HomeMy WebLinkAboutEx07_TIACivTech12720 East Nora Avenue, Suite D • Spokane Valley, Washington 99216 • 509.236.0800
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October 2024
CivTech Project No. 24-0640
North of 3rd Street and
East of Logan Avenue
in Renton, Washington
Prepared for:
City of Renton
1055 South Grady Way
Renton, Washington 98057
For Submittal to:
City of Renton
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
RENTON MARKET
TRAFFIC IMPACT ANALYSIS
NORTH OF 3RD STREET AND
EAST OF LOGAN AVENUE IN RENTON, WASHINGTON
Prepared for:
City of Renton
1055 South Grady Way
Renton, Washington 98057
For Submittal to:
City of Renton
CivTech Inc.
12720 East Nora Avenue Suite D
Spokane Valley, Washington 99216
Office: 602-290-3016
info@civtech.com
OCTOBER 2024
CIVTECH PROJECT NO. 24-0640
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
i October 2024
TABLE OF CONTENTS
EXECUTIVE SUMMARY ....................................................................................................... 1
INTRODUCTION ................................................................................................................. 3
Study Requirements ............................................................................................................. 3
Study Area ........................................................................................................................... 3
Horizon Years ....................................................................................................................... 4
EXISTING CONDITIONS .................................................................................................... 6
Land Use ............................................................................................................................. 6
Surrounding Land Use .......................................................................................................... 6
Roadway Network ................................................................................................................ 6
Intersection Configuration ..................................................................................................... 7
Traffic Volumes .................................................................................................................... 8
Capacity Analysis ................................................................................................................ 11
Crash History ..................................................................................................................... 13
Future Roadway Improvements ........................................................................................... 13
PROPOSED DEVELOPMENT .............................................................................................. 14
Site Location ...................................................................................................................... 14
Site Density/Intensity ......................................................................................................... 14
Site Access ......................................................................................................................... 14
Trip Generation .................................................................................................................. 16
Vehicle Trip Distribution and Assignment ............................................................................. 17
Future Background Traffic ................................................................................................... 20
Total Traffic ....................................................................................................................... 20
TRAFFIC AND IMPROVEMENT ANALYSIS ........................................................................ 25
Turn Lane Warranting Analysis ............................................................................................ 25
Projected Capacity Analysis ................................................................................................. 26
Queue Length Analysis ....................................................................................................... 27
Sight Distance Analysis ....................................................................................................... 30
CONCLUSIONS ................................................................................................................. 31
LIST OF REFERENCES
TECHNICAL APPENDICES
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
ii October 2024
LIST OF TABLES
Table 1 – Intersection Level of Service Criteria .............................................................. 11
Table 2 – Existing Peak Hour Levels of Service ............................................................... 12
Table 3 – Intersection Crash Data Summary .................................................................. 13
Table 4 – Trip Generation ................................................................................................ 16
Table 5 – Site Trip Distribution ........................................................................................ 17
Table 6 – Right-turn Deceleration Lane Warranting Criteria .......................................... 25
Table 7 – Left-turn Deceleration Lane Warranting Criteria ............................................ 25
Table 8 – Peak Hour Levels of Service ............................................................................. 26
Table 9 – Queue Storage Lengths ................................................................................... 28
Table 10 – AASHTO Sight Distance Requirements .......................................................... 30
LIST OF FIGURES
Figure 1 – Vicinity Map ...................................................................................................... 5
Figure 2 – Existing Lane Configurations and Stop Controls .............................................. 9
Figure 3 – Existing Peak Hour Traffic Volumes ............................................................... 10
Figure 4 – Site Plan and Access ....................................................................................... 15
Figure 5 – Trip Distribution ............................................................................................. 18
Figure 6 – Site Generated Traffic Volumes ...................................................................... 19
Figure 7 – 2026 Background Traffic Volumes ................................................................. 21
Figure 8 – 2031 Background Traffic Volumes ................................................................. 22
Figure 9 – 2026 Total Traffic Volumes ............................................................................ 23
Figure 10 – 2031 Total Traffic Volumes .......................................................................... 24
Figure 11 – Proposed Lane Configurations and Traffic Control ...................................... 29
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
1 October 2024
EXECUTIVE SUMMARY
The City of Renton proposes the renovation of the Renton Market located north of 3rd Street and east
of Logan. Renton Market will be renovated to include 12 new vendor stalls and one new tenant on
the east side of the building utilized as a sit-down restaurant. Access to the site will be from two (2)
access points in a parking garage along 2nd street, one (1) access point along Logan Avenue and
parking will be provided along the streets of 3rd Street and Burnett Avenue.
CivTech, Inc. has been retained by the City of Renton to perform the traffic impact study for the
proposed development. The purpose of this assessment is to address the traffic and transportation
impacts of the proposed development on the surrounding streets and intersections.
The following conclusions and recommendations have been documented in this study:
GENERAL
The proposed development is anticipated to generate 628 weekday daily trips, 35 (19 in/16 out)
trips during the AM peak hour, and 105 (60 in/ 58 out) trips during the PM peak hour.
The distribution for LUC 926 Food Cart Pods as assumed to be equal to LUC 930 Fast Casual
Restaurant since they share similar traits and are within the same facility. The 12 new vendor stalls
are anticipated to generate more trips than the two tenants on the east and west since there will
be more vendors to go to that serve different items/goods therefore, more people will likely be
going to the Renton Marketplace for the one of the 12 vendors rather than the two tenants on the
east and west.
EXISTING
The results of the existing conditions analysis summarized in Table 2 indicate that all study
intersections operate with acceptable levels of service (LOS D or better).
OPENING YEAR (2026)
The results of the Synchro analysis summarized in Table 8 indicate that all study intersections
operate with overall acceptable levels of service (LOS D or better).
2031 HORIZON YEAR
The results of the Synchro analysis summarized in Table 8 indicate that all study intersections
operate with overall acceptable levels of service (LOS D or better).
RIGHT-TURN DECELERATION LANES
According to WSDOT standards, due to the low current and expected future traffic volumes and
the low-speed limit on Logan Avenue, the right-turn lane warrant criteria is not met for the
intersection.
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
2 October 2024
LEFT-TURN DECELERATION LANES
According to WSDOT standards, due to the low current and expected future traffic volumes and
low-speed limit on Logan Avenue, the right-turn lane warrant criteria is not met for the intersection.
QUEUE STORAGE
The recommended storage lengths are provided for study horizon year 2031 using the total traffic
projections.
SIGHT DISTANCE
Sight visibility should be provided at all driveways according to the distances shown in Table 10.
All vegetation and trees should be maintained to allow unobstructed sight distance.
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
3 October 2024
INTRODUCTION
The City of Renton proposes the renovation of the Renton Market located north of 3rd Street and east
of Logan Avenue. The Pavilion Center will be renovated to include 12 new vendor stalls and one new
tenant on the east side of the building utilized as a sit restaurant. Access to the site will be from two
(2) access points in a parking garage along 2nd street, one (1) access point along Logan Avenue and
parking will be provided along the streets of 3rd Street and Burnett Avenue. The vicinity of the site is
provided in Figure 1.
CivTech, Inc. has been retained by the City of Renton the traffic impact analysis (TIA) for the
proposed development. The purpose of this assessment is to address the traffic and transportation
impacts of the proposed development on the surrounding streets and intersections. A TIA is an
investigation of existing and projected future traffic conditions in a predetermined local area relative
to a specific proposed development, an area typically defined by the jurisdiction(s) responsible for
roadways that provide access to the site.
STUDY REQUIREMENTS
This study analyzes the traffic impact due to the proposed renovation on the Renton Market on the
surrounding street network. The study has been prepared in conformance with the City of Renton
Permit Services Policy Guidelines for Traffic Impact Analysis for New Development. The proposed
development is anticipated to generate less than 500 trips during the highest peak hour; therefore,
a Category I TIA was prepared herein.
The specific objectives of the study are:
To determine whether the planned street system in the vicinity of the site is adequate to
accommodate the increased traffic that results from the proposed development.
To recommend additional street improvements or traffic control devices, where necessary, to
mitigate the additional site-generated traffic; and,
Evaluate the internal site circulation and provide recommendations if necessary.
STUDY AREA
The study area has been defined as including the following intersections:
City Center Parking Egress and 2nd Street City Center Parking Ingress and 2nd Street
Logan Avenue and 2nd Street Logan Avenue and Renton Market Driveway
Logan Avenue and Driveway of 3rd Street Logan Avenue/Smithers Avenue/3rd Street
Burnett Avenue and 2nd Street Burnett Avenue and 3rd Street
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
4 October 2024
HORIZON YEARS
The Renton Market renovation is expected to open during 2026. The study years will include the
existing year 2024, the Phase 1 opening year assumed to be 2026 and a horizon year 5-years after
buildout 2031.
The study intersections and the site accesses will be analyzed for the AM and PM peak hours to
determine the recommended intersection lane configuration, intersection stop control, turn lane
storage requirements, and roadway typical sections for the development.
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
WASHINGTON KING COUNTY
Figure 1: Vicinity Map
CivTechRenton Market - Trac Impact Analysis
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City ofRenton
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
6 October 2024
EXISTING CONDITIONS
LAND USE
The existing land is currently used as the Renton Pavilion Events Center where vendors will come
and provide goods and services to other pedestrians.
SURROUNDING LAND USE
Directly surrounding the site are apartment complexes and retail uses. Northwest of the site across
2nd Street is the Renton High School. South of the site across 3rd Street is the Renton Civic Theatre.
West of the site across Logan Avenue is the Revo 225 Apartments. East of the site across Burnette
Avenue is the Metropolitan Place Apartments. Freeways surrounding the site within two and a half
miles include the Interstate 405 (I-405) and the Valley Freeway (SR 167).
ROADWAY NETWORK
The existing roadway network within the study area includes, 2nd Street, Logan Avenue, Smithers
Avenue, 3rd Street, and Burnett Avenue.
2nd Street is a west three (3) lane roadway with three lanes of travel westbound. The roadway
begins to the east at Mill Avenue and continues west until it terminates at Rainer Avenue. The posted
speed limit is 25 miles-per-hour (mph) within the vicinity of the site.
Logan Avenue is a north-south two (2) lane roadway with one lane of travel in each direction. The
roadway begins to the north where it converts from Southport Drive and continues south until it
terminates at 3rd Street. The posted speed limit is 25 mph within the vicinity of the site.
Smithers Avenue is a north-south two (2) lane roadway with one (1) lane of travel one each
direction. The roadway begins to the south at 4th street and continues north until it terminates at
3rd Street. There is no posted speed limit within the vicinity of the site.
3rd Street is an east two (2) lane roadway with two lanes of travel eastbound. The roadway begins
to the west where it converts from SW Sunset Boulevard and continues east until it converts to the
WA-900. The posted speed limit is 25 mph within the vicinity of the site.
Burnett Avenue is a north-south two (2) lane roadway with one (1) lane of travel one each direction.
The roadway begins to the south at 7th Street and continues north until it terminates at Tillicum
Street. The posted speed limit is 25 mph within the vicinity of the site.
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
7 October 2024
INTERSECTION CONFIGURATION
The unsignalized intersection of City Center Parking Egress and 2nd Street operates as a 3-
legged intersection with stop control in the northbound approach. The northbound approach consists
of one (1) exclusive left-turn lane. The westbound approach consists of four (4) through lanes.
The unsignalized intersection of City Center Parking Ingress and 2nd Street operates as a 3-
legged intersection. The westbound approach consists of three (3) through lanes and a shared
through/left-turn lanes.
The signalized intersection of Logan Avenue and 2nd Street operates as a 4-legged intersection.
The northbound approach consists of a shared left/through turn lane. The southbound approach
consists of one (1) through lane and one (1) dedicated right-turn lane.
The intersection of Logan Avenue and Pavilion Driveway operates as a 3-legged intersection
with stop control on the eastbound approach. The northbound approach consists of a shared
through/right-turn lane. The southbound approach consists of a shared left/through turn lane. The
eastbound approach consists of a shared left/right-turn lane.
The intersection of Logan Avenue and Driveway of 3rd Street operates as a 3-legged intersection
with stop control on the westbound approach. The northbound approach consists of one (1) through
lane. The southbound approach consists of a shared through/right-turn lane. The westbound
approach consists of a dedicated right-turn lane.
The signalized intersection of Logan Avenue/Smithers Avenue/3rd Street operates as a 4-legged
intersection. The northbound approach consists of a dedicated right-turn lane. The southbound
approach consists of an exclusive left-turn lane. The eastbound approach on Smithers Avenue
consists of one (1) through lane and a shared through/right-turn lane. The eastbound approach on
Logan Avenue consists of one (1) through lane and a shared left/through turn lane.
The signalized intersection of Burnett Avenue and 2nd Street operates as a 4-legged intersection.
The northbound approach consists of one (1) through lane and one (1) exclusive left-turn lane. The
southbound approach consists of one (1) through lane and one (1) dedicated right-turn lane. The
westbound approach consists of two (2) through lanes, one shared left/through turn lane and a
shared through/right-turn lane.
The signalized intersection of Burnett Avenue and 3rd Street as a 4-legged intersection. The
northbound approach consists of one (1) through lane and one (1) dedicated right-turn lane. The
southbound approach consists of a shared left/through turn lane. The eastbound approach consists
of two (2) through lanes, one shared left/through turn lane and one (1) dedicated right-turn lane.
The existing intersection lane configurations and traffic control is illustrated in Figure 2.
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
8 October 2024
TRAFFIC VOLUMES
CivTech engaged All Traffic Data Services. to record traffic volumes at eight (8) study intersections
within the project vicinity. Peak hour volume turning movement counts were performed from 7:00-
9:00 AM and 4:00-6:00 PM on Tuesday, August 20, 2024. Peak hour turning movement counts were
conducted at the following study intersections:
City Center Parking Egress and 2nd Street City Center Parking Ingress and 2nd Street
Logan Avenue and 2nd Street Logan Avenue and Pavilion Driveway
Logan Avenue and Driveway of 3rd Street Logan Avenue/Smithers Avenue/3rd Street
Burnett Avenue and 2nd Street Burnett Avenue and 3rd Street
The existing traffic volumes observed for this study are presented in Figure 3 for the weekday AM
and PM peak hours. Traffic volume data obtained for this study have been included in Appendix B.
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
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Figure 2: Existing Lane Configuration and Traffic Control
Renton Market - Trac Impact Analysis CivTech
Prepared for:City of Renton 1055 South Grady Way Renton, Washington 98057 For Submittal to:City of Renton
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Burnett Ave & 3rd St
NORTHLEGEND
Thru or Turning Movement
Stop Sign
Speed Limit
Traffic Signal
SPEEDLIMIT40
Two-Way Left Turn-Lane
Raised Median
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
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Renton Market - Trac Impact Analysis CivTech!"#$%#&'()*+(),-,."+$"
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Legend
XX(XX) - AM(PM) Peak Hour Traffic Volumes
NORTH
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
11 October 2024
CAPACITY ANALYSIS
Peak hour capacity analyses have been conducted for the study intersections based on existing
intersection configurations and traffic volumes. All intersections have been analyzed using the
methodologies presented in the Highway Capacity Manual (HCM), Special Report 209, and using
Synchro software, version 12.0 under the HCM 7th edition methodology.
The concept of level of service (LOS) uses qualitative measures that characterize operational
conditions within the traffic stream. The individual levels of service are described by factors that
include speed, travel time, freedom to maneuver, traffic interruptions, and comfort and convenience.
Six levels of service are defined for each type of facility for which analysis procedures are available.
They are given letter designations A through F, with LOS A representing the best operating conditions
and LOS F the worst. Each level of service represents a range of operating conditions. Levels of
service for intersections are defined within ranges of average control delay per vehicle, the number
of seconds a vehicle can expect to wait due to the presence of a traffic control device. Table 1 lists
the level of service criteria for signalized and unsignalized intersections, respectively.
Synchro 12.0 software calculates the LOS per the HCM 7th
edition methodology. The 7th edition HCM documents the
signalized LOS calculation methodology which takes into
account lane geometry, traffic volumes and cycle
length/phasing to compute LOS. Synchro analysis
worksheets report individual movement delay/LOS and
overall delay/LOS for signalized intersections; unsignalized
intersection worksheets report the worst-case delay/LOS
and the average overall intersection delay. Results of the
existing level of service analyses are shown in Table 2 for
both AM and PM peak hours. The existing conditions
analysis worksheets have been included in Appendix C.
TABLE 1 – INTERSECTION LEVEL OF
SERVICE CRITERIA
Level of
Service
Control Delay (sec/veh)
Signalized Unsignalized
A ≤ 10 ≤ 10
B > 10-20 > 10-15
C > 20-35 > 15-25
D > 35-55 > 25-35
E > 55-80 > 35-50
F > 80 (or v/c>1) > 50 (or v/c>1)
Source: Exhibits 19-8, 20-2, 21-8, and 22-8, Highway
Capacity Manual, 7th Edition
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
12 October 2024
TABLE 2 – EXISTING PEAK HOUR LEVELS OF SERVICE
ID Intersection Intersection
Control
Approach/
Movement
Existing LOS
AM (PM)
1 City Center Parking Egress and 2nd
Street
1-way stop
(NB) NB Right A (B)
2 City Center Parking Ingress and 2nd
Street
1-way stop
(NB) WB Shared A (A)
3 Logan Avenue and 2nd Street Signal
NB
SB
WB
B (B)
B (B)
A (B)
Overall A (B)
4 Logan Avenue and Pavilion Driveway 1-way stop
(WB)
SB Shared
WB Shared
A (A)
A (A)
5 Logan Avenue and Driveway of 3rd
Street
1-way stop
(EB) EB Right A (A)
6 Logan Avenue/Smithers Avenue and
3rd Street Signal
NB
SB
EB
C (C)
B (A)
B (B)
Overall B (B)
7 Burnett Avenue and 2nd Street Signal
NB
SB
WB
C (C)
A (B)
C (C)
Overall C (C)
7.1 Burnett Place and 2nd Street 1-way stop
(SB) SB Right A (A)
8 Burnett Avenue and 3rd Street Signal
NB
SB
EB
B (B)
B (B)
B (B)
Overall B (B)
The results of the existing conditions analysis summarized in Table 2 indicate that all study
intersections operate with acceptable levels of service (LOS D or better).
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
13 October 2024
CRASH HISTORY
Crash data for the study area was obtained from the WSDOT website for the past three (3) years
and the portion of the current year that has happened already. In total, there have been 14 incidents
within the study area since the beginning of 2021. A majority of these crashes occurred at
intersections of Burnett Avenue and 2nd Street within the vicinity of the site. The summary of
intersection crash data is presented in Table 3.
TABLE 3 – INTERSECTION CRASH DATA SUMMARY
Intersection
T
o
t
a
l
I
n
c
i
d
e
n
t
s
Incidents in each Category
2
0
2
4
2
0
2
3
2
0
2
2
2
0
2
1
Fa
t
a
l
Su
s
p
e
c
t
e
d
Se
r
i
o
u
s
I
n
j
u
r
y
S
u
s
p
e
c
t
e
d
Mi
n
o
r
I
n
j
u
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y
P
o
s
s
i
b
l
e
In
j
u
r
y
N
o
A
p
p
a
r
e
n
t
In
j
u
r
y
City Center Parking Egress and
2nd Street 2 0 0 1 1 0 1 0 1 0
City Center Parking Ingress
and 2nd Street 1 0 1 0 0 0 0 0 1 0
Logan Avenue and 2nd Street 2 1 0 1 0 0 0 0 1 1
Logan Avenue and Pavilion
Driveway 0 0 0 0 0 0 0 0 0 0
Logan Avenue and Driveway
of 3rd Street 0 0 0 0 0 0 0 0 0 0
Logan Avenue/Smithers
Avenue/3rd Street 3 1 1 0 1 0 0 1 1 1
Burnett Avenue and 2nd
Street 3 1 1 1 0 0 0 0 0 3
Burnett Avenue and 3rd Street 2 0 1 1 0 0 0 1 0 1
Upon reviewing the City of Renton crash data there were no fatalities within the vicinity of the site.
There was one suspected minor injury at the intersection of Logan Avenue/Smithers Avenue & 3rd
Street and Burnett Avenue & 3rd Street. The highest number of crashes over the four-year period
occurred at the intersection of Burnett Avenue & 2nd Street with a total of 3 crashes, less than 1 crash
per year. Crash analysis worksheets are included in Appendix D.
FUTURE ROADWAY IMPROVEMENTS
Upon review of the 2024 – 2029 six-year transportation improvement program from the City of
Renton, there are additional improvements proposed by the city within study area.
The City of Renton plans to convert the existing 4-lane one way roadway 2nd Street to a roadway
with one through lane in each direction between Main Avenue and Rainier Avenue. The conversion
is currently partially funded.
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
14 October 2024
The City of Renton plans to convert the existing 3-lane one way roadway 3rd Street to a roadway with
one through lane in each direction between Main Avenue and Rainier Avenue. This conversion
currently does not have any funding.
PROPOSED DEVELOPMENT
SITE LOCATION
The City of Renton proposes the renovation of the Renton Market located north of 3rd Street and east
of Logan Avenue. The Pavilion Center will be renovated to include 12 new vendor stalls and one new
tenant on the east side of the building utilized as a sit-down restaurant.
SITE DENSITY/INTENSITY
Renton Market will consist of 12 new vendor stalls and approximately 3,210 KSF of sit-down
restaurant.
SITE ACCESS
There are a total of three (3) existing access points.
City Center Parking Egress – is the 2nd Street access into the site. Vehicles will only be allowed to
make a left out from the parking garage on to 2nd Street located approximately 80 feet east of
Burnett Avenue along 2nd Street.
City Center Parking Ingress – is the 2nd Street access into the site. Vehicles will only be allowed to
make a right into the parking garage located approximately 200 feet east of Burnett Avenue along
2nd Street.
Renton Market Driveway – is a restricted right-in/left in access located approximately 285-feet south
of 2nd Street of Riggs Road along Logan Avenue.
The proposed development site plans is provided in Figure 4 .
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Figure 4: Site Plan and Access
Renton Market - Trac Impact Analysis CivTech
11
19
12
4
NORTHNTS
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
16 October 2024
TRIP GENERATION
The anticipated trip generation is summarized in Table 4. Detailed trip generation calculations are
provided in Appendix E.
TABLE 4 – TRIP GENERATION
Land Use Quantity Units+ ITE ITE Land Use Name AM Distribution PM Distribution
Code In Out In Out
Renton Market
Food Cart Pod 12 Food
Carts 926 Food Cart Pod 50% 50% 55% 45%
Sit Down Restaurant 3.21 KSF 932 Sit Down Restaurant 55% 45% 61% 39%
Land Use
ADT AM Peak Hour PM Peak Hour
Avg.
Rate* Total Avg.
Rate* In Out Total Avg.
