6:00 AM 0 2 10 82 66 6 1 0 0 0 0 0 0 0 0 0 0 167
7:00 AM 0 1 21 79 79 6 0 0 0 0 0 0 0 0 0 0 0 186
8:00 AM 0 0 30 72 65 2 0 0 0 0 0 0 0 0 0 0 0 169
9:00 AM 0 0 14 45 35 4 0 0 0 0 0 0 0 0 0 0 0 98
10:00 AM 0 1 16 29 29 4 1 0 0 0 0 0 0 0 0 0 0 80
11:00 AM 0 1 8 32 32 2 0 0 0 0 0 0 0 0 0 0 0 75
12:00 PM 0 2 11 28 21 4 0 0 0 0 0 0 0 0 0 0 0 66
1:00 PM 1 3 8 38 30 4 1 0 0 0 0 0 0 0 0 0 0 85
2:00 PM 0 1 14 41 26 4 0 0 0 0 0 0 0 0 0 0 0 86
3:00 PM 0 3 12 47 34 5 1 0 0 0 0 0 0 0 0 0 0 102
4:00 PM 0 3 15 46 32 3 1 0 0 0 0 0 0 0 0 0 0 100
5:00 PM 0 3 18 35 24 6 0 0 0 0 0 0 0 0 0 0 0 86
6:00 PM 0 3 16 47 35 5 0 0 0 0 0 0 0 0 0 0 0 106
7:00 PM 0 3 18 29 22 2 0 0 0 0 0 0 0 0 0 0 0 74
8:00 PM 1 0 9 34 15 0 0 0 0 0 0 0 0 0 0 0 0 59
9:00 PM 0 0 5 11 13 2 0 0 0 0 0 0 0 0 0 0 0 31
10:00 PM 0 2 7 11 8 1 0 0 0 0 0 0 0 0 0 0 0 29
11:00 PM 0 0 4 4 8 0 0 0 0 0 0 0 0 0 0 0 0 16
Total 2 29 251 792 616 67 5 0 0 0 0 0 0 0 0 0 0 1,762
Percent 0.1%1.6%14.2%44.9%35.0%3.8%0.3%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
50th Percentile (Median)23.9 mph Mean (Average) Speed 23.8 mph
85th Percentile 27.5 mph 10 mph Pace mph
95th Percentile 29.5 mph Percent in Pace 81.5 %
Daily Percentile Speed Summary Speed Statistics
19.2 - 29.2
Speed Range (mph)
Tuesday, March 18, 2014
Mark Skaggs:425-250-0777
mark.skaggs@idaxdata.com 15
Location:SE 16TH ST NORTHEAST OF EDMONDS WAY SE
Date Range:3/12/2014 to 3/18/2014
Site Code:01
Eastbound
Total
Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume
12:00 AM 0 1 4 14 5 0 0 0 0 0 0 0 0 0 0 0 0 24
1:00 AM 0 0 3 8 2 0 0 0 0 0 0 0 0 0 0 0 0 13
2:00 AM 0 0 3 7 2 0 0 0 0 0 0 0 0 0 0 0 0 12
3:00 AM 0 1 1 5 1 0 0 0 0 0 0 0 0 0 0 0 0 8
4:00 AM 0 0 2 3 1 0 0 0 0 0 0 0 0 0 0 0 0 6
5:00 AM 0 0 1 5 3 0 0 0 0 0 0 0 0 0 0 0 0 9
6:00 AM 0 1 3 7 7 0 0 0 0 0 0 0 0 0 0 0 0 18
7:00 AM 0 0 6 23 10 1 0 0 0 0 0 0 0 0 0 0 0 40
8:00 AM 0 2 9 29 15 1 0 0 0 0 0 0 0 0 0 0 0 56
9:00 AM 0 1 9 24 11 1 0 0 0 0 0 0 0 0 0 0 0 46
10:00 AM 0 1 9 29 12 1 0 0 0 0 0 0 0 0 0 0 0 52
11:00 AM 0 1 11 35 13 1 0 0 0 0 0 0 0 0 0 0 0 61
12:00 PM 0 4 12 40 19 1 0 0 0 0 0 0 0 0 0 0 0 76
1:00 PM 0 2 15 46 21 1 0 0 0 0 0 0 0 0 0 0 0 85
2:00 PM 0 3 18 62 24 2 0 0 0 0 0 0 0 0 0 0 0 109
3:00 PM 1 2 20 82 40 2 0 0 0 0 0 0 0 0 0 0 0 147
4:00 PM 0 3 26 81 42 2 0 0 0 0 0 0 0 0 0 0 0 154
5:00 PM 0 2 27 100 41 4 1 0 0 0 0 0 0 0 0 0 0 175
6:00 PM 0 3 24 85 37 3 0 0 0 0 0 0 0 0 0 0 0 152
7:00 PM 0 3 20 61 23 1 0 0 0 0 0 0 0 0 0 0 0 108
8:00 PM 1 2 22 53 20 1 0 0 0 0 0 0 0 0 0 0 0 99
9:00 PM 0 1 15 40 14 1 0 0 0 0 0 0 0 0 0 0 0 71
10:00 PM 0 1 12 31 10 1 0 0 0 0 0 0 0 0 0 0 0 55
11:00 PM 0 1 10 20 7 1 0 0 0 0 0 0 0 0 0 0 0 39
Total 2 35 282 890 380 25 1 0 0 0 0 0 0 0 0 0 0 1,615
Percent 0.1%2.2%17.5%55.1%23.5%1.5%0.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
Note: Average only condsidered on days with 24-hours of data.