Rate* In Out Total
Food Cart Pod 23.7 284 0.35 2 2 4 6.35 42 34 76
Sit Down Restaurant 107.2 344 9.57 17 14 31 9.05 18 11 29
Totals 628 19 16 35 60 45 105
Notes: *Average rate was calculated by dividing total trips generated using regression equation by the number of units. (See below.)
+ KSF = 1,000 square feet; DUs = Dwelling Units
CALCULATIONS (Equations shown only where applicable)
Land Use [Units] Daily AM Peak Hour PM Peak Hour
Food Cart Pods [12 Food Carts] FC: X*23.7 FC: T = X*0.35 FC: T = 6.98*X - 7.59
Sit Down Restaurant [3.21 KSF] FC: T = X*107.2 FC: T = X*9.57 FC: T = X*9.05
The proposed development is anticipated to generate 628 weekday daily trips, 35 (19 in/16 out) trips
during the AM peak hour, and 105 (60 in/ 58 out) trips during the PM peak hour.
The distribution for LUC 926 Food Cart Pods as assumed to be equal to LUC 930 Fast Casual
Restaurant since they share similar traits and are within the same facility. The 12 new vendor stalls
are anticipated to generate more trips than the two tenants on the east and west since there will be
more vendors to go to that serve different items/goods therefore, more people will likely be going to
the Renton Marketplace for the one of the 12 vendors rather than the two tenants on the east and
west.
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
17 October 2024
VEHICLE TRIP DISTRIBUTION AND ASSIGNMENT
A directional distribution pattern was assumed for the Renton Market development. The eight (8)
traffic counts that were taken, were used for determining the proposed trip distribution. The resulting
trip distribution percentages for the study area are shown in Table 5.
TABLE 5 – SITE TRIP DISTRIBUTION
Direction (To/From) IN
Percentage
OUT
Percentage
North on Burnett Avenue (north of 2nd Street) 2% 2%
South on Burnett Avenue (south of 3rd Street) 4% 4%
North on Smithers Avenue (north of 4th Street) 2% 2%
South on Logan Avenue (south of Tobin Street) 7% 7%
East on 3rd Street (east of Burnett Avenue) 0% 44%
East on 3rd Street (east of 7th Smithers Avenue) 46% 0%
West on 2nd Street (west Burnett Avenue) 39% 0%
West of 2nd Street (west of Logan Avenue) 0% 41%
Total 100% 100%
Figure 5 illustrates the trip distribution percentages noted in Table 5 on the roadway network within
the study area. The percentages presented in Figure 5 were applied to the site trips generated to
determine the AM and PM peak hour site traffic at the intersections within the study area. Figure 6
presents the resulting site generated traffic for the proposed development.
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Figure 5: Trip Distribution
CivTechRenton Market - Trac Impact Analysis
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In-Bound Trip Distribution
Out-Bound Trip Distribution
LEGEND NORTH
39%
0%
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44%
4%4%
2%2%
0%
46%
41%
0%
7%7%
2%2%
XX%
XX%
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
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Figure 6: Site Generated Traffic Volumes
Renton Market - Trac Impact Analysis CivTech
1 2 4
5 6
3
8
9
Legend
XX(XX) - AM(PM) Peak Hour Traffic Volumes
NORTH
7
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
20 October 2024
FUTURE BACKGROUND TRAFFIC
The City of Renton Traffic Impact Guidelines states that all roadways and intersections should
experience a 5% increase in peak hour traffic volumes as a result of a proposed development. CivTech
consulted with the client and deemed it was acceptable to use 2% for the Renton Market development
since the area around is already built out and the area is not expecting any other major developments.
Therefore, a 2% annual growth rate (1.04 annual expansion factor for 2026, 1.149 for 2031) was
applied to the volumes at the study intersections to obtain the future background traffic volumes.
The background volumes for the opening year of 2026 are presented in Figure 7. The background
volumes for the opening year of 2031 are presented in Figure 8. Background traffic calculations are
located within Appendix F.
TOTAL TRAFFIC
Total traffic was determined by adding the site generated traffic to the estimated projected
background traffic. Total peak hour traffic volumes for the opening year of 2026 are shown in
Figure 9. Total peak hour traffic volumes for the horizon year of 2031 are shown in Figure 10.
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
!"#$%$&$'(')$*+,-#./012$3/4$356(78498
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7
Figure 7: 2026 Background Traffic Volumes
Renton Market - Trac Impact Analysis CivTech
1 2 4
5 6 7
3
8
9
Legend
XX(XX) - AM(PM) Peak Hour Traffic Volumes
NORTH
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
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0(
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)
!"#$%
46
(
2
5
9
)
33
(
3
1
)
0(
0
)
!"#$%
0(
0
)
64
(
0
)
5(
1
3
)
!"#$%
0(0) 0(0)0(0) 0(0)0(0)148(134)0(0)0(0)500(751)0(0)478(785)0(0)319(557)0(0)0(0) 1(0)0(0)18(65)0(0)18(33)0(0)
2(
1
0
1
)
0(0
)
0(1
)
0(0
)
0(0
)
0(0
)
24
(
3
3
)
68
(
2
4
)
0(0
)
0(0
)
76
(
1
)
2(0
)
City Center Parking Egress & 2nd St City Center Parking Ingress & 2nd St Logan Ave & 2nd St Logan Ave & Pavilion Driveway
7(
0
)
69
(
0
)
0(
0
)
!"#$%
0(
0
)
0(
0
)
76
(
0
)
!"#$%
2(
1
3
)
0(
0
)
0(
0
)
!"#$%
24
(
2
0
)
7(
1
8
)
0(
0
)
!"#$%
1(0) 0(0)67(0)0(0)0(0)6(14)0(0)18(16)0(0) 0(0)238(950)0(0)0(0)412(545)0(0)412(545)6(0)0(0)2(33)0(0)0(0) 0(0)0(0)38(60)
72
(
0
)
0(0
)
0(0
)
0(0
)
6(0
)
16(2
0
)
0(0
)
0(0
)
0(0
)
67
(
1
8
8
)
18
(
3
7
)
0(0
)
Logan Ave & Driveway of 3rd St Logan Ave/Smithers Ave/3rd St Burnett Pl & 2nd Street Burnett Ave & 2nd St
0(
0
)
18
(
5
1
)
26
(
4
1
)
!"#$%
47(129)0(0)233(696)0(0)41(146)0(0)
0(0
)
46
(
7
8
)
30
(
9
3
)
Burnett Ave & 3rd St
0(0
)
45
(
7
8
)
0(0
)
!"#$%
0(0) 0(0)0(0) 0(0)7(13)0(0)
0(0
)
93
(
2
0
7
)
0(0
)
Renton Market Driveway & Burnett Ave
!"#$%$&$'(')$*+,-#./012$3/4$356(78498
B
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P
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.
SITE
2nd St.
3rd St.
Lo
g
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.
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.
Bu
r
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t
t
A
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.
Pavilion Drwy.
Driveway
123
4
15
16 18
19
7
Figure 8: 2031 Background Traffic Volumes
Renton Market - Trac Impact Analysis CivTech
1 2 4
5 6
3
8
9
Legend
XX(XX) - AM(PM) Peak Hour Traffic Volumes
NORTH
!"#$%$&$'()*$+,-.#/0123$405$4*6(78598
0(0
)
0(0
)
0(0
)
!"#$%
0(0
)
0(0
)
0(0
)
!"#$%
46
(
2
5
9
)
33
(
3
1
)
0(0
)
!"#$%
0(0
)
64
(
0
)
5(1
3
)
!"#$%
0(0)0(0)0(0)0(0)0(0)148(134)0(0)6(10)0(0)500(751)0(0)478(785)0(0)319(557)0(0)0(0)0(0)1(0)0(0)18(65)0(0)18(33)0(0)2(0)
2(1
0
1
)
0(0
)
0(1
)
0(0
)
0(0
)
0(0
)
24
(
3
3
)
68
(
2
4
)
0(0
)
0(0
)
76
(
1
)
2(0
)
City Center Parking Egress & 2nd St City Center Parking Ingress & 2nd St Logan Ave & 2nd St Logan Ave & Pavilion Driveway
7(0
)
69
(
0
)
0(0
)
!"#$%
0(0
)
0(0
)
76
(
0
)
!"#$%
2(1
3
)
0(0
)
0(0
)
!"#$%
24
(
2
0
)
7(1
8
)
0(0
)
!"#$%
1(0)0(0)67(0)0(0)0(0)6(14)0(0)18(16)0(0)0(0)238(950)0(0)0(0)412(545)0(0)412(545)6(0)0(0)2(33)0(0)0(0)0(0)0(0)38(60)
72
(
0
)
0(0
)
0(0
)
0(0
)
6(0
)
10
(
2
0
)
0(0
)
0(0
)
0(0
)
67
(
1
8
8
)
18
(
3
7
)
0(0
)
Logan Ave & Driveway of 3rd St Logan Ave/Smithers Ave/3rd St Burnett Pl & 2nd Street Burnett Ave & 2nd St
0(0
)
18
(
5
1
)
26
(
4
1
)
!"#$%
47(129)0(0)233(696)0(0)41(146)0(0)
0(
0
)
46
(
7
8
)
30
(
9
3
)
Burnett Ave & 3rd St
0(0
)
45
(
7
8
)
0(0
)
!"#$%
0(0)0(0)0(0)0(0)7(13)0(0)
0(
0
)
93
(
2
0
7
)
0(
0
)
Renton Market Driveway & Burnett Ave
7
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
!"#$%$&$'(')$*+,-.$$/+.$/01(23.43
0(
0
)
0(
0
)
0(
0
)
!"#$%
0(
0
)
0(
0
)
0(
0
)
!"#$%
42
(23
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)
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(28
)
0(
0
)
!"#$%
0(
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)
59
(2
)
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)
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0(0) 0(0)0(0) 0(0)0(0)135(125)0(0)0(0)470(736)0(0)442(736)0(0)296(522)0(0)0(0) 1(0)0(0)34(113)0(0)19(34)0(0)
10
(11
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)
0(
0
)
0(
1
)
0(
0
)
0(
0
)
0(
0
)
22
(30
)
61
(22
)
0(
0
)
0(
0
)
69
(1
)
3(
3
)
City Center Parking Egress & 2nd St City Center Parking Ingress & 2nd St Logan Ave & 2nd St Logan Ave & Renton Market Driveway]
6(
0
)
63
(2
)
0(
0
)
!"#$%
0(
0
)
0(
0
)
70
(2
)
!"#$%
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11
)
0(
0
)
0(
0
)
!"#$%
22
(19
)
6(
17
)
0(
0
)
!"#$%
1(0) 0(0)61(3)0(0)0(0)5(12)0(0)17(15)0(0) 0(0)223(885)0(0)0(0)373(493)0(0)382(520)5(0)0(0)2(30)0(0)0(0) 0(0)0(0)34(54)
66
(0
)
1(
3
)
0(
0
)
0(
0
)
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0
)
14
(1
9)
0(
0
)
0(
0
)
0(
0
)
69
(19
9
)
17
(33
)
0(
0
)
Logan Ave & Driveway of 3rd St Logan Ave/Smithers Ave/3rd St Burnett Pl & 2nd St Burnett Ave & 2nd St
0(
0
)
18
(49
)
30
(55
)
!"#$%
51(142)0(0)212(632)0(0)37(132)0(0)
0(0
)
43
(73
)
27
(84
)
Burnett Ave & 3rd St
0(
0
)
40
(71
)
0(
0
)
!"#$%
0(0) 0(0)0(0) 0(0)13(31)0(0)
0(0
)
94
(21
5
)
0(0
)
Renton Market Driveway & Burnett Ave
B
u
r
n
e
t
t
P
l
.
SITE
2nd St.
3rd St.
Lo
g
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.
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.
Bu
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e
t
t
A
v
e
.
Pavilion Drwy.
Driveway
123
4
15
16 18
19
7
Figure 9: 2026 Total Traffic Volumes
Renton Market - Trac Impact Analysis CivTech
1 2 4
5 6 7
3
8
0
Legend
XX(XX) - AM(PM) Peak Hour Traffic Volumes
NORTH
!"#$%$&$'(')$*+,-.$$/+.$/01(23.43
0(
0
)
0(
0
)
0(
0
)
!"#$%
0(
0
)
0(
0
)
0(
0
)
!"#$%
42
(23
4
)
30
(28
)
0(
0
)
!"#$%
0(
0
)
59
(2
)
5(
14
)
!"#$%
0(0)0(0)0(0)0(0)0(0)135(125)0(0)5(9)0(0)470(736)0(0)442(736)0(0)296(522)0(0)0(0)0(0)1(0)0(0)34(113)0(0)19(34)0(0)2(0)
10
(11
6
)
0(
0
)
0(
1
)
0(
0
)
0(
0
)
0(
0
)
22
(30
)
61
(22
)
0(
0
)
0(
0
)
69
(1
)
3(
3
)
City Center ParkingEgress&2nd St City Center Parking Ingress&2nd St Logan Ave &2ndSt Logan Ave & Renton Market Driveway]
6(
0
)
63
(2
)
0(
0
)
!"#$%
0(
0
)
0(
0
)
70
(2
)
!"#$%
2(
11
)
0(
0
)
0(
0
)
!"#$%
22
(19
)
6(
17
)
0(
0
)
!"#$%
1(0)0(0)61(3)0(0)0(0)5(12)0(0)17(15)0(0)0(0)223(885)0(0)0(0)373(493)0(0)382(520)5(0)0(0)2(30)0(0)0(0)0(0)0(0)34(54)
66
(0
)
1(
3
)
0(
0
)
0(
0
)
5(
0
)
9(
19
)
0(
0
)
0(
0
)
0(
0
)
69
(19
9
)
17
(33
)
0(
0
)
Logan Ave & Driveway of 3rd St Logan Ave/Smithers Ave/3rd St Burnett Pl&2ndSt Burnett Ave & 2nd St
0(
0
)
18
(49
)
30
(55
)
!"#$%
51(142)0(0)212(632)0(0)37(132)0(0)
0(0
)
43
(73
)
27
(84
)
Burnett Ave & 3rd St
0(
0
)
40
(71
)
0(
0
)
!"#$%
0(0)0(0)0(0)0(0)13(31)0(0)
0(0
)
94
(21
5
)
0(0
)
RentonMarket Driveway & Burnett Ave
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
!"#$%$&$'()*$+,-./$$0,/$0*1(23/43
0(
0
)
0(
0
)
0(
0
)
!"#$%
0(
0
)
0(
0
)
0(
0
)
!"#$%
46
(
2
5
9
)
33
(
3
1
)
0(
0
)
!"#$%
0(
0
)
65
(
2
)
6(
1
6
)
!"#$%
0(0) 0(0)0(0) 0(0)0(0)149(137)0(0)0(0)518(807)0(0)487(811)0(0)326(575)0(0)0(0) 1(0)0(0)35(119)0(0)20(37)0(0)
10
(
1
2
5
)
0(0
)
0(1
)
0(0
)
0(0
)
0(0
)
24
(
3
3
)
68
(
2
4
)
0(0
)
0(0
)
76
(
1
)
3(3
)
City Center Parking Egress & 2nd St City Center Parking Ingress & 2nd St Logan Ave & 2nd St Logan Ave & Renton Market Driveway]
7(
0
)
70
(
2
)
0(
0
)
!"#$%
0(
0
)
0(
0
)
77
(
2
)
!"#$%
2(
1
3
)
0(
0
)
0(
0
)
!"#$%
24
(
2
1
)
7(
1
8
)
0(
0
)
!"#$%
1(0) 0(0)68(3)0(0)0(0)6(14)0(0)18(16)0(0) 0(0)246(975)0(0)0(0)412(545)0(0)421(572)6(0)0(0)2(33)0(0)0(0) 0(0)0(0)38(60)
72
(
0
)
1(3
)
0(0
)
0(0
)
6(0
)
16(2
1
)
0(0
)
0(0
)
0(0
)
76
(
2
1
6
)
18
(
3
7
)
0(0
)
Logan Ave & Driveway of 3rd St Logan Ave/Smithers Ave/3rd St Burnett Pl & 2nd St Burnett Ave & 2nd St
0(0
)
19
(
5
4
)
32
(
5
9
)
!"#$%
55(155)0(0)234(698)0(0)41(146)0(0)
0(0
)
47
(
8
0
)
30
(
9
3
)
Burnett Ave & 3rd St
0(0
)
45
(
7
8
)
0(0
)
!"#$%
0(0) 0(0)0(0) 0(0)14(33)0(0)
0(
0
)
10
2
(
2
3
5
)
0(
0
)
Renton Market Driveway & Burnett Ave
!"#$%$&$'()*$+,-./$$0,/$0*1(23/43
0(
0
)
0(
0
)
0(
0
)
!"#$%
0(
0
)
0(
0
)
0(
0
)
!"#$%
46
(
2
5
9
)
33
(
3
1
)
0(
0
)
!"#$%
0(
0
)
65
(
2
)
6(
1
6
)
!"#$%
0(0)0(0)0(0)0(0)0(0)149(137)0(0)6(10)0(0)518(807)0(0)487(811)0(0)326(575)0(0)0(0)0(0)1(0)0(0)35(119)0(0)20(37)0(0)2(0)
10
(
1
2
5
)
0(0
)
0(1
)
0(0
)
0(0
)
0(0
)
24
(
3
3
)
68
(
2
4
)
0(0
)
0(0
)
76
(
1
)
3(3
)
City Center Parking Egress & 2nd St City Center Parking Ingress & 2nd St Logan Ave & 2nd St Logan Ave & Renton Market Driveway]
7(
0
)
70
(
2
)
0(
0
)
!"#$%
0(
0
)
0(
0
)
77
(
2
)
!"#$%
2(
1
3
)
0(
0
)
0(
0
)
!"#$%
24
(
2
1
)
7(
1
8
)
0(
0
)
!"#$%
1(0)0(0)68(3)0(0)0(0)6(14)0(0)18(16)0(0)0(0)246(975)0(0)0(0)412(545)0(0)421(572)6(0)0(0)2(33)0(0)0(0)0(0)0(0)38(60)
72
(
0
)
1(3
)
0(0
)
0(0
)
6(0
)
10
(
2
1
)
0(0
)
0(0
)
0(0
)
76
(
2
1
6
)
18
(
3
7
)
0(0
)
Logan Ave & Driveway of 3rd St Logan Ave/Smithers Ave/3rd St Burnett Pl & 2nd St Burnett Ave & 2nd St
0(0
)
19
(
5
4
)
32
(
5
9
)
!"#$%
55(155)0(0)234(698)0(0)41(146)0(0)
0(0
)
47
(
8
0
)
30
(
9
3
)
Burnett Ave & 3rd St
0(0
)
45
(
7
8
)
0(0
)
!"#$%
0(0)0(0)0(0)0(0)14(33)0(0)
0(
0
)
10
2
(
2
3
5
)
0(
0
)
Renton Market Driveway & Burnett Ave
!"#$%$&$'(')$*+,-#./012$3/4$356(78498
B
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P
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SITE
2nd St.
3rd St.
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A
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.
Bu
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t
t
A
v
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.
Pavilion Drwy.
Driveway
123
4
15
16 18
19
7
Figure 10: 2031 Total Traffic Volumes
Renton Market - Trac Impact Analysis CivTech
1 2 4
5 6
3
8
9
Legend
XX(XX) - AM(PM) Peak Hour Traffic Volumes
NORTH
7
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
25 October 2024
TRAFFIC AND IMPROVEMENT ANALYSIS
Future projected background (No Build) and total (Build) scenarios are analyzed using the background
and total traffic volumes calculated for each horizon year 2026, 2031.
TURN LANE WARRANTING ANALYSIS
RIGHT-TURN DECELERATION LANES
The City of Renton does not have specific warrants for the installation of dedicated right-turns lanes.
CivTech deferred to Chapter 1310 of the Washington State Department of Transportation (WSDOT)
Design Manual, which requires a driveway right-turn deceleration lane to be provided when peak
hour right-turn volumes meet or exceed the ranges given in the exhibit 1310-24.
Table 6 is a summary of the 2031 peak hour right-turn volumes from the adjacent street onto the
proposed driveways:
TABLE 6 – RIGHT-TURN DECELERATION LANE WARRANTING CRITERIA
Access Advancing Volumes Right-Turn Volume Warrant Met?
Logan Avenue & Renton Market Driveway 76 3 No
According to WSDOT standards, due to the low current and expected future traffic volumes and the
low-speed limit on Logan Avenue, the right-turn lane warrant criteria is not met for the intersection.
LEFT-TURN DECELERATION LANES
The City of Renton does not have specific warrants for the installation of dedicated right-turns lanes.
CivTech deferred to Chapter 1310 of the WSDOT Design Manual, which requires a driveway right-
turn deceleration lane to be provided when peak hour right-turn volumes meet or exceed the ranges
given in the exhibit 1310-09.
Table 7 is a summary of the 2031 peak hour left-turn volumes from the adjacent street onto the
proposed driveways:
TABLE 7 – LEFT-TURN DECELERATION LANE WARRANTING CRITERIA
Access Advancing Volumes Left-Turn Volume Warrant
Met?
Logan Avenue & Renton Market Driveway 65 6 No
According to WSDOT standards, due to the low current and expected future traffic volumes and the
low-speed limit on Logan Avenue, the right-turn lane warrant criteria is not met for the intersection.
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
26 October 2024
PROJECTED CAPACITY ANALYSIS
The overall intersection and approach levels of service are summarized in Table 8 for the 2026
background and total traffic conditions. Detailed analysis worksheets for the 2026 background
analysis can be found in Appendix H, worksheets for the 2031 background analysis can be found in
Appendix I, worksheets for the 2026 total traffic analysis can be found in Appendix J, worksheets
for the 2031 total traffic analysis can be found in Appendix K.
TABLE 8 – PEAK HOUR LEVELS OF SERVICE
ID Intersection Intersection
Control
Approach/
Movement
2026 2031
No Build Build No Build Build
AM (PM) AM(PM) AM (PM) AM(PM)
1 City Center Parking
Egress and 2nd Street
1-way stop
(NB) NB Left A (B) A (B) A (B) A (B)
2 City Center Parking
Ingress and 2nd Street
1-way stop
(NB) WB Shared A (A) A (A) A (A) A (A)
3 Logan Avenue and 2nd
Street Signal
NB
SB
WB
B (B)
B (B)
A (B)
B (B)
B (B)
A (B)
B (B)
B (B)
C (C)
B (B)
B (B)
C (C)
Overall A (B) A (B) B (B) B (B)
4 Logan Avenue and
Pavilion Driveway
1-way stop
(WB)
SB Shared
WB Shared
A (A)
A (A)
A (A)
A (A)
A (A)
A (A)
A (A)
A (A)
5 Logan Avenue and
Driveway of 3rd Street
1-way stop
(EB) EB Right A (A) A (A) A (A) A (A)
6
Logan
Avenue/Smithers
Avenue and 3rd Street
Signal
NB
SB
EB
C (C)
B (A)
B (C)
C (C)
A (B)
B (C)
C (C)
A (B)
C (B)
C (C)
B (B)
B (C)
Overall B (C) B (C) C (B) B (C)
7 Burnett Avenue and
2nd Street Signal
NB
SB
WB
B (C)
C (C)
C (C)
B (C)
C (C)
C (C)
C (B)
C (C)
C (C)
B (C)
C (C)
C (C)
Overall C (C) C (C) C (C) C (C)
7.1 Burnett Place and 2nd
Street
1-way stop
(SB) SB Right A (A) A (A) A (A A (A)
8 Burnett Avenue and
3rd Street Signal
NB
SB
EB
B (B)
B (B)
A (B)
B (B)
B (B)
A (B)
B (B)
B (B)
A (B
B (B)
B (B)
A (B)
Overall B (B) B (B) B (A) B (B)
9 Renton Market Egress
& Burnett Avenue
1-way stop
(EB) EB Right A (A) A (A) A (A) A (A)
The results of the Synchro analysis summarized in Table 8 indicate that all study intersections
operate with overall acceptable levels of service (LOS D or better).
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
27 October 2024
QUEUE LENGTH ANALYSIS
Adequate turn storage should be provided on any approach where turn lanes are permitted and/or
warranted. A queuing analysis was performed for all warranted/recommended and existing
intersection turn lanes where site traffic is expected as well as left-turn lanes adjacent to the site
using the methodology documented on pages 9-96 through 9-99 of the latest (7th) edition of the
American Association of Highway and Transportation Officials’ (AASHTO) A Policy on Geometric
Design of Highways and Streets (the AASHTO “Green Book”). The Green Book indicates that, “A
deceleration lane should be sufficiently long to store the number of vehicles likely to accumulate in a
queue during a critical period.”
For a right turn lane at an unsignalized driveway or intersection, the critical period has typically been
two minutes and the storage length estimated as the length required to hold the average number of
arriving vehicles per a two-minute period, of which there are 30 per hour. Thus, for unsignalized
driveways and intersections, the storage length for a right-turn lane can be calculated by use of the
following formula:
Storage Length = ቄ ሺ௩/ሻ
ሺଷ ௗ௦/ሻቅ ൈ 𝑉𝐿, where VL is an assumed average Vehicle Length of 25 feet.
For unsignalized intersections, the storage length for a left-turn lane is determined by the use of
Equations 9-3 and 9-4 of the Green Book.
Storage Length = ൜୪୬ሾሺவேሻሿ
୪୬ೡ
െ1ൠ ൈ 𝑉𝐿 [9-4], where 𝑐ൌబషೇబ యలబబ⁄
ଵିషೇబ యలబబ⁄ [9-3] and VL is 25 feet.
Where signalized, the critical period per the Green Book is one-and-a-half to two signal cycles.1 The
equation used to calculate the queue storage for a right- or left-turn lane using AASHTO methodology
is thus:
Storage Length = ቄଵ.ହ ௫ ሺ௩/ሻ
ሺ௬௦/ሻ ቅ ൈ 𝑉𝐿, where VL is, again, 25 feet.
The turn lane storage requirements for the study intersections are summarized in Table 9. Detailed
queue storage calculation worksheets using the AASHTO method are included in Appendix L.
1 AASHTO, under Section 9.7.2.2 (page 9-96) of the Green Book, indicates that storage length for a turn lane, exclusive of
taper, “should usually be based on 1.5 to 2 times the average number of vehicles that would need to be stored per signal
cycle” at a signalized intersection.
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
28 October 2024
TABLE 9 – QUEUE STORAGE LENGTHS
ID Intersection
Intersection
Control Movement
Queue Storage
Existing (1) AASHTO HCM (2) Recommended
3 Logan Avenue
and 2nd Street Signal SB Right 60’ 275' 80’ No Change
6
Logan
Avenue/Smithers
Avenue and 3rd
Street
Signal SB Left 70’ 75’ 45’ No Change
7/A Burnett Place and
2nd Street
1-way stop
(SB) SB Left 75’ 25’ <25’ No Change
8 Burnett Avenue
and 3rd Street Signal EB Right
NB Right
125’
50’
100’
125’
20’
<25’ No Change
(1) Measured from beginning of stop bar to the end of the stripe.
(2) HCM 95th percentile queue reported in vehicles/lane, assuming 1 vehicle ~ 25 feet.
The recommended storage lengths in Table 9 are provided for study horizon year 2031 using the
total traffic projections. Proposed lane configurations are shown in Figure 11.
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Burnett Ave & 3rd St
Cit
y
C
e
n
t
e
r
Pa
r
k
i
n
g
E
g
r
e
e
s
Cit
y
C
e
n
t
e
r
Pa
r
k
i
n
g
I
n
g
r
e
e
s
SITE
2nd St.
3rd St.
Lo
g
a
n
A
v
e
.
Sm
i
t
h
e
r
s
A
v
e
.
Bu
r
n
e
t
t
A
v
e
.
B
u
r
n
e
t
t
P
l
.
Pavilion Drwy.
Driveway
11
19
123
4
15
16 18
7
Renton Market - Trac Impact Analysis
Figure 11: Proposed Lane Configuration and Traffic Control
SP
E
E
D
LIM
I
T
20
SP
E
E
D
LI
M
I
T
25
SPE
E
D
LIM
I
T
25
SPEEDLIMIT25
SPEEDLIMIT25
SPEEDLIMIT25
SPEEDLIMIT25
SPEEDLIMIT25
SPE
E
D
LIM
I
T
25
PARK
PARK
1 2
4 5 6
3
7
8
City Center Parking Egress & 2nd St City Center Parking Ingress & 2nd St Logan Ave & 2nd St
Logan Ave & Pavilion Driveway Logan Ave & Driveway of 3rd St
9
Logan Ave & Driveway of 3rd St
Logan Ave/Smithers Ave/3rd St
Burnett Ave & 2nd St
Burnett Ave & 3rd St
NORTHLEGEND
Thru or Turning Movement
Recommended Improvements
Stop Sign
Speed Limit
Traffic Signal
SPEEDLIMIT40
Two-Way Left Turn-Lane
Raised Median
CivTech
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
30 October 2024
SIGHT DISTANCE ANALYSIS
Adequate sight distance must be provided at intersections and site access driveways to allow safe
turning movements. There must be sufficient unobstructed sight distance along both approaches of
a street/driveway intersection and across their included corners to allow operators of vehicles to see
each other in time to prevent a collision. Sight distance worksheets according to AASHTO guidelines
have been included within Appendix M. Sight distance calculations are summarized in Table 10.
TABLE 10 – AASHTO SIGHT DISTANCE REQUIREMENTS
Roadway Posted Speed Limit/
Design Speed (mph)
Sight Distance Along Roadway
Left of Driveway
(Case B2/B3)
Right of Driveway
(Case B1)
On Major Road
(Case F)
Logan Avenue 25/35 335’ 390’ Restricted
2nd Street 25/35 490’ 415’ Restricted
2nd Street 25/35 415’ Restricted 365’
Burnett Avenue 25/35 335’ Restricted Restricted
Sight visibility should be provided at all driveways according to the distances shown in Table 10. All
vegetation and trees should be maintained to allow unobstructed sight distance.
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
31 October 2024
CONCLUSIONS
The following conclusions and recommendations have been documented in this study:
GENERAL
The proposed development is anticipated to generate 628 weekday daily trips, 35 (19 in/16 out)
trips during the AM peak hour, and 105 (60 in/ 58 out) trips during the PM peak hour.
The distribution for LUC 926 Food Cart Pods as assumed to be equal to LUC 930 Fast Casual
Restaurant since they share similar traits and are within the same facility. The 12 new vendor stalls
are anticipated to generate more trips than the two tenants on the east and west since there will
be more vendors to go to that serve different items/goods therefore, more people will likely be
going to the Renton Marketplace for the one of the 12 vendors rather than the two tenants on the
east and west.
EXISTING
The results of the existing conditions analysis summarized in Table 2 indicate that all study
intersections operate with acceptable levels of service (LOS D or better).
OPENING YEAR (2026)
The results of the Synchro analysis summarized in Table 8 indicate that all study intersections
operate with overall acceptable levels of service (LOS D or better).
2031 HORIZON YEAR
The results of the Synchro analysis summarized in Table 8 indicate that all study intersections
operate with overall acceptable levels of service (LOS D or better).
RIGHT-TURN DECELERATION LANES
According to WSDOT standards, due to the low current and expected future traffic volumes and
the low-speed limit on Logan Avenue, the right-turn lane warrant criteria is not met for the
intersection.
LEFT-TURN DECELERATION LANES
According to WSDOT standards, due to the low current and expected future traffic volumes and
low-speed limit on Logan Avenue, the right-turn lane warrant criteria is not met for the intersection.
QUEUE STORAGE
The recommended storage lengths are provided for study horizon year 2031 using the total traffic
projections.
SIGHT DISTANCE
Sight visibility should be provided at all driveways according to the distances shown in Table 10.
All vegetation and trees should be maintained to allow unobstructed sight distance.
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
32
LIST OF REFERENCES
Highway Capacity Manual, Sixth Edition: A Guide for Multimodal Mobility Analysis. Transportation
Research Board, Washington, D.C., 2018.
Manual on Uniform Traffic Control Devices. U.S. Department of Transportation, Federal Highways
Administration, Washington, D.C., 2009.
Trip Generation Manual, 11th Edition, Institute of Transportation Engineers, Washington, D.C., 2017.
Trip Generation Handbook, 3rd Edition, Institute of Transportation Engineers, Washington, D.C., 2014.
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
33
TECHNICAL APPENDICES
APPENDIX A:
APPENDIX B:
APPENDIX C:
APPENDIX D:
APPENDIX E:
APPENDIX F:
APPENDIX G:
APPENDIX H:
APPENDIX I:
APPENDIX J:
APPENDIX K:
APPENDIX L:
APPENDIX M:
REVIEW COMMENTS AND RESPONSES (RESERVED)
EXISTING TRAFFIC COUNTS
EXISTING PEAK HOUR ANALYSIS
CRASH ANALYSIS WORKSHEETS
TRIP GENERATION CALCULATIONS
BACKGROUND GROWTH CALCULATIONS
TURN LANE WARRANTS
2026 NO BUILD PEAK HOUR ANALYSIS
2031 NO BUILD PEAK HOUR ANALYSIS
2026 BUILD PEAK HOUR ANALYSIS
2031 BUILD PEAK HOUR ANALYSIS
QUEUE STORAGE ANALYSIS
SIGHT DISTANCE ANALYSIS
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
34
APPENDIX A:
REVIEW COMMENTS AND RESPONSES (Reserved)
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
CivTech, Inc. Review Comments & Responses Renton Market
1 Submittal
Disposition Codes: (1) Will Comply (2) Will Evaluate (3) Delete Comment (4) Defer to Consultant/Owner
Reviewer Name, Agency:Susan Tillack
Item Review Comment (Code) & Response
1.I noticed the first paragraph in the Executive Summary mis-states
the anticipated program - it notes 14 vendor stalls and one new fast
casual restaurant, but the program has 12 vendor stalls and two
anchor tenants on the east and west sides of the building (
anticipated to be full service, not fast casual, restaurant and/or bar
and, possibly, a bakery)
(1) The TIA has been updated to reflect 12 vendor stalls instead of 14
and we have changed from LUC code 930 to LUC 932 Sit- Down
Restaurant for the two anchor tenants on the east and west side.
Appendix A Page 1 of 1
Reviewed Date
CivTech Received Date
CivTech Entered Date
CivTech Response Date
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
35
APPENDIX B:
EXISTING TRAFFIC COUNTS
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
CC PAKRING EGRESS CC PAKRING EGRESS2ND ST 2ND ST
(303) 216-2439www.alltrafficdata.net
Location:1 CC PAKRING EGRESS & 2ND ST AM
Tuesday, August 20, 2024Date:
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Motorized Vehicles Pedestrians/Bicycles in CrosswalkHeavy VehiclesPeak Hour
Peak Hour:07:30 AM - 08:30 AM
Peak 15-Minutes:07:45 AM - 08:00 AM
Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk
00
436
0
21
0
437
0.87
N
S
EW
0.00
0.87
0.38
0.00
()()
(810)
()
(815)
()
(6)(1)
0 00
0
435
1
0
0
0
0
0
0
2 0 00
2ND ST
2ND ST
CC PAKRING EGRESS
CC PAKRING EGRESS
1
7
7
0
N
S
EW
2
5
52
1 0
0
0
0 00
0
3
0
0
0
0
00
3
0
00
0
3 N
S
EW
0
0
0
0 0 00
IntervalStart Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
RollingHourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
7:00 AM 426000 0084 010 000 850000
7:15 AM 426000 00100 010 000 1010000
7:30 AM 438000 01112 010 000 1140000
7:45 AM 434000 00126 000 000 1260000
8:00 AM 390000 0085 000 000 850000
8:15 AM 000 00112 010 000 1130000
8:30 AM 000 00108 020 000 1100000
8:45 AM 000 0082 000 000 820000
Count Total 000 01809 060 000 8160000
Peak Hour 000 01435 020 000 4380000
HV% PHF
0.00
0.87
0.38
0.00
0.0%
0.7%
0.0%
0.0%
0.7% 0.87
EB
WB
NB
SB
All
Heavy VehiclesIntervalStart Time EB NB TotalWB SB
7:00 AM 00000
7:15 AM 00000
7:30 AM 00101
7:45 AM 00101
8:00 AM 00101
8:15 AM 00000
8:30 AM 00101
8:45 AM 00000
Count Total 00404
Peak Hour 00303
Bicycles on RoadwayIntervalStart Time EB NB TotalWB SB
7:00 AM 00000
7:15 AM 00000
7:30 AM 00000
7:45 AM 00000
8:00 AM 00000
8:15 AM 00000
8:30 AM 00000
8:45 AM 00000
Count Total 00000
Peak Hour 00000
Pedestrians/Bicycles on CrosswalkIntervalStart Time EB NB TotalWB SB
7:00 AM 03205
7:15 AM 01124
7:30 AM 04105
7:45 AM 00011
8:00 AM 02406
8:15 AM 01203
8:30 AM 01102
8:45 AM 00033
Count Total 01211 629
Peak Hour 077115
CC PAKRING EGRESS CC PAKRING EGRESS2ND ST 2ND ST
(303) 216-2439www.alltrafficdata.net
Location:1 CC PAKRING EGRESS & 2ND ST PM
Tuesday, August 20, 2024Date:
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Motorized Vehicles Pedestrians/Bicycles in CrosswalkHeavy VehiclesPeak Hour
Peak Hour:04:15 PM - 05:15 PM
Peak 15-Minutes:04:15 PM - 04:30 PM
Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk
00
654
1
890
0
742
0.94
N
S
EW
0.00
0.96
0.78
0.00
()()
(1,224)
(1)
(1,385)
()
(163)(1)
0 00
0
654
0
0
0
0
0
0
0
88 0 10
2ND ST
2ND ST
CC PAKRING EGRESS
CC PAKRING EGRESS
14
28
23
2
N
S
EW
15
13
1211
11 3
2
0
0 00
0
0
0
0
0
0
00
0
0
00
0
0 N
S
EW
0
0
0
0 0 00
IntervalStart Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
RollingHourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
4:00 PM 733000 00145 0250 000 1700000
4:15 PM 743000 00168 0300 000 1980000
4:30 PM 698000 00170 0200 000 1900000
4:45 PM 677000 00156 0190 000 1750000
5:00 PM 654000 00160 0190 000 1800010
5:15 PM 0 0 0 0 0 140 0 13 0 0 0 0 1530000
5:30 PM 0 0 0 0 0 151 0 18 0 0 0 0 1690000
5:45 PM 0 0 0 0 1 133 0 18 0 0 0 0 1520000
Count Total 000 011,223 01620 000 1,3870010
Peak Hour 000 00654 0880 000 7430010
HV% PHF
0.00
0.96
0.78
0.00
0.0%
0.0%
0.0%
0.0%
0.0% 0.94
EB
WB
NB
SB
All
Heavy VehiclesIntervalStart Time EB NB TotalWB SB
4:00 PM 0 0 0 0 0
4:15 PM 0 0 0 0 0
4:30 PM 0 0 0 0 0
4:45 PM 0 0 0 0 0
5:00 PM 0 0 0 0 0
5:15 PM 0 0 0 0 0
5:30 PM 0 0 0 0 0
5:45 PM 0 0 0 0 0
Count Total 00000
Peak Hour 00000
Bicycles on RoadwayIntervalStart Time EB NB TotalWB SB
4:00 PM 0 0 0 0 0
4:15 PM 1 0 1 0 2
4:30 PM 0 0 3 0 3
4:45 PM 1 0 0 0 1
5:00 PM 1 0 0 0 1
5:15 PM 0 0 1 0 1
5:30 PM 0 0 1 0 1
5:45 PM 0 0 1 0 1
Count Total 307010
Peak Hour 30407
Pedestrians/Bicycles on CrosswalkIntervalStart Time EB NB TotalWB SB
4:00 PM 7 6 5 3 21
4:15 PM 0 5 5 2 12
4:30 PM 1 9 9 10 29
4:45 PM 1 7 4 2 14
5:00 PM 0 2 10 0 12
5:15 PM 0 2 4 1 7
5:30 PM 0 11 3 2 16
5:45 PM 0 7 0 0 7
Count Total 9494020118
Peak Hour 223281467
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
CC PARKING INGRESS CC PARKING INGRESS2ND ST 2ND ST
(303) 216-2439www.alltrafficdata.net
Location:2 CC PARKING INGRESS & 2ND ST AM
Tuesday, August 20, 2024Date:
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Motorized Vehicles Pedestrians/Bicycles in CrosswalkHeavy VehiclesPeak Hour
Peak Hour:07:00 AM - 08:00 AM
Peak 15-Minutes:07:30 AM - 07:45 AM
Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk
00
432
0
016
0
416
0.88
N
S
EW
0.00
0.88
0.00
0.00
()()
(806)
()
(773)
()
()(33)
0 00
0
416
16
0
0
0
0
0
0
0 0 00
2ND ST
2ND ST
CC PARKING INGRESS
CC PARKING INGRESS
2
0
8
1
N
S
EW
0
0
53
2 0
1
0
0 00
0
2
0
0
0
0
00
2
0
00
0
2 N
S
EW
0
0
0
0 0 00
IntervalStart Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
RollingHourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
7:00 AM 432000 0798 000 000 1050000
7:15 AM 428000 02104 000 000 1060000
7:30 AM 428000 07116 000 000 1230000
7:45 AM 388000 0098 000 000 980000
8:00 AM 374000 0398 000 000 1010000
8:15 AM 000 06100 000 000 1060000
8:30 AM 000 0380 000 000 830000
8:45 AM 000 0579 000 000 840000
Count Total 000 033773 000 000 8060000
Peak Hour 000 016416 000 000 4320000
HV% PHF
0.00
0.88
0.00
0.00
0.0%
0.5%
0.0%
0.0%
0.5% 0.88
EB
WB
NB
SB
All
Heavy VehiclesIntervalStart Time EB NB TotalWB SB
7:00 AM 00000
7:15 AM 00000
7:30 AM 00202
7:45 AM 00000
8:00 AM 00101
8:15 AM 00101
8:30 AM 00000
8:45 AM 00000
Count Total 00404
Peak Hour 00202
Bicycles on RoadwayIntervalStart Time EB NB TotalWB SB
7:00 AM 00000
7:15 AM 00000
7:30 AM 00000
7:45 AM 00000
8:00 AM 00000
8:15 AM 10001
8:30 AM 00000
8:45 AM 00000
Count Total 10001
Peak Hour 00000
Pedestrians/Bicycles on CrosswalkIntervalStart Time EB NB TotalWB SB
7:00 AM 03014
7:15 AM 12003
7:30 AM 01012
7:45 AM 02002
8:00 AM 11002
8:15 AM 32027
8:30 AM 20046
8:45 AM 02002
Count Total 7130828
Peak Hour 180211
CC PARKING INGRESS CC PARKING INGRESS2ND ST 2ND ST
(303) 216-2439www.alltrafficdata.net
Location:2 CC PARKING INGRESS & 2ND ST PM
Tuesday, August 20, 2024Date:
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Motorized Vehicles Pedestrians/Bicycles in CrosswalkHeavy VehiclesPeak Hour
Peak Hour:04:00 PM - 05:00 PM
Peak 15-Minutes:04:45 PM - 05:00 PM
Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk
00
740
0
057
0
683
0.93
N
S
EW
0.00
0.93