50th Percentile (Median)22.8 mph Mean (Average) Speed 22.8 mph
85th Percentile 26.2 mph 10 mph Pace 17.7 - 27.7 mph
95th Percentile 28.2 mph Percent in Pace 85.9 %
Total Study Percentile Speed Summary Total Study Speed Statistics
Speed Range (mph)
Total Study Average
Mark Skaggs:425-250-0777
mark.skaggs@idaxdata.com 16
Location:SE 16TH ST NORTHEAST OF EDMONDS WAY SE
Date Range:3/12/2014 to 3/18/2014
Site Code:01
Westbound
Total
Time 0 - 10 10 - 15 15 - 20 20 - 25 25 - 30 30 - 35 35 - 40 40 - 45 45 - 50 50 - 55 55 - 60 60 - 65 65 - 70 70 - 75 75 - 80 80 - 85 85 +Volume
12:00 AM 0 0 2 5 3 1 0 0 0 0 0 0 0 0 0 0 0 11
1:00 AM 0 0 1 2 2 0 0 0 0 0 0 0 0 0 0 0 0 5
2:00 AM 0 0 1 2 2 1 0 0 0 0 0 0 0 0 0 0 0 6
3:00 AM 0 0 1 2 2 0 0 0 0 0 0 0 0 0 0 0 0 5
4:00 AM 0 0 3 13 9 1 0 0 0 0 0 0 0 0 0 0 0 26
5:00 AM 0 1 7 36 22 3 0 0 0 0 0 0 0 0 0 0 0 69
6:00 AM 0 1 15 61 37 4 0 0 0 0 0 0 0 0 0 0 0 118
7:00 AM 0 1 17 66 65 6 0 0 0 0 0 0 0 0 0 0 0 155
8:00 AM 0 2 19 62 50 5 0 0 0 0 0 0 0 0 0 0 0 138
9:00 AM 0 2 12 42 33 5 0 0 0 0 0 0 0 0 0 0 0 94
10:00 AM 0 1 15 35 29 4 0 0 0 0 0 0 0 0 0 0 0 84
11:00 AM 0 1 10 43 33 4 1 0 0 0 0 0 0 0 0 0 0 92
12:00 PM 0 1 10 32 25 4 0 0 0 0 0 0 0 0 0 0 0 72
1:00 PM 0 2 14 36 32 5 0 0 0 0 0 0 0 0 0 0 0 89
2:00 PM 1 2 16 38 31 5 0 0 0 0 0 0 0 0 0 0 0 93
3:00 PM 0 1 12 55 30 5 0 0 0 0 0 0 0 0 0 0 0 103
4:00 PM 0 2 14 45 31 4 1 0 0 0 0 0 0 0 0 0 0 97
5:00 PM 0 1 14 37 36 5 0 0 0 0 0 0 0 0 0 0 0 93
6:00 PM 0 2 13 41 32 5 0 0 0 0 0 0 0 0 0 0 0 93
7:00 PM 0 1 13 31 21 2 0 0 0 0 0 0 0 0 0 0 0 68
8:00 PM 0 1 7 28 18 2 0 0 0 0 0 0 0 0 0 0 0 56
9:00 PM 0 1 7 19 14 2 0 0 0 0 0 0 0 0 0 0 0 43
10:00 PM 0 1 4 14 13 1 0 0 0 0 0 0 0 0 0 0 0 33
11:00 PM 0 0 3 10 6 0 0 0 0 0 0 0 0 0 0 0 0 19
Total 1 24 230 755 576 74 2 0 0 0 0 0 0 0 0 0 0 1,662
Percent 0.1%1.4%13.8%45.4%34.7%4.5%0.1%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%0.0%
Note: Average only condsidered on days with 24-hours of data.
50th Percentile (Median)23.9 mph Mean (Average) Speed 23.9 mph
85th Percentile 27.5 mph 10 mph Pace 18.8 - 28.8 mph
95th Percentile 29.8 mph Percent in Pace 81.8 %
Total Study Percentile Speed Summary Total Study Speed Statistics
Speed Range (mph)
Total Study Average
Mark Skaggs:425-250-0777
mark.skaggs@idaxdata.com 17