0.00
0.25
()()
(1,377)
()
(1,270)
(1)
()(108)
0 00
0
683
57
0
0
0
0
0
0
0 0 00
2ND ST
2ND ST
CC PARKING INGRESS
CC PARKING INGRESS
26
2
17
31
N
S
EW
0
2
98
17 9
16
15
0 00
0
0
0
0
0
0
00
0
0
00
0
0 N
S
EW
0
0
0
0 0 00
IntervalStart Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
RollingHourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
4:00 PM 740000 015177 000 000 1920000
4:15 PM 701000 020154 000 000 1740000
4:30 PM 690000 08166 000 000 1740000
4:45 PM 665000 014186 000 000 2000000
5:00 PM 638000 014139 000 000 1530000
5:15 PM 000 018145 000 000 1630000
5:30 PM 000 08141 000 000 1490000
5:45 PM 000 010162 000 000 1731000
Count Total 000 01071,270 000 000 1,3781000
Peak Hour 000 057683 000 000 7400000
HV% PHF
0.25
0.93
0.00
0.00
0.0%
0.0%
0.0%
0.0%
0.0% 0.93
EB
WB
NB
SB
All
Heavy VehiclesIntervalStart Time EB NB TotalWB SB
4:00 PM 0 0 0 0 0
4:15 PM 0 0 0 0 0
4:30 PM 0 0 0 0 0
4:45 PM 0 0 0 0 0
5:00 PM 0 0 0 0 0
5:15 PM 0 0 0 0 0
5:30 PM 0 0 0 0 0
5:45 PM 0 0 0 0 0
Count Total 00000
Peak Hour 00000
Bicycles on RoadwayIntervalStart Time EB NB TotalWB SB
4:00 PM 0 0 2 0 2
4:15 PM 0 0 1 0 1
4:30 PM 0 0 1 0 1
4:45 PM 1 0 0 0 1
5:00 PM 0 0 1 0 1
5:15 PM 0 0 2 0 2
5:30 PM 0 0 1 0 1
5:45 PM 0 0 0 0 0
Count Total 10809
Peak Hour 10405
Pedestrians/Bicycles on CrosswalkIntervalStart Time EB NB TotalWB SB
4:00 PM 15 1 0 5 21
4:15 PM 7 7 0 13 27
4:30 PM 5 1 2 7 15
4:45 PM 4 8 0 1 13
5:00 PM 3 1 0 1 5
5:15 PM 9 6 0 2 17
5:30 PM 2 9 0 1 12
5:45 PM 6 8 1 0 15
Count Total 51 41 3 30 125
Peak Hour 31 17 2 26 76
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
LOGAN AVE LOGAN AVE2ND ST 2ND ST
(303) 216-2439www.alltrafficdata.net
Location:3 LOGAN AVE & 2ND ST AM
Tuesday, August 20, 2024Date:
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Motorized Vehicles Pedestrians/Bicycles in CrosswalkHeavy VehiclesPeak Hour
Peak Hour:07:30 AM - 08:30 AM
Peak 15-Minutes:07:45 AM - 08:00 AM
Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk
69 188
423
0
8045
0
339
0.95
N
S
EW
0.66
0.90
0.82
0.00
(335)(173)
(775)
()
(628)
()
(142)(127)
40 00
129
278
16
0
0
0
0
0
29
21 59 00
2ND ST
2ND ST
LOGAN AVE
LOGAN AVE
0
3
7
1
N
S
EW
1
2
43
0 0
1
0
0 00
1
3
0
0
0
0
01
4
0
00
0
3 N
S
EW
0
0
0
0 0 00
IntervalStart Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
RollingHourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
7:00 AM 547000 0359 0410 0016 121021 0 8
7:15 AM 547000 0454 038 0013 125036 0 7
7:30 AM 572000 0382 0411 007 150029 014
7:45 AM 569000 0468 0513 006 151046 0 9
8:00 AM 543000 0553 0318 007 121026 0 9
8:15 AM 000 0475 0917 009 150028 0 8
8:30 AM 000 0770 0317 0014 147025 011
8:45 AM 000 0451 0512 0021 125018 014
Count Total 0 0 0 0 34 512 0 36 106 0 0 93 1,0900229 0 80
Peak Hour 0 0 0 016278 02159 0 029 5720129 0 40
HV% PHF
0.00
0.90
0.82
0.66
0.0%
0.9%
0.0%
0.0%
0.7% 0.95
EB
WB
NB
SB
All
Heavy VehiclesIntervalStart Time EB NB TotalWB SB
7:00 AM 00000
7:15 AM 00000
7:30 AM 00101
7:45 AM 00101
8:00 AM 00101
8:15 AM 00101
8:30 AM 00000
8:45 AM 00000
Count Total 00404
Peak Hour 00404
Bicycles on RoadwayIntervalStart Time EB NB TotalWB SB
7:00 AM 00000
7:15 AM 00000
7:30 AM 00000
7:45 AM 00011
8:00 AM 00000
8:15 AM 00000
8:30 AM 01001
8:45 AM 00000
Count Total 01012
Peak Hour 00011
Pedestrians/Bicycles on CrosswalkIntervalStart Time EB NB TotalWB SB
7:00 AM 03003
7:15 AM 11013
7:30 AM 03104
7:45 AM 12104
8:00 AM 02002
8:15 AM 00101
8:30 AM 52209
8:45 AM 702211
Count Total 14 13 7 3 37
Peak Hour 173011
LOGAN AVE LOGAN AVE2ND ST 2ND ST
(303) 216-2439www.alltrafficdata.net
Location:3 LOGAN AVE & 2ND ST PM
Tuesday, August 20, 2024Date:
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Motorized Vehicles Pedestrians/Bicycles in CrosswalkHeavy VehiclesPeak Hour
Peak Hour:04:15 PM - 05:15 PM
Peak 15-Minutes:04:15 PM - 04:30 PM
Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk
252 198
691
0
5056
0
739
0.95
N
S
EW
0.93
0.95
0.62
0.25
(364)(480)
(1,270)
(1)
(1,389)
(1)
(90)(87)
22
5
00
177
485
29
0
0
0
0
0
27
29 21 00
2ND ST
2ND ST
LOGAN AVE
LOGAN AVE
13
25
16
20
N
S
EW
14
11
97
9 4
14
6
0 00
0
0
0
0
0
0
00
0
0
00
0
0 N
S
EW
0
0
0
0 0 00
IntervalStart Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
RollingHourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
4:00 PM 964000 05110 055 003 218039 051
4:15 PM 993000 09126 0147 009 262047 050
4:30 PM 934000 05122 044 008 237042 052
4:45 PM 910000 011113 076 008 247045 057
5:00 PM 877000 04124 044 002 247043 066
5:15 PM 000 08101 023 002 203028 059
5:30 PM 000 05100 078 003 213038 052
5:45 PM 000 01105 036 003 214139 155
Count Total 0 0 0 048901 04643 0 038 1,8411321 1442
Peak Hour 0 0 0 029485 02921 0 027 9930177 0225
HV% PHF
0.25
0.95
0.62
0.93
0.0%
0.0%
0.0%
0.0%
0.0% 0.95
EB
WB
NB
SB
All
Heavy VehiclesIntervalStart Time EB NB TotalWB SB
4:00 PM 0 0 0 0 0
4:15 PM 0 0 0 0 0
4:30 PM 0 0 0 0 0
4:45 PM 0 0 0 0 0
5:00 PM 0 0 0 0 0
5:15 PM 0 0 0 0 0
5:30 PM 0 0 0 0 0
5:45 PM 0 0 0 0 0
Count Total 00000
Peak Hour 00000
Bicycles on RoadwayIntervalStart Time EB NB TotalWB SB
4:00 PM 0 0 0 0 0
4:15 PM 0 1 2 0 3
4:30 PM 0 0 2 0 2
4:45 PM 0 3 0 1 4
5:00 PM 0 0 0 1 1
5:15 PM 0 0 2 1 3
5:30 PM 0 0 1 1 2
5:45 PM 0 0 1 0 1
Count Total 048416
Peak Hour 044210
Pedestrians/Bicycles on CrosswalkIntervalStart Time EB NB TotalWB SB
4:00 PM 9 8 3 5 25
4:15 PM 2 6 14 2 24
4:30 PM 6 1 5 1 13
4:45 PM 9 3 4 9 25
5:00 PM 3 6 2 1 12
5:15 PM 4 1 3 1 9
5:30 PM 4 11 8 1 24
5:45 PM 12 5 3 2 22
Count Total 49 41 42 22 154
Peak Hour 20 16 25 13 74
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
LOGAN AVE LOGAN AVEPAVILION DWY PAVILION DWY
(303) 216-2439www.alltrafficdata.net
Location:4 LOGAN AVE & PAVILION DWY AM
Tuesday, August 20, 2024Date:
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Motorized Vehicles Pedestrians/Bicycles in CrosswalkHeavy VehiclesPeak Hour
Peak Hour:08:00 AM - 09:00 AM
Peak 15-Minutes:08:45 AM - 09:00 AM
Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk
60 73
7
4
6858
0
0
0.73
N
S
EW
0.60
0.35
0.71
0.00
(120)(107)
(13)
(11)
()
()
(109)(98)
0 22
5
0
2
0
0
0
0
0
56
0 66 20
PAVILION DWY
PAVILION DWY
LOGAN AVE
LOGAN AVE
20
16
4
1
N
S
EW
10
6
13
11 9
1
0
0 00
0
0
0
0
0
0
00
0
0
00
0
0 N
S
EW
0
0
0
0 0 00
IntervalStart Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
RollingHourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
7:00 AM 94000 000 0010 0310 250200
7:15 AM 91000 000 007 0216 260100
7:30 AM 100000 000 009 106 200310
7:45 AM 112000 000 0014 018 230000
8:00 AM 135000 000 0014 107 220000
8:15 AM 000 000 0024 118 350100
8:30 AM 000 000 0013 0017 320110
8:45 AM 000 020 0015 0124 460310
Count Total 000 020 00106 3896 229011 3 0
Peak Hour 000 020 0066 2256 1350520
HV% PHF
0.00
0.35
0.71
0.60
0.0%
0.0%
0.0%
0.0%
0.0% 0.73
EB
WB
NB
SB
All
Heavy VehiclesIntervalStart Time EB NB TotalWB SB
7:00 AM 00000
7:15 AM 00000
7:30 AM 00000
7:45 AM 00000
8:00 AM 00000
8:15 AM 00000
8:30 AM 00000
8:45 AM 00000
Count Total 00000
Peak Hour 00000
Bicycles on RoadwayIntervalStart Time EB NB TotalWB SB
7:00 AM 00000
7:15 AM 00000
7:30 AM 00000
7:45 AM 00011
8:00 AM 00000
8:15 AM 01001
8:30 AM 00000
8:45 AM 00000
Count Total 01012
Peak Hour 01001
Pedestrians/Bicycles on CrosswalkIntervalStart Time EB NB TotalWB SB
7:00 AM 00000
7:15 AM 00415
7:30 AM 00257
7:45 AM 01124
8:00 AM 01315
8:15 AM 014611
8:30 AM 00358
8:45 AM 126817
Count Total 1 5 23 28 57
Peak Hour 14162041
LOGAN AVE LOGAN AVEPAVILION DWY PAVILION DWY
(303) 216-2439www.alltrafficdata.net
Location:4 LOGAN AVE & PAVILION DWY PM
Tuesday, August 20, 2024Date:
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Motorized Vehicles Pedestrians/Bicycles in CrosswalkHeavy VehiclesPeak Hour
Peak Hour:04:15 PM - 05:15 PM
Peak 15-Minutes:04:45 PM - 05:00 PM
Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk
11 12
9
9
10
0
0
0.75
N
S
EW
0.69
0.63
0.25
0.00
(18)(16)
(14)
(13)
()
()
(1)()
0 29
9
0
0
0
0
0
0
0
0
0 1 00
PAVILION DWY
PAVILION DWY
LOGAN AVE
LOGAN AVE
43
18
7
25
6
N
S
EW
99
88
1213
16 27
2
4
0 00
0
0
0
0
0
0
00
0
0
00
0
0 N
S
EW
0
0
0
0 0 00
IntervalStart Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
RollingHourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
4:00 PM 19000 000 000 010 20100
4:15 PM 21000 000 001 040 60100
4:30 PM 19000 000 000 110 40200
4:45 PM 16000 000 000 120 70400
5:00 PM 12000 000 000 020 40200
5:15 PM 000 000 000 020 40200
5:30 PM 000 000 000 100 10000
5:45 PM 000 000 000 010 30200
Count Total 000 000 001 3130 31014 0 0
Peak Hour 000 000 001 290 210900
HV% PHF
0.00
0.63
0.25
0.69
0.0%
0.0%
0.0%
0.0%
0.0% 0.75
EB
WB
NB
SB
All
Heavy VehiclesIntervalStart Time EB NB TotalWB SB
4:00 PM 0 0 0 0 0
4:15 PM 0 0 0 0 0
4:30 PM 0 0 0 0 0
4:45 PM 0 0 0 0 0
5:00 PM 0 0 0 0 0
5:15 PM 0 0 0 0 0
5:30 PM 0 0 0 0 0
5:45 PM 0 0 0 0 0
Count Total 00000
Peak Hour 00000
Bicycles on RoadwayIntervalStart Time EB NB TotalWB SB
4:00 PM 0 0 0 0 0
4:15 PM 0 0 0 0 0
4:30 PM 0 0 0 1 1
4:45 PM 0 0 0 1 1
5:00 PM 0 0 0 0 0
5:15 PM 0 0 0 0 0
5:30 PM 0 0 0 0 0
5:45 PM 0 0 0 0 0
Count Total 00022
Peak Hour 00022
Pedestrians/Bicycles on CrosswalkIntervalStart Time EB NB TotalWB SB
4:00 PM 0 4 86 44 134
4:15 PM 0 7 64 12 83
4:30 PM 1 7 57 10 75
4:45 PM 2 5 27 4 38
5:00 PM 3 6 39 17 65
5:15 PM 3 3 53 17 76
5:30 PM 3 5 56 7 71
5:45 PM 0 3 47 14 64
Count Total 12 40 429 125 606
Peak Hour 6 25 187 43 261
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
LOGAN AVE LOGAN AVE225 LOGAN DWY 225 LOGAN DWY
(303) 216-2439www.alltrafficdata.net
Location:5 LOGAN AVE & 225 LOGAN DWY AM
Tuesday, August 20, 2024Date:
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Motorized Vehicles Pedestrians/Bicycles in CrosswalkHeavy VehiclesPeak Hour
Peak Hour:08:00 AM - 09:00 AM
Peak 15-Minutes:08:30 AM - 08:45 AM
Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk
66 64
0
0
6365
6
6
0.84
N
S
EW
0.79
0.00
0.87
0.75
(108)(97)
()
()
(10)
(10)
(106)(95)
6 00
0
0
0
5
0
1
0
0
60
0 63 00
225 LOGAN DWY
225 LOGAN DWY
LOGAN AVE
LOGAN AVE
4
0
4
13
N
S
EW
0
0
13
2 2
4
9
0 00
0
0
0
0
0
0
00
0
0
00
0
0 N
S
EW
0
0
0
0 0 00
IntervalStart Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
RollingHourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
7:00 AM 78000 000 008 009 181000
7:15 AM 90000 000 0012 005 180001
7:30 AM 100010 000 006 005 141001
7:45 AM 126000 000 0017 008 281002
8:00 AM 135000 000 0017 0010 302001
8:15 AM 000 000 0013 0013 281001
8:30 AM 000 000 0019 0019 401001
8:45 AM 010 000 0014 0018 371003
Count Total 020 000 00106 0087 21380010
Peak Hour 010 000 0063 0060 1355006
HV% PHF
0.75
0.00
0.87
0.79
0.0%
0.0%
0.0%
0.0%
0.0% 0.84
EB
WB
NB
SB
All
Heavy VehiclesIntervalStart Time EB NB TotalWB SB
7:00 AM 00000
7:15 AM 00000
7:30 AM 00000
7:45 AM 00000
8:00 AM 00000
8:15 AM 00000
8:30 AM 00000
8:45 AM 00000
Count Total 00000
Peak Hour 00000
Bicycles on RoadwayIntervalStart Time EB NB TotalWB SB
7:00 AM 00000
7:15 AM 00000
7:30 AM 00011
7:45 AM 00000
8:00 AM 00000
8:15 AM 00000
8:30 AM 00000
8:45 AM 00000
Count Total 00011
Peak Hour 00000
Pedestrians/Bicycles on CrosswalkIntervalStart Time EB NB TotalWB SB
7:00 AM 40004
7:15 AM 41005
7:30 AM 01001
7:45 AM 40015
8:00 AM 42006
8:15 AM 30014
8:30 AM 32016
8:45 AM 30025
Count Total 2560536
Peak Hour 13 4 0 4 21
LOGAN AVE LOGAN AVE225 LOGAN DWY 225 LOGAN DWY
(303) 216-2439www.alltrafficdata.net
Location:5 LOGAN AVE & 225 LOGAN DWY PM
Tuesday, August 20, 2024Date:
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Motorized Vehicles Pedestrians/Bicycles in CrosswalkHeavy VehiclesPeak Hour
Peak Hour:04:00 PM - 05:00 PM
Peak 15-Minutes:04:00 PM - 04:15 PM
Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk
00
0
0
00
0
0
0.00
N
S
EW
0.00
0.00
0.00
0.00
()()
()
()
()
()
()()
0 00
0
0
0
0
0
0
0
0
0
0 0 00
225 LOGAN DWY
225 LOGAN DWY
LOGAN AVE
LOGAN AVE
142
0
75
35
0
N
S
EW
0
0
2649
65 77
16
0
19
0
0 00
0
0
0
0
0
0
00
0
0
00
0
0 N
S
EW
0
0
0
0 0 00
IntervalStart Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
RollingHourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
4:00 PM 0000 000 000 000 00000
4:15 PM 0000 000 000 000 00000
4:30 PM 0000 000 000 000 00000
4:45 PM 0000 000 000 000 00000
5:00 PM 0000 000 000 000 00000
5:15 PM 000 000 000 000 00000
5:30 PM 000 000 000 000 00000
5:45 PM 000 000 000 000 00000
Count Total 000 000 000 000 00000
Peak Hour 000 000 000 000 00000
HV% PHF
0.00
0.00
0.00
0.00
0.0%
0.0%
0.0%
0.0%
0.0% 0.00
EB
WB
NB
SB
All
Heavy VehiclesIntervalStart Time EB NB TotalWB SB
4:00 PM 0 0 0 0 0
4:15 PM 0 0 0 0 0
4:30 PM 0 0 0 0 0
4:45 PM 0 0 0 0 0
5:00 PM 0 0 0 0 0
5:15 PM 0 0 0 0 0
5:30 PM 0 0 0 0 0
5:45 PM 0 0 0 0 0
Count Total 00000
Peak Hour 00000
Bicycles on RoadwayIntervalStart Time EB NB TotalWB SB
4:00 PM 0 0 0 0 0
4:15 PM 0 0 0 1 1
4:30 PM 0 0 0 0 0
4:45 PM 0 0 0 0 0
5:00 PM 0 0 0 0 0
5:15 PM 0 0 0 0 0
5:30 PM 0 0 0 0 0
5:45 PM 0 0 0 0 0
Count Total 00011
Peak Hour 00011
Pedestrians/Bicycles on CrosswalkIntervalStart Time EB NB TotalWB SB
4:00 PM 86 21 0 28 135
4:15 PM 71 12 0 19 102
4:30 PM 95 22 0 39 156
4:45 PM 98 20 0 56 174
5:00 PM 121 37 0 62 220
5:15 PM 70 14 0 41 125
5:30 PM 75 22 0 32 129
5:45 PM 69 20 0 38 127
Count Total 685168 03151,168
Peak Hour 350 75 0 142 567
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
LOGAN AVE-SMITHERS AVE LOGAN AVE-SMITHERS AVE3RD ST 3RD ST
(303) 216-2439www.alltrafficdata.net
Location:6 LOGAN AVE-SMITHERS AVE & 3RD ST AM
Tuesday, August 20, 2024Date:
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Motorized Vehicles Pedestrians/Bicycles in CrosswalkHeavy VehiclesPeak Hour
Peak Hour:08:00 AM - 09:00 AM
Peak 15-Minutes:08:45 AM - 09:00 AM
Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk
66 63
0
277
92
267
0
0.97
N
S
EW
0.83
0.00
0.75
0.94
(107)(96)
()
(486)
()
(485)
(14)(2)
0 066
0
0
0
2
207
58
0
0
0
0 5 40
3RD ST
3RD ST
LOGAN AVE-SMITHERS AVE
LOGAN AVE-SMITHERS AVE
9
4
10
2
N
S
EW
3
1
64
4 5
1
1
0 00
0
0
0
0
2
0
00
0
2
00
2
0 N
S
EW
0
0
0
0 0 00
IntervalStart Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
RollingHourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
7:00 AM 2530934 000 000 0100 540010
7:15 AM 28501141 000 000 050 580010
7:30 AM 3110556 000 001 060 690010
7:45 AM 32601745 000 001 090 720000
8:00 AM 34201556 000 001 0120 860020
8:15 AM 01453 000 000 0150 841010
8:30 AM 01645 000 002 0190 841010
8:45 AM 01353 000 002 0200 880000
Count Total 0100383 000 007 0960 5952070
Peak Hour 058207 000 005 0660 3422040
HV% PHF
0.94
0.00
0.75
0.83
0.7%
0.0%
0.0%
0.0%
0.6% 0.97
EB
WB
NB
SB
All
Heavy VehiclesIntervalStart Time EB NB TotalWB SB
7:00 AM 00000
7:15 AM 00000
7:30 AM 00000
7:45 AM 00000
8:00 AM 10001
8:15 AM 00000
8:30 AM 00000
8:45 AM 10001
Count Total 20002
Peak Hour 20002
Bicycles on RoadwayIntervalStart Time EB NB TotalWB SB
7:00 AM 00000
7:15 AM 00011
7:30 AM 00000
7:45 AM 00000
8:00 AM 00000
8:15 AM 00000
8:30 AM 10001
8:45 AM 00000
Count Total 10012
Peak Hour 10001
Pedestrians/Bicycles on CrosswalkIntervalStart Time EB NB TotalWB SB
7:00 AM 01012
7:15 AM 11215
7:30 AM 00011
7:45 AM 00022
8:00 AM 12036
8:15 AM 02114
8:30 AM 12227
8:45 AM 04138
Count Total 3 12 6 14 35
Peak Hour 210 4 925
LOGAN AVE-SMITHERS AVE LOGAN AVE-SMITHERS AVE3RD ST 3RD ST
(303) 216-2439www.alltrafficdata.net
Location:6 LOGAN AVE-SMITHERS AVE & 3RD ST PM
Tuesday, August 20, 2024Date:
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Motorized Vehicles Pedestrians/Bicycles in CrosswalkHeavy VehiclesPeak Hour
Peak Hour:04:00 PM - 05:00 PM
Peak 15-Minutes:04:15 PM - 04:30 PM
Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk
00
0
844
1830
856
0
0.91
N
S
EW
0.00
0.00
0.60
0.92
()()
()
(1,558)
()
(1,561)
(42)(45)
0 00
0
0
0
29
827
0
0
0
0
0 0 171
3RD ST
3RD ST
LOGAN AVE-SMITHERS AVE
LOGAN AVE-SMITHERS AVE
391
13
9
85
0
N
S
EW
74
65
5332
204 187
0
0
0 00
0
0
0
0
0
0
00
0
0
00
0
0 N
S
EW
0
0
0
0 0 00
IntervalStart Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
RollingHourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
4:00 PM 87400203 000 000 000 2167060
4:15 PM 85800225 000 100 000 2408060
4:30 PM 80900201 000 000 000 2060050
4:45 PM 79200198 000 000 000 21214 0 0 0
5:00 PM 72900186 000 100 000 2004090
5:15 PM 00179 000 000 000 1916060
5:30 PM 00181 000 000 000 1892060
5:45 PM 00145 000 000 000 1492020
Count Total 001,518 000 200 000 1,60343 0 40 0
Peak Hour 00827 000 100 000 87429 0 17 0
HV% PHF
0.92
0.00
0.60
0.00
0.0%
0.0%
0.0%
0.0%
0.0% 0.91
EB
WB
NB
SB
All
Heavy VehiclesIntervalStart Time EB NB TotalWB SB
4:00 PM 0 0 0 0 0
4:15 PM 0 0 0 0 0
4:30 PM 0 0 0 0 0
4:45 PM 0 0 0 0 0
5:00 PM 0 0 0 0 0
5:15 PM 1 0 0 0 1
5:30 PM 0 0 0 0 0
5:45 PM 0 0 0 0 0
Count Total 10001
Peak Hour 00000
Bicycles on RoadwayIntervalStart Time EB NB TotalWB SB
4:00 PM 0 0 0 0 0
4:15 PM 0 0 0 1 1
4:30 PM 0 0 0 0 0
4:45 PM 0 0 0 0 0
5:00 PM 0 0 0 0 0
5:15 PM 0 0 0 0 0
5:30 PM 0 0 1 0 1
5:45 PM 0 0 0 0 0
Count Total 00112
Peak Hour 00011
Pedestrians/Bicycles on CrosswalkIntervalStart Time EB NB TotalWB SB
4:00 PM 01625113154
4:15 PM 0142268104
4:30 PM 03045100175
4:45 PM 02547110182
5:00 PM 01650135201
5:15 PM 03661128225
5:30 PM 02845108181
5:45 PM 0 6 9 83 98
Count Total 01713048451,320
Peak Hour 085139391615
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
(3
0
3
)
2
1
6
-
2
4
3
9
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Location:
7
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N
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2
0
,
2
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2
4
Date:
Peak Hour - All Vehicles
No
t
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:
T
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.
Peak Hour:
07
:
4
5
A
M
-
0
8
:
4
5
A
M
Peak 15-Minutes:
07
:
4
5
A
M
-
0
8
:
0
0
A
M
0033035
9
5160
00000000
0
6
0
21
0
0
0
0
2
0
0
0
0
0
0
0
0
49
9
0
0
0
0
16
0.80
0.0
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0.8
6
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27
32
0.84
(58)
(41)
043
1
(80
9
)()
413
(76
6
)
()
39
74
(141)
(63)
0.5014
2
(21
)
(3)
BU
RN
E
T
T
A
V
E
2ND ST
BURN
E
T
T
A
V
E
BU
RN
E
T
T
P
L
2ND ST
0.8
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(3
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3
)
2
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3
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Location:
7
B
U
R
N
E
T
T
A
V
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&
2
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D
S
T
P
M
Tu
e
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,
A
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2
0
,
2
0
2
4
Date:
Peak Hour - All Vehicles
No
t
e
:
T
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a
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.
Peak Hour:
04
:
1
5
P
M
-
0
5
:
1
5
P
M
Peak 15-Minutes:
04
:
3
0
P
M
-
0
4
:
4
5
P
M
00520474
12140
00000010
0
16
0
17
0
0
0
0
11
0
0
0
0
0
0
0
0
149
15
0
0
0
0
32
0.89
0.2
5
0.9
8
0
33
46
0.82
(96)
(71)
165
1
(1,2
2
4
)
(1)
55
2
(1,0
1
9
)
()
68
196
(399)
(139)
0.4628
11
(51
)
(20
)
BU
RN
E
T
T
A
V
E
2ND ST
BURN
E
T
T
A
V
E
BU
RN
E
T
T
P
L
2ND ST
0.9
6N S
E
W
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Peak H
our -- P
edestrians
Peak Hour - Bicycles
1
14
13
7
N S
E
W
77
4
910
43
0
0
0
0
0
0
0
0
0
2
2
0
00000000
00000000
0
0
0
0
0
0
0
0
0
0
00
0
0
0
0
0
0
0
0
0
0
0
0S
E
W
N0
0
0
1
1
0
0 00
0 00
00
0
0
0
0
0 0
0
0
0
0
Peak H
our -
P
edestrians
Peak Hour - Bicycles
14
43
53
26
N S
E
W
19 24
20
3359
1412
0
0
0
0
0
0
0
0
0
13
7
6
00003000
01000100
0
1
0
1
0
0
0
0
0
0
00
0
0
0
0
0
0
0
0
0
0
0
0S
E
W
N5
2
3
3
1
2
3 12
2 02
00
0
0
0
0
0 0
0
2
0
2
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Traffic Counts - Motorized Vehicles
We
s
t
b
o
u
n
d
Int
e
r
v
a
l
Sta
r
t
T
i
m
e
UH
L
L
B
L
T
B
R
R
H
R
No
r
t
h
w
e
s
t
b
o
u
n
d
UH
L
L
B
L
T
B
R
R
H
R
No
r
t
h
b
o
u
n
d
UH
L
L
B
L
T
B
R
R
H
R
No
r
t
h
e
a
s
t
b
o
u
n
d
UH
L
L
B
L
T
B
R
R
H
R
7:0
0
A
M
00
1
2
2
4
0
0
0
00
3
0
7
0
1
1
0
7:1
5
A
M
00
8
1
2
0
0
0
00
7
0
8
6
1
3
0
7:3
0
A
M
00
9
0
5
0
0
0
00
6
0
1
0
1
0
2
0
7:4
5
A
M
00
1
3
3
5
0
0
0
0
0
1
0
0
1
0
6
1
4
0
8:0
0
A
M
00
1
2
3
5
0
0
0
00
6
0
6
8
2
4
0
8:1
5
A
M
00
1
0
0
2
0
0
0
00
9
0
9
5
2
2
0
8:3
0
A
M
00
1
4
3
4
0
0
0
00
8
0
9
0
0
6
0
8:4
5
A
M
00
1
8
0
6
0
0
0
00
7
0
6
1
1
3
0
Co
u
n
t
T
o
t
a
l
0
0
9
6
1
2
3
3
0
0
0
00
5
6
0
6
7
7
8
2
5
0
00
4
9
9
1
6
0
0
0
Pe
a
k
H
o
u
r
0
0
3
3
0
3
5
9
5
1
6
0
To
t
a
l
Ea
s
t
b
o
u
n
d
Int
e
r
v
a
l
Sta
r
t
T
i
m
e
Rol
l
i
n
g
Ho
u
r
UH
L
L
B
L
T
B
R
R
H
R
So
u
t
h
e
a
s
t
b
o
u
n
d
UH
L
L
B
L
T
B
R
R
H
R
So
u
t
h
b
o
u
n
d
UH
L
L
B
L
T
B
R
R
H
R
So
u
t
h
w
e
s
t
b
o
u
n
d
UH
L
L
B
L
T
B
R
R
H
R
7:0
0
A
M
96
4
8
6
00
0
0
0
0
0
0
0
0
0
0
1
0
2
0
00
0
0
0
0
0
0
7:1
5
A
M
11
4
4
9
8
00
0
0
0
0
0
1
0
0
0
0
0
0
5
0
00
0
0
0
0
0
0
7:3
0
A
M
12
6
5
1
1
00
0
0
0
0
0
0
0
0
0
0
0
0
3
0
00
0
0
0
0
0
0
7:4
5
A
M
15
0
5
1
6
00
0
0
0
0
0
1
0
0
0
0
1
0
6
0
00
0
0
0
0
0
0
8:0
0
A
M
10
8
4
6
5
00
0
0
0
0
0
0
0
0
0
0
3
0
5
0
00
0
0
0
0
0
0
8:1
5
A
M
12
7
00
0
0
0
0
0
1
0
0
0
0
0
0
6
0
00
0
0
0
0
0
0
8:3
0
A
M
13
1
00
0
0
0
0
0
0
0
0
0
0
2
0
4
0
00
0
0
0
0
0
0
8:4
5
A
M
99
00
0
0
0
0
0
0
0
0
0
0
0
0
2
1
00
0
0
0
0
0
0
Co
u
n
t
T
o
t
a
l
95
1
00
0
0
0
0
0
3
0
0
0
0
7
0
3
3
1
00
0
0
0
0
0
0
51
6
Pe
a
k
H
o
u
r
00
0
0
0
0
0
2
0
0
0
0
6
0
2
1
0
00
0
0
0
0
0
0
Traffic Counts - Motorized Vehicles
We
s
t
b
o
u
n
d
Int
e
r
v
a
l
Sta
r
t
T
i
m
e
UH
L
L
B
L
T
B
R
R
H
R
No
r
t
h
w
e
s
t
b
o
u
n
d
UH
L
L
B
L
T
B
R
R
H
R
No
r
t
h
b
o
u
n
d
UH
L
L
B
L
T
B
R
R
H
R
No
r
t
h
e
a
s
t
b
o
u
n
d
UH
L
L
B
L
T
B
R
R
H
R
4:0
0
P
M
00
3
0
4
3
0
0
0
0
0
1
5
0
1
0
3
0
2
0
4:1
5
P
M
00
3
8
4
8
0
0
0
00
9
0
1
1
7
4
4
0
4:3
0
P
M
00
4
4
5
6
0
0
0
0
0
1
7
0
1
1
8
4
2
0
4:4
5
P
M
00
3
8
2
8
0
0
0
0
0
1
6
0
1
1
2
3
5
0
5:0
0
P
M
00
2
9
4
1
0
0
0
0
0
0
1
0
0
1
2
7
1
3
0
5:1
5
P
M
00
3
8
3
1
1
0
0
0
00
1
3
0
9
5
0
2
0
5:3
0
P
M
10
4
1
7
1
0
0
0
0
0
0
1
0
0
1
0
4
1
2
0
5:4
5
P
M
10
3
1
7
1
6
0
0
0
00
2
0
0
9
5
1
4
0
Co
u
n
t
T
o
t
a
l
20
2
8
9
3
6
7
2
0
0
0
0
0
1
1
0
0
8
7
1
1
4
2
4
0
00
1
4
9
1
5
3
2
0
0
0
Pe
a
k
H
o
u
r
0
0
5
2
0
4
7
4
1
2
1
4
0
To
t
a
l
Ea
s
t
b
o
u
n
d
Int
e
r
v
a
l
Sta
r
t
T
i
m
e
Rol
l
i
n
g
Ho
u
r
UH
L
L
B
L
T
B
R
R
H
R
So
u
t
h
e
a
s
t
b
o
u
n
d
UH
L
L
B
L
T
B
R
R
H
R
So
u
t
h
b
o
u
n
d
UH
L
L
B
L
T
B
R
R
H
R
So
u
t
h
w
e
s
t
b
o
u
n
d
UH
L
L
B
L
T
B
R
R
H
R
4:0
0
P
M
16
9
7
6
7
00
0
0
0
0
0
1
0
0
0
0
0
0
1
1
0
00
0
0
0
0
0
0
4:1
5
P
M
19
9
7
9
3
00
0
0
0
0
0
6
0
0
0
0
2
0
7
0
00
0
0
0
0
0
0
4:3
0
P
M
20
7
7
7
0
00
0
0
0
0
0
1
0
0
0
0
5
0
5
0
00
0
0
0
0
0
0
4:4
5
P
M
19
2
7
4
8
00
0
0
0
0
0
3
0
0
0
0
3
0
2
0
00
0
0
0
0
0
0
5:0
0
P
M
19
5
7
4
3
00
0
0
0
0
0
1
0
0
0
0
6
0
3
0
01
0
0
0
0
0
0
5:1
5
P
M
17
6
00
0
0
0
0
0
3
0
0
0
0
5
0
6
0
00
0
0
0
0
0
0
5:3
0
P
M
18
5
00
0
0
0
0
0
3
0
0
0
0
3
0
3
0
00
0
0
0
0
0
0
5:4
5
P
M
18
7
00
0
0
0
0
0
2
0
0
0
0
3
0
7
0
00
0
0
0
0
0
0
Co
u
n
t
T
o
t
a
l
1,5
1
0
00
0
0
0
0
0
2
0
0
0
0
0
2
7
0
4
4
0
01
0
0
0
0
0
0
79
3
Pe
a
k
H
o
u
r
00
0
0
0
0
0
1
1
0
0
0
0
1
6
0
1
7
0
01
0
0
0
0
0
0
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
BURNETT AVE BURNETT AVE3RD ST 3RD ST
(303) 216-2439www.alltrafficdata.net
Location:8 BURNETT AVE & 3RD ST AM
Tuesday, August 20, 2024Date:
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Motorized Vehicles Pedestrians/Bicycles in CrosswalkHeavy VehiclesPeak Hour
Peak Hour:08:00 AM - 09:00 AM
Peak 15-Minutes:08:30 AM - 08:45 AM
Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk
39 81
0
252
6652
280
0
0.84
N
S
EW
0.79
0.00
0.61
0.86
(164)(70)
()
(407)
()
(481)
(121)(101)
0 023
0
0
0
36
203
41
0
0
16
0 40 260
3RD ST
3RD ST
BURNETT AVE
BURNETT AVE
22
12
8
6
N
S
EW
5
7
35
11 11
2
4
0 00
0
0
0
0
0
2
02
0
0
00
2
0 N
S
EW
0
0
0
0 0 00
IntervalStart Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
RollingHourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
7:00 AM 28701520 000 005 032 567040
7:15 AM 32701230 000 009 055 7811 0 6 0
7:30 AM 31501432 000 006 031 729070
7:45 AM 3570734 000 0015 084 8110 0 3 0
8:00 AM 38501556 000 006 047 965030
8:15 AM 0539 000 008 061 664030
8:30 AM 01256 000 0011 077 11413 0 8 0
8:45 AM 0952 000 0015 061 10914 0 12 0
Count Total 089319 000 0075 04228 67273 0 46 0
Peak Hour 041203 000 0040 02316 38536 0 26 0
HV% PHF
0.86
0.00
0.61
0.79
0.7%
0.0%
0.0%
0.0%
0.5% 0.84
EB
WB
NB
SB
All
Heavy VehiclesIntervalStart Time EB NB TotalWB SB
7:00 AM 01001
7:15 AM 00000
7:30 AM 00000
7:45 AM 00000
8:00 AM 10001
8:15 AM 00000
8:30 AM 10001
8:45 AM 00000
Count Total 21003
Peak Hour 20002
Bicycles on RoadwayIntervalStart Time EB NB TotalWB SB
7:00 AM 00000
7:15 AM 00000
7:30 AM 00000
7:45 AM 20013
8:00 AM 00000
8:15 AM 01001
8:30 AM 00000
8:45 AM 00000
Count Total 21014
Peak Hour 01001
Pedestrians/Bicycles on CrosswalkIntervalStart Time EB NB TotalWB SB
7:00 AM 30148
7:15 AM 124815
7:30 AM 014712
7:45 AM 00235
8:00 AM 11439
8:15 AM 222814
8:30 AM 02248
8:45 AM 334717
Count Total 10 11 23 44 88
Peak Hour 68122248
BURNETT AVE BURNETT AVE3RD ST 3RD ST
(303) 216-2439www.alltrafficdata.net
Location:8 BURNETT AVE & 3RD ST PM
Tuesday, August 20, 2024Date:
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.
Motorized Vehicles Pedestrians/Bicycles in CrosswalkHeavy VehiclesPeak Hour
Peak Hour:04:00 PM - 05:00 PM
Peak 15-Minutes:04:30 PM - 04:45 PM
Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk
81 181
0
723
149171
845
0
0.96
N
S
EW
0.89
0.00
0.87
0.96
(372)(153)
()
(1,409)
()
(1,564)
(362)(298)
0 136
0
0
0
127
606
112
0
0
44
0 68 810
3RD ST
3RD ST
BURNETT AVE
BURNETT AVE
268
50
76
19
7
N
S
EW
30
20
2947
139 129
98
99
0 00
0
0
0
0
0
0
00
0
0
00
0
0 N
S
EW
0
0
0
0 0 00
IntervalStart Time RightLeft Thru Total
Eastbound Westbound Northbound Southbound
U-Turn
RollingHourRightLeft ThruU-Turn RightLeft ThruU-Turn RightLeft ThruU-Turn
4:00 PM 1,075024148 0 0 0 0 013 0 911 26536 0 24 0
4:15 PM 1,063032157 000 0018 168 26931 0 16 0
4:30 PM 1,0520 30 153 0 0 0 0 0 22 0 10 13 28032 0 20 0
4:45 PM 1,0220 26 148 0 0 0 0 0 15 0 11 12 26128 0 21 0
5:00 PM 1,004017138 000 0025 099 25326 0 29 0
5:15 PM 0 20 143 0 0 0 0 0 27 0 11 7 25816 0 34 0
5:30 PM 0 29 135 0 0 0 0 0 24 0 3 9 25022 0 28 0
5:45 PM 0 22 130 0 0 0 0 0 27 0 7 17 24321 0 19 0
Count Total 0 200 1,152 0 0 0 0 0 171 1 66 86 2,079212 0 191 0
Peak Hour 0 112 606 0 0 0 0 0 68 1 36 44 1,075127 0 81 0
HV% PHF
0.96
0.00
0.87
0.89
0.0%
0.0%
0.0%
0.0%
0.0% 0.96
EB
WB
NB
SB
All
Heavy VehiclesIntervalStart Time EB NB TotalWB SB
4:00 PM 0 0 0 0 0
4:15 PM 0 0 0 0 0
4:30 PM 0 0 0 0 0
4:45 PM 0 0 0 0 0
5:00 PM 0 0 0 0 0
5:15 PM 0 0 0 0 0
5:30 PM 0 0 0 0 0
5:45 PM 1 0 0 0 1
Count Total 10001
Peak Hour 00000
Bicycles on RoadwayIntervalStart Time EB NB TotalWB SB
4:00 PM 0 0 0 0 0
4:15 PM 0 0 0 0 0
4:30 PM 0 0 0 0 0
4:45 PM 0 0 0 1 1
5:00 PM 1 1 0 1 3
5:15 PM 1 0 0 0 1
5:30 PM 0 0 0 0 0
5:45 PM 1 1 0 0 2
Count Total 32027
Peak Hour 00011
Pedestrians/Bicycles on CrosswalkIntervalStart Time EB NB TotalWB SB
4:00 PM 55 18 10 47 130
4:15 PM 40 24 18 74 156
4:30 PM 41 15 8 61 125
4:45 PM 61 19 14 86 180
5:00 PM 31 9 20 41 101
5:15 PM 45 19 19 64 147
5:30 PM 38 13 9 55 115
5:45 PM 52 21 12 70 155
Count Total 363 138 110 498 1,109
Peak Hour 197 76 50 268 591
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
36
APPENDIX C:
EXISTING PEAK HOUR ANALYSIS
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
24-0640 Renton Market 1: City Center Parking Egress & 2nd Street
Existing AM HCM Unsignalized Intersection Capacity Analysis
Existing AM 24-0640 Renton Market 1:56 pm 08/12/2024 Existing AM Synchro 12 ReportCivTech Inc.Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 1 435 2 0
Future Volume (Veh/h) 0 0 1 435 2 0Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 1 473 2 0
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 148 164
pX, platoon unblocked
vC, conflicting volume 0 120 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 120 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 100 100 100
cM capacity (veh/h) 1622 862 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4 NB 1
Volume Total 69 135 135 135 2
Volume Left 10002
Volume Right 00000cSH 1622 1700 1700 1700 862
Volume to Capacity 0.00 0.08 0.08 0.08 0.00
Queue Length 95th (ft)00000Control Delay (s/veh) 0.1 0.0 0.0 0.0 9.2
Lane LOS A AApproach Delay (s/veh) 0.0 9.2
Approach LOS A
Intersection Summary
Average Delay 0.1Intersection Capacity Utilization 16.3% ICU Level of Service A
Analysis Period (min) 15
24-0640 Renton Market 1: City Center Parking Egress & 2nd Street
Existing PM HCM Unsignalized Intersection Capacity Analysis
Existing PM 24-0640 Renton Market 10:23 am 09/06/2024 Existing PM Synchro 12 ReportCivTech Inc.Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 0 654 88 1
Future Volume (Veh/h) 0 0 0 654 88 1Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 0 711 96 1
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 148 164
pX, platoon unblocked
vC, conflicting volume 0 178 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 178 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 100 88 100
cM capacity (veh/h) 1622 795 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4 NB 1
Volume Total 178 178 178 178 97
Volume Left 000096
Volume Right 00001cSH 1700 1700 1700 1700 797
Volume to Capacity 0.10 0.10 0.10 0.10 0.12
Queue Length 95th (ft)000010Control Delay (s/veh) 0.0 0.0 0.0 0.0 10.1
Lane LOS BApproach Delay (s/veh) 0.0 10.1
Approach LOS B
Intersection Summary
Average Delay 1.2Intersection Capacity Utilization 21.1% ICU Level of Service A
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
24-0640 Renton Market 2: City Center Parking Ingress & 2nd Street
Existing AM HCM Unsignalized Intersection Capacity Analysis
Existing AM 24-0640 Renton Market 1:56 pm 08/12/2024 Existing AM Synchro 12 ReportCivTech Inc.Page 2
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 16 416 0 0
Future Volume (Veh/h) 0 0 16 416 0 0Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 17 452 0 0
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 76 236
pX, platoon unblocked
vC, conflicting volume 0 147 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 147 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 99 100 100
cM capacity (veh/h) 1622 822 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4
Volume Total 82 129 129 129
Volume Left 17000
Volume Right 0000cSH 1622 1700 1700 1700
Volume to Capacity 0.01 0.08 0.08 0.08
Queue Length 95th (ft)1000Control Delay (s/veh) 1.6 0.0 0.0 0.0
Lane LOS AApproach Delay (s/veh) 0.3
Approach LOS
Intersection Summary
Average Delay 0.3Intersection Capacity Utilization 9.6% ICU Level of Service A
Analysis Period (min) 15
24-0640 Renton Market 2: City Center Parking Ingress & 2nd Street
Existing PM HCM Unsignalized Intersection Capacity Analysis
Existing PM 24-0640 Renton Market 10:23 am 09/06/2024 Existing PM Synchro 12 ReportCivTech Inc.Page 2
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 57 683 0 0
Future Volume (Veh/h) 0 0 57 683 0 0Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 62 742 0 0
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 76 236
pX, platoon unblocked
vC, conflicting volume 0 310 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 310 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 96 100 100
cM capacity (veh/h) 1622 633 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4
Volume Total 168 212 212 212
Volume Left 62000
Volume Right 0000cSH 1622 1700 1700 1700
Volume to Capacity 0.04 0.12 0.12 0.12
Queue Length 95th (ft)3000Control Delay (s/veh) 2.9 0.0 0.0 0.0
Lane LOS AApproach Delay (s/veh) 0.6
Approach LOS
Intersection Summary
Average Delay 0.6Intersection Capacity Utilization 14.1% ICU Level of Service A
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
24-0640 Renton Market 3: Logan Avenue & 2nd Street
Existing AM Timings
Existing AM 24-0640 Renton Market 1:56 pm 08/12/2024 Existing AM Synchro 12 ReportCivTech Inc.Page 3
Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 278 21 59 29 40
Future Volume (vph) 278 21 59 29 40Turn Type NA Perm NA NA Perm
Protected Phases 2 8 4
Permitted Phases 8 4Detector Phase 28844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 38.0 37.0 37.0 37.0 37.0Total Split (%) 50.7% 49.3% 49.3% 49.3% 49.3%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead/LagLead-Lag Optimize?
Recall Mode C-Max None None Max MaxAct Effct Green (s) 33.5 32.5 32.5 32.5
Actuated g/C Ratio 0.45 0.43 0.43 0.43
v/c Ratio 0.16 0.11 0.03 0.06Control Delay (s/veh) 3.5 13.2 12.5 4.6
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 3.5 13.2 12.5 4.6LOS A BBA
Approach Delay (s/veh) 3.6 13.3 8.0Approach LOS A B A
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL and 6:, Start of GreenNatural Cycle: 45
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.16
Intersection Signal Delay (s/veh): 5.4 Intersection LOS: A
Intersection Capacity Utilization 26.1% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 3: Logan Avenue & 2nd Street
24-0640 Renton Market 3: Logan Avenue & 2nd Street
Existing PM Timings
Existing PM 24-0640 Renton Market 10:23 am 09/06/2024 Existing PM Synchro 12 ReportCivTech Inc.Page 3
Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 485 29 21 27 225
Future Volume (vph) 485 29 21 27 225Turn Type NA Perm NA NA Perm
Protected Phases 2 8 4
Permitted Phases 8 4Detector Phase 28844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 38.0 37.0 37.0 37.0 37.0Total Split (%) 50.7% 49.3% 49.3% 49.3% 49.3%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead/LagLead-Lag Optimize?
Recall Mode C-Max None None Max MaxAct Effct Green (s) 33.5 32.5 32.5 32.5
Actuated g/C Ratio 0.45 0.43 0.43 0.43
v/c Ratio 0.24 0.07 0.03 0.29Control Delay (s/veh) 9.6 12.9 12.4 3.4
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 9.6 12.9 12.4 3.4LOS A BBA
Approach Delay (s/veh) 9.7 12.9 4.4Approach LOS A B A
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL and 6:, Start of GreenNatural Cycle: 45
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.30
Intersection Signal Delay (s/veh): 8.4 Intersection LOS: A
Intersection Capacity Utilization 38.8% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 3: Logan Avenue & 2nd Street
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
24-0640 Renton Market 3: Logan Avenue & 2nd Street
Existing AM HCM Signalized Intersection Capacity Analysis
Existing AM 24-0640 Renton Market 1:56 pm 08/12/2024 Existing AM Synchro 12 ReportCivTech Inc.Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 0 0 0 16 278 129 21 59 0 0 29 40
Future Volume (vph) 0 0 0 16 278 129 21 59 0 0 29 40Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 0.86 1.00 1.00 1.00Frt 0.95 1.00 1.00 0.85
Flt Protected 0.99 0.98 1.00 1.00
Satd. Flow (prot) 6103 1838 1863 1583Flt Permitted 0.99 0.94 1.00 1.00
Satd. Flow (perm) 6103 1758 1863 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 0 17 302 140 23 64 0 0 32 43
RTOR Reduction (vph)00007700000024
Lane Group Flow (vph)00003820087003219
Turn Type Perm NA Perm NA NA Perm
Protected Phases 2 8 4
Permitted Phases 2 8 4Actuated Green, G (s) 33.5 32.5 32.5 32.5
Effective Green, g (s) 33.5 32.5 32.5 32.5
Actuated g/C Ratio 0.45 0.43 0.43 0.43Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2726 761 807 685v/s Ratio Prot 0.02
v/s Ratio Perm 0.06 c0.05 0.01
v/c Ratio 0.13 0.11 0.03 0.02Uniform Delay, d1 12.2 12.6 12.2 12.1
Progression Factor 0.40 1.00 1.00 1.00Incremental Delay, d2 0.1 0.0 0.0 0.0
Delay (s) 5.0 12.7 12.3 12.2
Level of Service A B B BApproach Delay (s/veh) 0.0 5.0 12.7 12.2
Approach LOS AABB
Intersection Summary
HCM 2000 Control Delay (s/veh) 7.0 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.13
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 9.0
Intersection Capacity Utilization 26.1% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
24-0640 Renton Market 3: Logan Avenue & 2nd Street
Existing PM HCM Signalized Intersection Capacity Analysis
Existing PM 24-0640 Renton Market 10:23 am 09/06/2024 Existing PM Synchro 12 ReportCivTech Inc.Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 0 0 0 29 485 117 29 21 0 0 27 225
Future Volume (vph) 0 0 0 29 485 117 29 21 0 0 27 225Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 0.86 1.00 1.00 1.00Frt 0.97 1.00 1.00 0.85
Flt Protected 0.99 0.97 1.00 1.00
Satd. Flow (prot) 6215 1810 1863 1583Flt Permitted 0.99 0.87 1.00 1.00
Satd. Flow (perm) 6215 1635 1863 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 0 32 527 127 32 23 0 0 29 245
RTOR Reduction (vph)000055000000133
Lane Group Flow (vph)000063100550029112
Turn Type Perm NA Perm NA NA Perm
Protected Phases 2 8 4
Permitted Phases 2 8 4Actuated Green, G (s) 33.5 32.5 32.5 32.5
Effective Green, g (s) 33.5 32.5 32.5 32.5
Actuated g/C Ratio 0.45 0.43 0.43 0.43Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2776 708 807 685v/s Ratio Prot 0.02
v/s Ratio Perm 0.10 0.03 c0.07
v/c Ratio 0.22 0.07 0.03 0.16Uniform Delay, d1 12.7 12.4 12.2 12.9
Progression Factor 0.86 1.00 1.00 1.00Incremental Delay, d2 0.1 0.0 0.0 0.5
Delay (s) 11.2 12.5 12.3 13.4
Level of Service B B B BApproach Delay (s/veh) 0.0 11.2 12.5 13.3
Approach LOS ABBB
Intersection Summary
HCM 2000 Control Delay (s/veh) 11.9 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.20
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 9.0
Intersection Capacity Utilization 38.8% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
24-0640 Renton Market 4: Pavilion Center Driveway & Logan Avenue
Existing AM HCM 7th TWSC
Existing AM 24-0640 Renton Market 1:56 pm 08/12/2024 Existing AM Synchro 12 ReportCivTech Inc.Page 6
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 2 5 66 2 4 56
Future Vol, veh/h 2 5 66 2 4 56Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 25722461
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 142 73 0 0 74 0 Stage 1 73 - - - - -
Stage 2 70 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -Critical Hdwy Stg 15.42-----
Critical Hdwy Stg 25.42-----Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 850 989 - - 1526 -
Stage 1 950 - - - - - Stage 2 953 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 848 989 - - 1526 -Mov Cap-2 Maneuver 848 - - - - -
Stage 1 950 - - - - - Stage 2 950 - - - - -
Approach WB NB SB
HCM Control Delay, s/v 8.84 0 0.49HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 944 120 -
HCM Lane V/C Ratio - - 0.008 0.003 -HCM Control Delay (s/veh) - - 8.8 7.4 0
HCM Lane LOS - - A A AHCM 95th %tile Q(veh) - - 0 0 -
24-0640 Renton Market 4: Pavilion Center Driveway & Logan Avenue
Existing PM HCM 7th TWSC
Existing PM 24-0640 Renton Market 10:23 am 09/06/2024 Existing PM Synchro 12 ReportCivTech Inc.Page 6
Intersection
Int Delay, s/veh 7.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 9 1 0 11 0
Future Vol, veh/h 0 9 1 0 11 0Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length 0 -----
Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 01010120
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 25 1 0 0 1 0 Stage 1 1 -----
Stage 2 24 -----
Critical Hdwy 6.42 6.22 - - 4.12 -Critical Hdwy Stg 15.42-----
Critical Hdwy Stg 25.42-----Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 991 1083 - - 1622 -
Stage 1 1022 ----- Stage 2 999 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 983 1083 - - 1622 -Mov Cap-2 Maneuver 983 -----
Stage 1 1022 ----- Stage 2 991 -----
Approach WB NB SB
HCM Control Delay, s/v 8.35 0 7.24HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1083 1622 -
HCM Lane V/C Ratio - - 0.009 0.007 -HCM Control Delay (s/veh) - - 8.4 7.2 0
HCM Lane LOS - - A A AHCM 95th %tile Q(veh) - - 0 0 -
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
24-0640 Renton Market 5: Logan Avenue & Driveway n/of 3rd Street
Existing AM HCM 7th TWSC
Existing AM 24-0640 Renton Market 1:56 pm 08/12/2024 Existing AM Synchro 12 ReportCivTech Inc.Page 8
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 5 0 63 60 6
Future Vol, veh/h 1 5 0 63 60 6Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 1 5 06865 7
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 137 68 - 0 - 0 Stage 1 68 - - - - -
Stage 2 68 - - - - -
Critical Hdwy 6.42 6.22 - - - -Critical Hdwy Stg 15.42-----
Critical Hdwy Stg 25.42-----Follow-up Hdwy 3.518 3.318 - - - -
Pot Cap-1 Maneuver 856 995 0 - - -
Stage 1 954 - 0 - - - Stage 2 954 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 856 995 - - - -Mov Cap-2 Maneuver 856 - - - - -
Stage 1 954 - - - - - Stage 2 954 - - - - -
Approach EB NB SB
HCM Control Delay, s/v 8.64 0 0HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 995 - -
HCM Lane V/C Ratio - 0.005 - -HCM Control Delay (s/veh) - 8.6 - -
HCM Lane LOS - A - -HCM 95th %tile Q(veh) - 0 - -
24-0640 Renton Market 5: Logan Avenue & Driveway n/of 3rd Street
Existing PM HCM 7th TWSC
Existing PM 24-0640 Renton Market 10:23 am 09/06/2024 Existing PM Synchro 12 ReportCivTech Inc.Page 8
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 0 0 0 0 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1 - 0 - 0 Stage 1 ------
Stage 2 ------
Critical Hdwy - 6.22 - - - -Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------Follow-up Hdwy -3.318----
Pot Cap-1 Maneuver 0 1083 0 - - -
Stage 1 0 - 0 - - - Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 1083 ----Mov Cap-2 Maneuver ------
Stage 1 ------ Stage 2 ------
Approach EB NB SB
HCM Control Delay, s/v 0 0 0HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h)----
HCM Lane V/C Ratio ----HCM Control Delay (s/veh) - 0 - -
HCM Lane LOS - A - -HCM 95th %tile Q(veh) ----
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
24-0640 Renton Market 6: 3rd Street & Logan Avenue
Existing AM Timings
Existing AM 24-0640 Renton Market 1:56 pm 08/12/2024 Existing AM Synchro 12 ReportCivTech Inc.Page 9
Lane Group EBT NBR SBL
Lane ConfigurationsTraffic Volume (vph) 207 9 66
Future Volume (vph) 207 9 66Turn Type NA Perm Prot
Protected Phases 2 4
Permitted Phases 3Detector Phase 2 3 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 23.0
Total Split (s) 25.0 10.0 15.0Total Split (%) 50.0% 20.0% 30.0%
Yellow Time (s) 3.5 3.5 4.0
All-Red Time (s) 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 5.0
Lead/Lag Lead LagLead-Lag Optimize? Yes Yes
Recall Mode C-Max None MaxAct Effct Green (s) 20.5 5.5 18.0
Actuated g/C Ratio 0.41 0.11 0.36
v/c Ratio 0.20 0.01 0.11Control Delay (s/veh) 9.9 0.0 13.3
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 9.9 0.0 13.3LOS AAB
Approach Delay (s/veh) 9.9Approach LOS A
Intersection Summary
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2:EBTL and 6:, Start of GreenNatural Cycle: 70
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.20
Intersection Signal Delay (s/veh): 10.3 Intersection LOS: B
Intersection Capacity Utilization 26.1% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 6: 3rd Street & Logan Avenue
24-0640 Renton Market 6: 3rd Street & Logan Avenue
Existing PM Timings
Existing PM 24-0640 Renton Market 10:23 am 09/06/2024 Existing PM Synchro 12 ReportCivTech Inc.Page 9
Lane Group EBT NBR Ø4
Lane ConfigurationsTraffic Volume (vph) 827 17
Future Volume (vph) 827 17Turn Type NA Perm
Protected Phases 2 4
Permitted Phases 3Detector Phase 2 3
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 23.0
Total Split (s) 25.0 10.0 15.0Total Split (%) 50.0% 20.0% 30%
Yellow Time (s) 3.5 3.5 4.0
All-Red Time (s) 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0
Total Lost Time (s) 4.5 4.5
Lead/Lag Lead LagLead-Lag Optimize? Yes Yes
Recall Mode C-Max None MaxAct Effct Green (s) 20.5 5.5
Actuated g/C Ratio 0.41 0.11
v/c Ratio 0.64 0.03Control Delay (s/veh) 14.2 0.1
Queue Delay 0.0 0.0
Total Delay (s/veh) 14.2 0.1LOS B A
Approach Delay (s/veh) 14.2Approach LOS B
Intersection Summary
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2:EBTL and 6:, Start of GreenNatural Cycle: 70
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.64
Intersection Signal Delay (s/veh): 14.0 Intersection LOS: B
Intersection Capacity Utilization 35.4% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 6: 3rd Street & Logan Avenue
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
24-0640 Renton Market 6: 3rd Street & Logan Avenue
Existing AM HCM Signalized Intersection Capacity Analysis
Existing AM 24-0640 Renton Market 1:56 pm 08/12/2024 Existing AM Synchro 12 ReportCivTech Inc.Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 5820720000096600
Future Volume (vph) 5820720000096600Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 5.0
Lane Util. Factor 0.95 1.00 1.00Frt 0.99 0.86 1.00
Flt Protected 0.98 1.00 0.95
Satd. Flow (prot) 3498 1611 1770Flt Permitted 0.98 1.00 0.95
Satd. Flow (perm) 3498 1611 1770
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 63225200000107200
RTOR Reduction (vph)0100000010000
Lane Group Flow (vph) 0 28900000007200
Turn Type Perm NA Perm Prot
Protected Phases 2 4
Permitted Phases 2 3Actuated Green, G (s) 16.9 1.1 18.0
Effective Green, g (s) 16.9 1.1 18.0
Actuated g/C Ratio 0.34 0.02 0.36Clearance Time (s) 4.5 4.5 5.0
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 1182 35 637v/s Ratio Prot c0.04
v/s Ratio Perm 0.08 c0.00
v/c Ratio 0.24 0.00 0.11Uniform Delay, d1 11.9 23.9 10.6
Progression Factor 1.00 1.00 1.00Incremental Delay, d2 0.4 0.0 0.3
Delay (s) 12.4 23.9 11.0
Level of Service B C BApproach Delay (s/veh) 12.4 0.0 23.9 11.0
Approach LOS B A C B
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.5 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.17
Actuated Cycle Length (s) 50.0 Sum of lost time (s) 14.0
Intersection Capacity Utilization 26.1% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
24-0640 Renton Market 6: 3rd Street & Logan Avenue
Existing PM HCM Signalized Intersection Capacity Analysis
Existing PM 24-0640 Renton Market 10:23 am 09/06/2024 Existing PM Synchro 12 ReportCivTech Inc.Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 0827290000017000
Future Volume (vph) 0827290000017000Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5
Lane Util. Factor 0.95 1.00Frt 0.99 0.86
Flt Protected 1.00 1.00
Satd. Flow (prot) 3521 1611Flt Permitted 1.00 1.00
Satd. Flow (perm) 3521 1611
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0899320000018000
RTOR Reduction (vph)0600000018000
Lane Group Flow (vph) 0 9250000000000
Turn Type NA Perm Prot
Protected Phases 2 4
Permitted Phases 2 3Actuated Green, G (s) 16.9 1.1
Effective Green, g (s) 16.9 1.1
Actuated g/C Ratio 0.34 0.02Clearance Time (s) 4.5 4.5
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 1190 35v/s Ratio Prot c0.26
v/s Ratio Perm c0.00
v/c Ratio 0.77 0.01Uniform Delay, d1 14.8 23.9
Progression Factor 1.00 1.00Incremental Delay, d2 5.0 0.1
Delay (s) 19.8 24.0
Level of Service B CApproach Delay (s/veh) 19.8 0.0 24.0 0.0
Approach LOS B A C A
Intersection Summary
HCM 2000 Control Delay (s/veh) 20.0 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.37
Actuated Cycle Length (s) 50.0 Sum of lost time (s) 14.0
Intersection Capacity Utilization 35.4% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
24-0640 Renton Market 7: Burnett Avenue & 2nd Street
Existing AM Timings
Existing AM 24-0640 Renton Market 1:56 pm 08/12/2024 Existing AM Synchro 12 ReportCivTech Inc.Page 11
Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 359 58 16 6 21
Future Volume (vph) 359 58 16 6 21Turn Type NA Prot NA NA Perm
Protected Phases 2384
Permitted Phases 4Detector Phase 23844
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 5.0 5.0Minimum Split (s) 23.0 9.5 23.0 23.0 23.0
Total Split (s) 25.0 25.0 50.0 25.0 25.0Total Split (%) 33.3% 33.3% 66.7% 33.3% 33.3%
Yellow Time (s) 4.0 3.5 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 4.5 5.0 5.0 5.0
Lead/Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes
Recall Mode C-Max None Max Max MaxAct Effct Green (s) 20.0 8.1 45.0 36.7 36.7
Actuated g/C Ratio 0.27 0.11 0.60 0.49 0.49
v/c Ratio 0.32 0.33 0.01 0.00 0.02Control Delay (s/veh) 22.5 34.9 6.1 13.3 0.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 22.5 34.9 6.1 13.3 0.0LOS CCABA
Approach Delay (s/veh) 22.5 28.8 3.1Approach LOS C C A
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL, Start of GreenNatural Cycle: 60
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.33
Intersection Signal Delay (s/veh): 22.4 Intersection LOS: C
Intersection Capacity Utilization 28.0% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 7: Burnett Avenue & 2nd Street
24-0640 Renton Market 7: Burnett Avenue & 2nd Street
Existing PM Timings
Existing PM 24-0640 Renton Market 10:23 am 09/06/2024 Existing PM Synchro 12 ReportCivTech Inc.Page 11
Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 474 164 32 16 17
Future Volume (vph) 474 164 32 16 17Turn Type NA Prot NA NA Perm
Protected Phases 2384
Permitted Phases 4Detector Phase 23844
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 5.0 5.0Minimum Split (s) 23.0 9.5 23.0 23.0 23.0
Total Split (s) 25.0 25.0 50.0 25.0 25.0Total Split (%) 33.3% 33.3% 66.7% 33.3% 33.3%
Yellow Time (s) 4.0 3.5 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 4.5 5.0 5.0 5.0
Lead/Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes
Recall Mode C-Max None Max Max MaxAct Effct Green (s) 20.0 12.8 45.0 27.7 27.7
Actuated g/C Ratio 0.27 0.17 0.60 0.37 0.37
v/c Ratio 0.43 0.58 0.03 0.02 0.02Control Delay (s/veh) 23.8 36.1 6.2 17.3 0.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 23.8 36.1 6.2 17.3 0.0LOS CDABA
Approach Delay (s/veh) 23.8 31.2 8.5Approach LOS C C A
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL, Start of GreenNatural Cycle: 60
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.59
Intersection Signal Delay (s/veh): 25.1 Intersection LOS: C
Intersection Capacity Utilization 35.9% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 7: Burnett Avenue & 2nd Street
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
24-0640 Renton Market 7: Burnett Avenue & 2nd Street
Existing AM HCM Signalized Intersection Capacity Analysis
Existing AM 24-0640 Renton Market 1:56 pm 08/12/2024 Existing AM Synchro 12 ReportCivTech Inc.Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 0003335916581600621
Future Volume (vph) 0003335916581600621Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 4.5 5.0 5.0 5.0
Lane Util. Factor 0.91 1.00 1.00 1.00 1.00Frt 0.99 1.00 1.00 1.00 0.85
Flt Protected 0.99 0.95 1.00 1.00 1.00
Satd. Flow (prot) 5036 1770 1863 1863 1583Flt Permitted 0.99 0.95 1.00 1.00 1.00
Satd. Flow (perm) 5036 1770 1863 1863 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0003639017631700723
RTOR Reduction (vph)0000600000012
Lane Group Flow (vph)00004370631700711
Turn Type Perm NA Prot NA NA Perm
Protected Phases 2 3 8 4
Permitted Phases 2 4Actuated Green, G (s) 18.2 5.6 46.8 36.7 36.7
Effective Green, g (s) 18.2 5.6 46.8 36.7 36.7
Actuated g/C Ratio 0.24 0.07 0.62 0.49 0.49Clearance Time (s) 5.0 4.5 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1222 132 1162 911 774v/s Ratio Prot c0.04 c0.01 0.00
v/s Ratio Perm 0.09 0.01
v/c Ratio 0.35 0.47 0.01 0.00 0.01Uniform Delay, d1 23.5 33.2 5.3 9.8 9.8
Progression Factor 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.8 2.7 0.0 0.0 0.0
Delay (s) 24.3 36.0 5.3 9.8 9.8
Level of Service C D A A AApproach Delay (s/veh) 0.0 24.3 29.4 9.8
Approach LOS A C C A
Intersection Summary
HCM 2000 Control Delay (s/veh) 24.3 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.16
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 14.5
Intersection Capacity Utilization 28.0% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
24-0640 Renton Market 7: Burnett Avenue & 2nd Street
Existing PM HCM Signalized Intersection Capacity Analysis
Existing PM 24-0640 Renton Market 10:23 am 09/06/2024 Existing PM Synchro 12 ReportCivTech Inc.Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 0 0 0 52 474 14 164 32 0 0 16 17
Future Volume (vph) 0 0 0 52 474 14 164 32 0 0 16 17Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 4.5 5.0 5.0 5.0
Lane Util. Factor 0.91 1.00 1.00 1.00 1.00Frt 0.99 1.00 1.00 1.00 0.85
Flt Protected 0.99 0.95 1.00 1.00 1.00
Satd. Flow (prot) 5041 1770 1863 1863 1583Flt Permitted 0.99 0.95 1.00 1.00 1.00
Satd. Flow (perm) 5041 1770 1863 1863 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 0 57 515 15 178 35 0 0 17 18
RTOR Reduction (vph)0000400000011
Lane Group Flow (vph)000058301783500177
Turn Type Perm NA Prot NA NA Perm
Protected Phases 2 3 8 4
Permitted Phases 2 4Actuated Green, G (s) 20.0 12.8 45.0 27.7 27.7
Effective Green, g (s) 20.0 12.8 45.0 27.7 27.7
Actuated g/C Ratio 0.27 0.17 0.60 0.37 0.37Clearance Time (s) 5.0 4.5 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1344 302 1117 688 584v/s Ratio Prot c0.10 c0.02 0.01
v/s Ratio Perm 0.12 0.00
v/c Ratio 0.43 0.58 0.03 0.02 0.01Uniform Delay, d1 22.8 28.6 6.1 15.0 14.9
Progression Factor 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 1.0 2.9 0.0 0.0 0.0
Delay (s) 23.8 31.6 6.1 15.1 15.0
Level of Service C C A B BApproach Delay (s/veh) 0.0 23.8 27.4 15.0
Approach LOS A C C B
Intersection Summary
HCM 2000 Control Delay (s/veh) 24.4 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.28
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 14.5
Intersection Capacity Utilization 35.9% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
24-0640 Renton Market 8: 3rd Street & Burnett Avenue
Existing AM Timings
Existing AM 24-0640 Renton Market 1:56 pm 08/12/2024 Existing AM Synchro 12 ReportCivTech Inc.Page 13
Lane Group EBT EBR NBT NBR SBL SBT
Lane ConfigurationsTraffic Volume (vph) 203 36 40 26 23 16
Future Volume (vph) 203 36 40 26 23 16Turn Type NA Perm NA Perm Perm NA
Protected Phases 6 8 4
Permitted Phases 6 8 4Detector Phase 668844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 4.0 4.0Minimum Split (s) 29.0 29.0 29.0 29.0 20.0 20.0
Total Split (s) 34.0 34.0 31.0 31.0 31.0 31.0Total Split (%) 52.3% 52.3% 47.7% 47.7% 47.7% 47.7%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 10.0 10.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 14.0 14.0 5.0
Lead/LagLead-Lag Optimize?
Recall Mode C-Max C-Max Max Max Max MaxAct Effct Green (s) 29.0 29.0 17.0 17.0 26.0
Actuated g/C Ratio 0.45 0.45 0.26 0.26 0.40
v/c Ratio 0.16 0.04 0.08 0.06 0.06Control Delay (s/veh) 11.1 0.1 18.8 6.8 12.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 11.1 0.1 18.8 6.8 12.4LOS BABA B
Approach Delay (s/veh) 9.8 14.1 12.4Approach LOS A B B
Intersection Summary
Cycle Length: 65
Actuated Cycle Length: 65
Offset: 0 (0%), Referenced to phase 2: and 6:EBTL, Start of GreenNatural Cycle: 60
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.17
Intersection Signal Delay (s/veh): 10.8 Intersection LOS: B
Intersection Capacity Utilization 34.3% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 8: 3rd Street & Burnett Avenue
24-0640 Renton Market 8: 3rd Street & Burnett Avenue
Existing PM Timings
Existing PM 24-0640 Renton Market 10:23 am 09/06/2024 Existing PM Synchro 12 ReportCivTech Inc.Page 13
Lane Group EBT EBR NBT NBR SBL SBT
Lane ConfigurationsTraffic Volume (vph) 606 127 68 81 36 44
Future Volume (vph) 606 127 68 81 36 44Turn Type NA Perm NA Perm Perm NA
Protected Phases 6 8 4
Permitted Phases 6 8 4Detector Phase 668844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 4.0 4.0Minimum Split (s) 29.0 29.0 29.0 29.0 20.0 20.0
Total Split (s) 34.0 34.0 31.0 31.0 31.0 31.0Total Split (%) 52.3% 52.3% 47.7% 47.7% 47.7% 47.7%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 10.0 10.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 14.0 14.0 5.0
Lead/LagLead-Lag Optimize?
Recall Mode C-Max C-Max Max Max Max MaxAct Effct Green (s) 29.0 29.0 17.0 17.0 26.0
Actuated g/C Ratio 0.45 0.45 0.26 0.26 0.40
v/c Ratio 0.49 0.17 0.15 0.18 0.13Control Delay (s/veh) 14.2 1.4 19.5 6.1 13.1
Queue Delay 1.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 15.3 1.4 19.5 6.1 13.1LOS BABA B
Approach Delay (s/veh) 13.2 12.3 13.1Approach LOS B B B
Intersection Summary
Cycle Length: 65
Actuated Cycle Length: 65
Offset: 0 (0%), Referenced to phase 2: and 6:EBTL, Start of GreenNatural Cycle: 60
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.50
Intersection Signal Delay (s/veh): 13.1 Intersection LOS: B
Intersection Capacity Utilization 49.3% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 8: 3rd Street & Burnett Avenue
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
24-0640 Renton Market 8: 3rd Street & Burnett Avenue
Existing AM HCM Signalized Intersection Capacity Analysis
Existing AM 24-0640 Renton Market 1:56 pm 08/12/2024 Existing AM Synchro 12 ReportCivTech Inc.Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 41203360000402623160
Future Volume (vph) 41203360000402623160Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 14.0 14.0 5.0
Lane Util. Factor 0.95 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.85 1.00
Flt Protected 0.99 1.00 1.00 1.00 0.97
Satd. Flow (prot) 3510 1583 1863 1583 1809Flt Permitted 0.99 1.00 1.00 1.00 0.87
Satd. Flow (perm) 3510 1583 1863 1583 1631
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 45221390000432825170
RTOR Reduction (vph) 0 0 220000021000
Lane Group Flow (vph) 0 266 1700004370420
Turn Type Perm NA Perm NA Perm Perm NA
Protected Phases 6 8 4
Permitted Phases 6 6 8 4Actuated Green, G (s) 29.0 29.0 17.0 17.0 26.0
Effective Green, g (s) 29.0 29.0 17.0 17.0 26.0
Actuated g/C Ratio 0.45 0.45 0.26 0.26 0.40Clearance Time (s) 5.0 5.0 14.0 14.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1566 706 487 414 652v/s Ratio Prot 0.02
v/s Ratio Perm 0.08 0.01 0.00 c0.03
v/c Ratio 0.16 0.02 0.08 0.01 0.06Uniform Delay, d1 10.7 10.0 18.1 17.8 12.0
Progression Factor 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 0.0 0.3 0.0 0.1
Delay (s) 11.0 10.1 18.4 17.8 12.1
Level of Service B B B B BApproach Delay (s/veh) 10.9 0.0 18.2 12.1
Approach LOS BABB
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.3 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.14
Actuated Cycle Length (s) 65.0 Sum of lost time (s) 19.0
Intersection Capacity Utilization 34.3% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
24-0640 Renton Market 8: 3rd Street & Burnett Avenue
Existing PM HCM Signalized Intersection Capacity Analysis
Existing PM 24-0640 Renton Market 10:23 am 09/06/2024 Existing PM Synchro 12 ReportCivTech Inc.Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 1126061270000688136440
Future Volume (vph) 1126061270000688136440Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 14.0 14.0 5.0
Lane Util. Factor 0.95 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.85 1.00
Flt Protected 0.99 1.00 1.00 1.00 0.97
Satd. Flow (prot) 3512 1583 1863 1583 1822Flt Permitted 0.99 1.00 1.00 1.00 0.87
Satd. Flow (perm) 3512 1583 1863 1583 1632
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 1226591380000748839480
RTOR Reduction (vph) 0 0 760000065000
Lane Group Flow (vph) 0 781 62000074230870
Turn Type Perm NA Perm NA Perm Perm NA
Protected Phases 6 8 4
Permitted Phases 6 6 8 4Actuated Green, G (s) 29.0 29.0 17.0 17.0 26.0
Effective Green, g (s) 29.0 29.0 17.0 17.0 26.0
Actuated g/C Ratio 0.45 0.45 0.26 0.26 0.40Clearance Time (s) 5.0 5.0 14.0 14.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1566 706 487 414 652v/s Ratio Prot 0.04
v/s Ratio Perm 0.22 0.04 0.01 c0.05
v/c Ratio 0.49 0.08 0.15 0.05 0.13Uniform Delay, d1 12.8 10.3 18.4 17.9 12.3
Progression Factor 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 1.1 0.2 0.6 0.2 0.4
Delay (s) 13.9 10.6 19.1 18.2 12.7
Level of Service B B B B BApproach Delay (s/veh) 13.4 0.0 18.6 12.7
Approach LOS BABB
Intersection Summary
HCM 2000 Control Delay (s/veh) 14.1 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.39
Actuated Cycle Length (s) 65.0 Sum of lost time (s) 19.0
Intersection Capacity Utilization 49.3% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
24-0640 Renton Market 22: 2nd Street & Burnett Place
Existing AM HCM Unsignalized Intersection Capacity Analysis
Existing AM 24-0640 Renton Market 1:56 pm 08/12/2024 Existing AM Synchro 12 ReportCivTech Inc.Page 15
Movement EBL EBT WBT WBR SBL SBR
Lane ConfigurationsTraffic Volume (veh/h) 00359502
Future Volume (Veh/h) 00359502Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 00390502
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 258 54
pX, platoon unblocked
vC, conflicting volume 395 393 100vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 395 393 100
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 100 100 100
cM capacity (veh/h) 1160 584 936
Direction, Lane # WB 1 WB 2 WB 3 WB 4 SB 1
Volume Total 111 111 111 61 2
Volume Left 00000
Volume Right 00052cSH 1700 1700 1700 1700 936
Volume to Capacity 0.07 0.07 0.07 0.04 0.00
Queue Length 95th (ft)00000Control Delay (s/veh) 0.0 0.0 0.0 0.0 8.9
Lane LOS AApproach Delay (s/veh) 0.0 8.9
Approach LOS A
Intersection Summary
Average Delay 0.0Intersection Capacity Utilization 15.3% ICU Level of Service A
Analysis Period (min) 15
24-0640 Renton Market 22: 2nd Street & Burnett Place
Existing PM HCM Unsignalized Intersection Capacity Analysis
Existing PM 24-0640 Renton Market 10:23 am 09/06/2024 Existing PM Synchro 12 ReportCivTech Inc.Page 15
Movement EBL EBT WBT WBR SBL SBR
Lane ConfigurationsTraffic Volume (veh/h) 00359502
Future Volume (Veh/h) 00359502Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 00390502
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 258 54
pX, platoon unblocked
vC, conflicting volume 395 393 100vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 395 393 100
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 100 100 100
cM capacity (veh/h) 1160 584 936
Direction, Lane # WB 1 WB 2 WB 3 WB 4 SB 1
Volume Total 111 111 111 61 2
Volume Left 00000
Volume Right 00052cSH 1700 1700 1700 1700 936
Volume to Capacity 0.07 0.07 0.07 0.04 0.00
Queue Length 95th (ft)00000Control Delay (s/veh) 0.0 0.0 0.0 0.0 8.9
Lane LOS AApproach Delay (s/veh) 0.0 8.9
Approach LOS A
Intersection Summary
Average Delay 0.0Intersection Capacity Utilization 15.3% ICU Level of Service A
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
37
APPENDIX D:
CRASH ANALYSIS WORKSHEETS
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
38
APPENDIX E:
TRIP GENERATION CALCULATIONS
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market Trip Generation
Proposed
Methodology Overview
Box 1 - Define Study Site Land Use Type&Site Characteristics,| Box 2 - Define Site Context | Box 3 - Define Analysis Objectives Trip Types&Time Period
Land Use Types and Size
Proposed Use Amount Units ITE LUC ITE Land Use Name
Food Cart Pod 12 Food Carts 926 Food Cart Pod
Sit Down Restaurant 3.210 1,000 square feet 932 High Turnover(Sit Down) Restaurant
Box 4 - Is Study Site Multimodal?
Box 5/Box 9 - Estimate Baseline Trips/Estimate Vehicular Trips (Determine Equation)
Equation Type: Equation Used [Equated Rate] (Type Abbreviations: Weighted Average Rate ("WA"), Fitted Curve (Type: Equation Used [Equated Rate]
Proposed Use ADT AM Peak Hour PM Peak Hour (not used)
Food Cart Pod C: T=X*23.7 [23.70]C: T=X*0.35 [0.35] FC: T=6.98*X-7.59 [6.35]N/A: []
Sit Down Restaurant WA: T=X*107.2 [107.20] WA: T=X*9.57 [9.57] WA: T=X*9.05 [9.05]N/A: []
October 2024
This form facilitates trip generation estimation using data within the Institute of Transportation Engineer's (ITE) Trip Generation Manual, 11th Edition and methodology described within ITE's Trip
Generation Handbook, 3rd Edition. These references will be referred to as Manual and Handbook, respectively. The Manual contains data collected by various transportation professionals for a
wide range of different land uses, with each land use category represented by a land use code (LUC). Average rates and equations have been established that correlate the relationship between an
independent variable that describes the development size and generated trips for each categorized LUC in various settings and time periods. The Handbook indicates an established methodology
for how to use data contained within the Manual when to use the fitted curve instead of the average rate and when to adjustments to the volume of trips are appropriate and how to do so. The
methodology steps are represented visually in boxes in Figure 3.1. This worksheet applies calculations for each box if applicable.
The analyst is to pick an appropriate LUC(s) based on the subject's zoning/land use(s)/future land use(s). The size of the land use(s) is described in reference to an independent variable(s) specific
to (each) the land use (example: 1,000 square feet of building area is relatively common). Context assessment is to "simply determine whether the study sites is in a multimodal setting" and "could
have persons accessing the site by walking, bicycling, or riding transit." This assessment is used in Box 4. The Manual separates data into 4 setting categories - Rural, General Urban/Suburban,
Dense Multi-Urban Use and Center City Core. This worksheet uses the following abbreviations, respectively: R, G, D, and C. The Manual does not have data for all settings of all land use codes.
The "General Urban/Suburban" setting is used by default.
This tool will focus on vehicular trips for a 24-hour period on a typical weekday as well as its AM peak hour and PM peak hour. Other time period(s) may be of interest.
Vehicle trips are estimated using rates/equations applicable to each LUC. When the appropriate graph has a fitted curve, the Handbook has a process (Figure 4.2) to determine when to use it
versus using the weighted average rate or collecting local data. The methodology requires for engineering judgement in some circumstances and permits engineering judgement to override or
make adjustments when appropriate to best project (example 1: study site is expected to operate differently than data in the applicable land use code - such as restaurant that is closed in the
morning or in the evening; example 2: LUC data in a localized area fails to be represented by the typically selected fitted curve/weighted average rate - a small shop/LUC 820, AM peak hour is
skewed by the high y-intercept).
Per the Handbook, "if the objective is to establish a local trip generation rate for a particular land use or study site, the simplified approach (Box 9) may be acceptable but the Box 5 through 8
approach is required if the study site is located in an infill setting, contains a mix of uses on-site, or is near significant transit service."
Page 1 of 4
Appendix E
September 2024
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market Trip Generation
Proposed October 2024
Box 5/Box 9 - Estimate Baseline Trips/Estimate Vehicular Trips (Apply Equations and in/out Distributions)
Baseline Vehicular Trips
ADT AM Peak Hour PM Peak Hour (not used)
Proposed Use % In In Out Total % In In Out Total % In In Out Total % In In Out Total
Food Cart Pod 50% 142 142 284 50% 2 2 4 55% 42 34 76 0% 000
Sit Down Restaurant 50% 172 172 344 55% 17 14 31 61% 18 11 29 0% 000
Totals 314 314 628 19 16 35 60 45 105
Box 6 - Convert Baseline Vehicle Trips to Person Trips
If no vehicle trip reductions are to be applied, this portion may be ignored. The Handbook states "There are not enough samples to derive precise percentages by mode...however, for all but
one,...the motor vehicle percentage of total person trips is at least 96 percent." and "[vehicle occupancy for] many of the most commonly analyzed land use codes are not [available]." This form
assumes that the total baseline vehicle trips for all land use codes accounts for 90% of total person trips. Unless otherwise specified, this form later reverses the conversion in Box 8.
If vehicle trip reductions are not applied for internal capture and alternative mode, vehicle trips may be separtated into vehicle trip subsets (pass-by trips, diverted trips, truck trips, new passenger
vehicle trips) as part of Box 10. If vehicle trip reductions are to be applied, continue to Box 6.
Page 2 of 4
Appendix E
September 2024
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market Trip Generation
Proposed October 2024
External Vehicular Trips
ADT AM Peak Hour PM Peak Hour (not used)
Proposed Use In Out Total In Out Total In Out Total In Out Total
Food Cart Pod 142 142 284 2 2 4 42 34 76 000
Sit Down Restaurant 172 172 344 17 14 31 18 11 29 000
Totals 314 314 628 19 16 35 60 45 105 000
The vehicle occupancy and baseline alternate mode are now factored out from the external trips in vehicles, after any adjustments for internal capture and additional alternate mode from Box 7. In
B 6 hi l i id d f 90% f l i Al d i i ddi i h b li if d f i B I i i d h hi l i
Page 3 of 4
Appendix E
September 2024
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market Trip Generation
Proposed October 2024
Net New [Non-Truck] Trips
ADT AM Peak Hour PM Peak Hour (not used)
Proposed Use In Out Total In Out Total In Out Total In Out Total
Food Cart Pod 142 142 284 2 2 4 42 34 76 000
Sit Down Restaurant 172 172 344 17 14 31 12 5 17 000
Totals 314 314 628 19 16 35 54 39 93 000
Net New Trips. Pass-by trips and truck trips may be subtracted from the total external vehicle trips, if applicable/data available. Diverted link trips may also be separated, but are often
(conservatively) grouped with primary trips.
Page 4 of 4
Appendix E
September 2024
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
39
APPENDIX F:
BACKGROUND GROWTH CALCULATIONS
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market Background Traffic Calculations
Location of counts:Confirmed
with the city
that 2% was
acceptableSource(s):
Year Volume
Start 99 99
End 99 99
AAGR #DIV/0!
Exp Factor 1.000
Growth Rate Used 2.0%
Per-Year Multiplier 1.020
Expansion
Year Factor(s)
2024 1.000
2025 1.020
2026 1.040 Opening
2027 1.061
2028 1.082
2029 1.104
2030 1.126
2031 1.149 5-Year Horizon
2032 1.172
2033 1.195
2034 1.219
2035 1.243
2036 1.268
2037 1.294
2038 1.319
2039 1.346
2040 1.373
2041 1.400
2042 1.428
2043 1.457
2044 1.486
2045 1.516
2046 1.546
2047 1.577
2048 1.608
2049 1.641
2050 1.673
2051 1.707
2052 1.741
2053 1.776
2054 1.811
2055 1.848
2056 1.885
Appendix F
Page 1 September 2024
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
40
APPENDIX G:
TURN LANE WARRANTS
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
41
APPENDIX H:
2026 NO BUILD PEAK HOUR ANALYSIS
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW &LW\&HQWHU3DUNLQJ(JUHVV QG6WUHHW
%DFNJURXQG$0 HCM Unsignalized Intersection Capacity Analysis
2026 Background AM 24-0640 Renton Market 1:56 pm 08/12/2024 2026 Background AM Synchro 12 ReportCivTech Inc.Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 1 470 10 0
Future Volume (Veh/h) 0 0 1 470 10 0Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 1 511 11 0
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 148 164
pX, platoon unblocked
vC, conflicting volume 0 130 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 130 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 100 99 100
cM capacity (veh/h) 1622 851 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4 NB 1
Volume Total 74 146 146 146 11
Volume Left 100011
Volume Right 00000cSH 1622 1700 1700 1700 851
Volume to Capacity 0.00 0.09 0.09 0.09 0.01
Queue Length 95th (ft)00001Control Delay (s/veh) 0.1 0.0 0.0 0.0 9.3
Lane LOS A AApproach Delay (s/veh) 0.0 9.3
Approach LOS A
Intersection Summary
Average Delay 0.2Intersection Capacity Utilization 16.8% ICU Level of Service A
Analysis Period (min) 15
5HQWRQ0DUNHW &LW\&HQWHU3DUNLQJ(JUHVV QG6WUHHW
%DFNJURXQG30 HCM Unsignalized Intersection Capacity Analysis
2026 Background PM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Background PM Synchro 12 ReportCivTech Inc.Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 0 680 92 1
Future Volume (Veh/h) 0 0 0 680 92 1Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 0 739 100 1
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 148 164
pX, platoon unblocked
vC, conflicting volume 0 185 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 185 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 100 87 100
cM capacity (veh/h) 1622 787 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4 NB 1
Volume Total 185 185 185 185 101
Volume Left 0000100
Volume Right 00001cSH 1700 1700 1700 1700 789
Volume to Capacity 0.11 0.11 0.11 0.11 0.13
Queue Length 95th (ft)000011Control Delay (s/veh) 0.0 0.0 0.0 0.0 10.2
Lane LOS BApproach Delay (s/veh) 0.0 10.2
Approach LOS B
Intersection Summary
Average Delay 1.2Intersection Capacity Utilization 21.7% ICU Level of Service A
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW &LW\&HQWHU3DUNLQJ,QJUHVV QG6WUHHW
%DFNJURXQG$0 HCM Unsignalized Intersection Capacity Analysis
2026 Background AM 24-0640 Renton Market 1:56 pm 08/12/2024 2026 Background AM Synchro 12 ReportCivTech Inc.Page 2
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 34 442 0 0
Future Volume (Veh/h) 0 0 34 442 0 0Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 37 480 0 0
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 76 236
pX, platoon unblocked
vC, conflicting volume 0 194 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 194 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 98 100 100
cM capacity (veh/h) 1622 759 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4
Volume Total 106 137 137 137
Volume Left 37000
Volume Right 0000cSH 1622 1700 1700 1700
Volume to Capacity 0.02 0.08 0.08 0.08
Queue Length 95th (ft)2000Control Delay (s/veh) 2.7 0.0 0.0 0.0
Lane LOS AApproach Delay (s/veh) 0.5
Approach LOS
Intersection Summary
Average Delay 0.5Intersection Capacity Utilization 10.3% ICU Level of Service A
Analysis Period (min) 15
5HQWRQ0DUNHW &LW\&HQWHU3DUNLQJ,QJUHVV QG6WUHHW
%DFNJURXQG30 HCM Unsignalized Intersection Capacity Analysis
2026 Background PM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Background PM Synchro 12 ReportCivTech Inc.Page 2
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 59 710 0 0
Future Volume (Veh/h) 0 0 59 710 0 0Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 64 772 0 0
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 76 236
pX, platoon unblocked
vC, conflicting volume 0 321 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 321 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 96 100 100
cM capacity (veh/h) 1622 622 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4
Volume Total 174 221 221 221
Volume Left 64000
Volume Right 0000cSH 1622 1700 1700 1700
Volume to Capacity 0.04 0.13 0.13 0.13
Queue Length 95th (ft)3000Control Delay (s/veh) 2.9 0.0 0.0 0.0
Lane LOS AApproach Delay (s/veh) 0.6
Approach LOS
Intersection Summary
Average Delay 0.6Intersection Capacity Utilization 14.5% ICU Level of Service A
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW /RJDQ$YHQXH QG6WUHHW
%DFNJURXQG$0 Timings
2026 Background AM 24-0640 Renton Market 1:56 pm 08/12/2024 2026 Background AM Synchro 12 ReportCivTech Inc.Page 3
Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 296 22 61 30 42
Future Volume (vph) 296 22 61 30 42Turn Type NA Perm NA NA Perm
Protected Phases 2 8 4
Permitted Phases 8 4Detector Phase 28844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 38.0 37.0 37.0 37.0 37.0Total Split (%) 50.7% 49.3% 49.3% 49.3% 49.3%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead/LagLead-Lag Optimize?
Recall Mode C-Max None None Max MaxAct Effct Green (s) 33.5 32.5 32.5 32.5
Actuated g/C Ratio 0.45 0.43 0.43 0.43
v/c Ratio 0.17 0.11 0.04 0.06Control Delay (s/veh) 4.1 13.2 12.5 4.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 4.1 13.2 12.5 4.5LOS A BBA
Approach Delay (s/veh) 4.1 13.3 7.9Approach LOS A B A
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL and 6:, Start of GreenNatural Cycle: 45
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.17
Intersection Signal Delay (s/veh): 5.8 Intersection LOS: A
Intersection Capacity Utilization 26.7% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 3: Logan Avenue & 2nd Street
5HQWRQ0DUNHW /RJDQ$YHQXH QG6WUHHW
%DFNJURXQG30 Timings
2026 Background PM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Background PM Synchro 12 ReportCivTech Inc.Page 3
Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 504 30 22 28 234
Future Volume (vph) 504 30 22 28 234Turn Type NA Perm NA NA Perm
Protected Phases 2 8 4
Permitted Phases 8 4Detector Phase 28844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 38.0 37.0 37.0 37.0 37.0Total Split (%) 50.7% 49.3% 49.3% 49.3% 49.3%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead/LagLead-Lag Optimize?
Recall Mode C-Max None None Max MaxAct Effct Green (s) 33.5 32.5 32.5 32.5
Actuated g/C Ratio 0.45 0.43 0.43 0.43
v/c Ratio 0.25 0.08 0.03 0.31Control Delay (s/veh) 9.7 12.9 12.5 4.1
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 9.7 12.9 12.5 4.1LOS A BBA
Approach Delay (s/veh) 9.8 13.0 5.1Approach LOS A B A
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL and 6:, Start of GreenNatural Cycle: 45
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.31
Intersection Signal Delay (s/veh): 8.7 Intersection LOS: A
Intersection Capacity Utilization 39.7% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 3: Logan Avenue & 2nd Street
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW /RJDQ$YHQXH QG6WUHHW
%DFNJURXQG$0 HCM Signalized Intersection Capacity Analysis
2026 Background AM 24-0640 Renton Market 1:56 pm 08/12/2024 2026 Background AM Synchro 12 ReportCivTech Inc.Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 0 0 0 19 296 135 22 61 0 0 30 42
Future Volume (vph) 0 0 0 19 296 135 22 61 0 0 30 42Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 0.86 1.00 1.00 1.00Frt 0.95 1.00 1.00 0.85
Flt Protected 0.99 0.98 1.00 1.00
Satd. Flow (prot) 6106 1838 1863 1583Flt Permitted 0.99 0.94 1.00 1.00
Satd. Flow (perm) 6106 1756 1863 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 0 21 322 147 24 66 0 0 33 46
RTOR Reduction (vph)00008100000026
Lane Group Flow (vph)00004090090003320
Turn Type Perm NA Perm NA NA Perm
Protected Phases 2 8 4
Permitted Phases 2 8 4Actuated Green, G (s) 33.5 32.5 32.5 32.5
Effective Green, g (s) 33.5 32.5 32.5 32.5
Actuated g/C Ratio 0.45 0.43 0.43 0.43Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2727 760 807 685v/s Ratio Prot 0.02
v/s Ratio Perm 0.07 c0.05 0.01
v/c Ratio 0.14 0.11 0.04 0.02Uniform Delay, d1 12.3 12.6 12.2 12.1
Progression Factor 0.46 1.00 1.00 1.00Incremental Delay, d2 0.1 0.0 0.0 0.0
Delay (s) 5.8 12.7 12.3 12.2
Level of Service A B B BApproach Delay (s/veh) 0.0 5.8 12.7 12.3
Approach LOS AABB
Intersection Summary
HCM 2000 Control Delay (s/veh) 7.6 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.13
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 9.0
Intersection Capacity Utilization 26.7% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
5HQWRQ0DUNHW /RJDQ$YHQXH QG6WUHHW
%DFNJURXQG30 HCM Signalized Intersection Capacity Analysis
2026 Background PM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Background PM Synchro 12 ReportCivTech Inc.Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 0 0 0 30 504 122 30 22 0 0 28 234
Future Volume (vph) 0 0 0 30 504 122 30 22 0 0 28 234Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 0.86 1.00 1.00 1.00Frt 0.97 1.00 1.00 0.85
Flt Protected 0.99 0.97 1.00 1.00
Satd. Flow (prot) 6214 1810 1863 1583Flt Permitted 0.99 0.87 1.00 1.00
Satd. Flow (perm) 6214 1633 1863 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 0 33 548 133 33 24 0 0 30 254
RTOR Reduction (vph)000055000000125
Lane Group Flow (vph)000065900570030129
Turn Type Perm NA Perm NA NA Perm
Protected Phases 2 8 4
Permitted Phases 2 8 4Actuated Green, G (s) 33.5 32.5 32.5 32.5
Effective Green, g (s) 33.5 32.5 32.5 32.5
Actuated g/C Ratio 0.45 0.43 0.43 0.43Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2775 707 807 685v/s Ratio Prot 0.02
v/s Ratio Perm 0.11 0.03 c0.08
v/c Ratio 0.23 0.08 0.03 0.18Uniform Delay, d1 12.8 12.4 12.2 13.1
Progression Factor 0.86 1.00 1.00 1.00Incremental Delay, d2 0.1 0.0 0.0 0.6
Delay (s) 11.2 12.5 12.3 13.7
Level of Service B B B BApproach Delay (s/veh) 0.0 11.2 12.5 13.5
Approach LOS ABBB
Intersection Summary
HCM 2000 Control Delay (s/veh) 11.9 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.21
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 9.0
Intersection Capacity Utilization 39.7% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW 5HQWRQ0DUNHW'ULYHZD\ /RJDQ$YHQXH
%DFNJURXQG$0 HCM Unsignalized Intersection Capacity Analysis
2026 Background AM 24-0640 Renton Market 1:56 pm 08/12/2024 2026 Background AM Synchro 12 ReportCivTech Inc.Page 5
Movement WBL WBR NBT NBR SBL SBT
Lane ConfigurationsTraffic Volume (veh/h) 0 0 69 3 5 59
Future Volume (Veh/h) 0 0 69 3 5 59Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 75 3 5 64
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 259 302
pX, platoon unblocked
vC, conflicting volume 151 77 78vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 151 77 78
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)tF (s) 3.5 3.3 2.2
p0 queue free % 100 100 100
cM capacity (veh/h) 839 985 1520
Direction, Lane # NB 1 SB 1
Volume Total 78 69
Volume Left 0 5
Volume Right 3 0cSH 1700 1520
Volume to Capacity 0.05 0.00
Queue Length 95th (ft) 0 0Control Delay (s/veh) 0.0 0.6
Lane LOS AApproach Delay (s/veh) 0.0 0.6
Approach LOS
Intersection Summary
Average Delay 0.3Intersection Capacity Utilization 10.6% ICU Level of Service A
Analysis Period (min) 15
5HQWRQ0DUNHW 5HQWRQ0DUNHW'ULYHZD\ /RJDQ$YHQXH
%DFNJURXQG30 HCM Unsignalized Intersection Capacity Analysis
2026 Background PM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Background PM Synchro 12 ReportCivTech Inc.Page 5
Movement WBL WBR NBT NBR SBL SBT
Lane ConfigurationsTraffic Volume (veh/h) 0010110
Future Volume (Veh/h) 0010110Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0010120
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 259 302
pX, platoon unblocked
vC, conflicting volume 25 1 1vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 25 1 1
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)tF (s) 3.5 3.3 2.2
p0 queue free % 100 100 99
cM capacity (veh/h) 983 1084 1622
Direction, Lane # NB 1 SB 1
Volume Total 1 12
Volume Left 0 12
Volume Right 0 0cSH 1700 1622
Volume to Capacity 0.00 0.01
Queue Length 95th (ft) 0 1Control Delay (s/veh) 0.0 7.2
Lane LOS AApproach Delay (s/veh) 0.0 7.2
Approach LOS
Intersection Summary
Average Delay 6.7Intersection Capacity Utilization 10.6% ICU Level of Service A
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW /RJDQ$YHQXH 'ULYHZD\QRIUG6WUHHW
%DFNJURXQG$0 HCM 7th TWSC
2026 Background AM 24-0640 Renton Market 1:56 pm 08/12/2024 2026 Background AM Synchro 12 ReportCivTech Inc.Page 7
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 5 0 67 63 6
Future Vol, veh/h 1 5 0 67 63 6Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 1 5 07368 7
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 145 72 - 0 - 0 Stage 1 72 - - - - -
Stage 2 73 - - - - -
Critical Hdwy 6.42 6.22 - - - -Critical Hdwy Stg 15.42-----
Critical Hdwy Stg 25.42-----Follow-up Hdwy 3.518 3.318 - - - -
Pot Cap-1 Maneuver 848 991 0 - - -
Stage 1 951 - 0 - - - Stage 2 950 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 848 991 - - - -Mov Cap-2 Maneuver 848 - - - - -
Stage 1 951 - - - - - Stage 2 950 - - - - -
Approach EB NB SB
HCM Control Delay, s/v 8.65 0 0HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 991 - -
HCM Lane V/C Ratio - 0.005 - -HCM Control Delay (s/veh) - 8.7 - -
HCM Lane LOS - A - -HCM 95th %tile Q(veh) - 0 - -
5HQWRQ0DUNHW /RJDQ$YHQXH 'ULYHZD\QRIUG6WUHHW
%DFNJURXQG30 HCM 7th TWSC
2026 Background PM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Background PM Synchro 12 ReportCivTech Inc.Page 7
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 0 0 0 0 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1 - 0 - 0 Stage 1 ------
Stage 2 ------
Critical Hdwy - 6.22 - - - -Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------Follow-up Hdwy -3.318----
Pot Cap-1 Maneuver 0 1083 0 - - -
Stage 1 0 - 0 - - - Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 1083 ----Mov Cap-2 Maneuver ------
Stage 1 ------ Stage 2 ------
Approach EB NB SB
HCM Control Delay, s/v 0 0 0HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h)----
HCM Lane V/C Ratio ----HCM Control Delay (s/veh) - 0 - -
HCM Lane LOS - A - -HCM 95th %tile Q(veh) ----
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW UG6WUHHW /RJDQ$YHQXH
%DFNJURXQG$0 Timings
2026 Background AM 24-0640 Renton Market 1:56 pm 08/12/2024 2026 Background AM Synchro 12 ReportCivTech Inc.Page 8
Lane Group EBT NBR SBL
Lane ConfigurationsTraffic Volume (vph) 223 14 70
Future Volume (vph) 223 14 70Turn Type NA Perm Prot
Protected Phases 2 4
Permitted Phases 3Detector Phase 2 3 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 23.0
Total Split (s) 25.0 10.0 15.0Total Split (%) 50.0% 20.0% 30.0%
Yellow Time (s) 3.5 3.5 4.0
All-Red Time (s) 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 5.0
Lead/Lag Lead LagLead-Lag Optimize? Yes Yes
Recall Mode C-Max None MaxAct Effct Green (s) 20.5 5.5 18.0
Actuated g/C Ratio 0.41 0.11 0.36
v/c Ratio 0.21 0.02 0.11Control Delay (s/veh) 9.9 0.0 13.3
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 9.9 0.0 13.3LOS AAB
Approach Delay (s/veh) 10.0Approach LOS A
Intersection Summary
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2:EBTL and 6:, Start of GreenNatural Cycle: 70
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.22
Intersection Signal Delay (s/veh): 10.3 Intersection LOS: B
Intersection Capacity Utilization 26.9% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 6: 3rd Street & Logan Avenue
5HQWRQ0DUNHW UG6WUHHW /RJDQ$YHQXH
%DFNJURXQG30 Timings
2026 Background PM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Background PM Synchro 12 ReportCivTech Inc.Page 8
Lane Group EBT NBR Ø4
Lane ConfigurationsTraffic Volume (vph) 860 18
Future Volume (vph) 860 18Turn Type NA Perm
Protected Phases 2 4
Permitted Phases 3Detector Phase 2 3
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 23.0
Total Split (s) 25.0 10.0 15.0Total Split (%) 50.0% 20.0% 30%
Yellow Time (s) 3.5 3.5 4.0
All-Red Time (s) 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0
Total Lost Time (s) 4.5 4.5
Lead/Lag Lead LagLead-Lag Optimize? Yes Yes
Recall Mode C-Max None MaxAct Effct Green (s) 20.5 5.5
Actuated g/C Ratio 0.41 0.11
v/c Ratio 0.66 0.03Control Delay (s/veh) 14.6 0.1
Queue Delay 0.0 0.0
Total Delay (s/veh) 14.6 0.1LOS B A
Approach Delay (s/veh) 14.7Approach LOS B
Intersection Summary
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2:EBTL and 6:, Start of GreenNatural Cycle: 70
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.67
Intersection Signal Delay (s/veh): 14.4 Intersection LOS: B
Intersection Capacity Utilization 36.4% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 6: 3rd Street & Logan Avenue
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW UG6WUHHW /RJDQ$YHQXH
%DFNJURXQG$0 HCM Signalized Intersection Capacity Analysis
2026 Background AM 24-0640 Renton Market 1:56 pm 08/12/2024 2026 Background AM Synchro 12 ReportCivTech Inc.Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 61223200000147000
Future Volume (vph) 61223200000147000Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 5.0
Lane Util. Factor 0.95 1.00 1.00Frt 0.99 0.86 1.00
Flt Protected 0.98 1.00 0.95
Satd. Flow (prot) 3499 1611 1770Flt Permitted 0.98 1.00 0.95
Satd. Flow (perm) 3499 1611 1770
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 66242200000157600
RTOR Reduction (vph)0100000015000
Lane Group Flow (vph) 0 30900000007600
Turn Type Perm NA Perm Prot
Protected Phases 2 4
Permitted Phases 2 3Actuated Green, G (s) 16.9 1.1 18.0
Effective Green, g (s) 16.9 1.1 18.0
Actuated g/C Ratio 0.34 0.02 0.36Clearance Time (s) 4.5 4.5 5.0
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 1182 35 637v/s Ratio Prot c0.04
v/s Ratio Perm 0.09 c0.00
v/c Ratio 0.26 0.00 0.11Uniform Delay, d1 12.0 23.9 10.6
Progression Factor 1.00 1.00 1.00Incremental Delay, d2 0.5 0.1 0.3
Delay (s) 12.5 24.0 11.0
Level of Service B C BApproach Delay (s/veh) 12.5 0.0 24.0 11.0
Approach LOS B A C B
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.7 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.18
Actuated Cycle Length (s) 50.0 Sum of lost time (s) 14.0
Intersection Capacity Utilization 26.9% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
5HQWRQ0DUNHW UG6WUHHW /RJDQ$YHQXH
%DFNJURXQG30 HCM Signalized Intersection Capacity Analysis
2026 Background PM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Background PM Synchro 12 ReportCivTech Inc.Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 0860300000018000
Future Volume (vph) 0860300000018000Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5
Lane Util. Factor 0.95 1.00Frt 0.99 0.86
Flt Protected 1.00 1.00
Satd. Flow (prot) 3521 1611Flt Permitted 1.00 1.00
Satd. Flow (perm) 3521 1611
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0935330000020000
RTOR Reduction (vph)0500000020000
Lane Group Flow (vph) 0 9630000000000
Turn Type NA Perm Prot
Protected Phases 2 4
Permitted Phases 2 3Actuated Green, G (s) 16.9 1.1
Effective Green, g (s) 16.9 1.1
Actuated g/C Ratio 0.34 0.02Clearance Time (s) 4.5 4.5
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 1190 35v/s Ratio Prot c0.27
v/s Ratio Perm c0.00
v/c Ratio 0.80 0.01Uniform Delay, d1 15.0 23.9
Progression Factor 1.00 1.00Incremental Delay, d2 5.9 0.1
Delay (s) 21.0 24.0
Level of Service C CApproach Delay (s/veh) 21.0 0.0 24.0 0.0
Approach LOS C A C A
Intersection Summary
HCM 2000 Control Delay (s/veh) 21.1 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.38
Actuated Cycle Length (s) 50.0 Sum of lost time (s) 14.0
Intersection Capacity Utilization 36.4% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW %XUQHWW$YHQXH QG6WUHHW
%DFNJURXQG$0 Timings
2026 Background AM 24-0640 Renton Market 1:56 pm 08/12/2024 2026 Background AM Synchro 12 ReportCivTech Inc.Page 10
Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 382 69 17 6 22
Future Volume (vph) 382 69 17 6 22Turn Type NA Prot NA NA Perm
Protected Phases 2384
Permitted Phases 4Detector Phase 23844
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 5.0 5.0Minimum Split (s) 23.0 23.0 23.0 23.0 23.0
Total Split (s) 25.0 25.0 50.0 25.0 25.0Total Split (%) 33.3% 33.3% 66.7% 33.3% 33.3%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes
Recall Mode C-Max Max Max Max MaxAct Effct Green (s) 20.0 20.0 45.0 20.0 20.0
Actuated g/C Ratio 0.27 0.27 0.60 0.27 0.27
v/c Ratio 0.34 0.15 0.01 0.01 0.04Control Delay (s/veh) 22.7 22.2 6.1 20.5 0.1
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 22.7 22.2 6.1 20.5 0.1LOS CCACA
Approach Delay (s/veh) 22.7 19.1 4.8Approach LOS C B A
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL, Start of GreenNatural Cycle: 70
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.35
Intersection Signal Delay (s/veh): 21.2 Intersection LOS: C
Intersection Capacity Utilization 29.2% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 7: Burnett Avenue & 2nd Street
5HQWRQ0DUNHW %XUQHWW$YHQXH QG6WUHHW
%DFNJURXQG30 Timings
2026 Background PM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Background PM Synchro 12 ReportCivTech Inc.Page 10
Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 493 171 33 17 18
Future Volume (vph) 493 171 33 17 18Turn Type NA Prot NA NA Perm
Protected Phases 2384
Permitted Phases 4Detector Phase 23844
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 5.0 5.0Minimum Split (s) 23.0 23.0 23.0 23.0 23.0
Total Split (s) 25.0 25.0 50.0 25.0 25.0Total Split (%) 33.3% 33.3% 66.7% 33.3% 33.3%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes
Recall Mode C-Max Max Max Max MaxAct Effct Green (s) 20.0 20.0 45.0 20.0 20.0
Actuated g/C Ratio 0.27 0.27 0.60 0.27 0.27
v/c Ratio 0.45 0.39 0.03 0.03 0.04Control Delay (s/veh) 24.0 25.5 6.2 20.7 0.1
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 24.0 25.5 6.2 20.7 0.1LOS CCACA
Approach Delay (s/veh) 24.0 22.4 9.9Approach LOS C C A
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL, Start of GreenNatural Cycle: 70
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.45
Intersection Signal Delay (s/veh): 23.0 Intersection LOS: C
Intersection Capacity Utilization 36.6% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 7: Burnett Avenue & 2nd Street
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW %XUQHWW$YHQXH QG6WUHHW
%DFNJURXQG$0 HCM Signalized Intersection Capacity Analysis
2026 Background AM 24-0640 Renton Market 1:56 pm 08/12/2024 2026 Background AM Synchro 12 ReportCivTech Inc.Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 0003438217691700622
Future Volume (vph) 0003438217691700622Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 0.91 1.00 1.00 1.00 1.00Frt 0.99 1.00 1.00 1.00 0.85
Flt Protected 0.99 0.95 1.00 1.00 1.00
Satd. Flow (prot) 5036 1770 1863 1863 1583Flt Permitted 0.99 0.95 1.00 1.00 1.00
Satd. Flow (perm) 5036 1770 1863 1863 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0003741518751800724
RTOR Reduction (vph)0000600000018
Lane Group Flow (vph)0000464075180076
Turn Type Perm NA Prot NA NA Perm
Protected Phases 2 3 8 4
Permitted Phases 2 4Actuated Green, G (s) 20.0 20.0 45.0 20.0 20.0
Effective Green, g (s) 20.0 20.0 45.0 20.0 20.0
Actuated g/C Ratio 0.27 0.27 0.60 0.27 0.27Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1342 472 1117 496 422v/s Ratio Prot c0.04 c0.01 0.00
v/s Ratio Perm 0.09 0.00
v/c Ratio 0.34 0.15 0.01 0.01 0.01Uniform Delay, d1 22.2 21.0 6.0 20.2 20.2
Progression Factor 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.7 0.7 0.0 0.0 0.0
Delay (s) 22.9 21.7 6.0 20.2 20.3
Level of Service C C A C CApproach Delay (s/veh) 0.0 22.9 18.7 20.3
Approach LOS A C B C
Intersection Summary
HCM 2000 Control Delay (s/veh) 22.1 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.17
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 15.0
Intersection Capacity Utilization 29.2% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
5HQWRQ0DUNHW %XUQHWW$YHQXH QG6WUHHW
%DFNJURXQG30 HCM Signalized Intersection Capacity Analysis
2026 Background PM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Background PM Synchro 12 ReportCivTech Inc.Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 0 0 0 54 493 15 171 33 0 0 17 18
Future Volume (vph) 0 0 0 54 493 15 171 33 0 0 17 18Ideal 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
Lane Util. Factor 0.91 1.00 1.00 1.00 1.00Frt 0.99 1.00 1.00 1.00 0.85
Flt Protected 0.99 0.95 1.00 1.00 1.00
Satd. Flow (prot) 5041 1770 1863 1863 1583Flt Permitted 0.99 0.95 1.00 1.00 1.00
Satd. Flow (perm) 5041 1770 1863 1863 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 0 59 536 16 186 36 0 0 18 20
RTOR Reduction (vph)0000400000015
Lane Group Flow (vph)000060701863600185
Turn Type Perm NA Prot NA NA Perm
Protected Phases 2 3 8 4
Permitted Phases 2 4Actuated Green, G (s) 20.0 20.0 45.0 20.0 20.0
Effective Green, g (s) 20.0 20.0 45.0 20.0 20.0
Actuated g/C Ratio 0.27 0.27 0.60 0.27 0.27Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1344 472 1117 496 422v/s Ratio Prot c0.11 c0.02 0.01
v/s Ratio Perm 0.12 0.00
v/c Ratio 0.45 0.39 0.03 0.03 0.01Uniform Delay, d1 22.9 22.5 6.1 20.3 20.2
Progression Factor 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 1.0 2.4 0.0 0.1 0.0
Delay (s) 24.0 24.9 6.1 20.5 20.2
Level of Service C C A C CApproach Delay (s/veh) 0.0 24.0 21.9 20.3
Approach LOS A C C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 23.3 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.29
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 15.0
Intersection Capacity Utilization 36.6% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW UG6WUHHW %XUQHWW$YHQXH
%DFNJURXQG$0 Timings
2026 Background AM 24-0640 Renton Market 1:56 pm 08/12/2024 2026 Background AM Synchro 12 ReportCivTech Inc.Page 12
Lane Group EBT EBR NBT NBR SBL SBT
Lane ConfigurationsTraffic Volume (vph) 212 37 43 27 30 18
Future Volume (vph) 212 37 43 27 30 18Turn Type NA Perm NA Perm Perm NA
Protected Phases 6 8 4
Permitted Phases 6 8 4Detector Phase 668844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 4.0 4.0Minimum Split (s) 29.0 29.0 23.0 23.0 23.0 23.0
Total Split (s) 37.0 37.0 28.0 28.0 28.0 28.0Total Split (%) 56.9% 56.9% 43.1% 43.1% 43.1% 43.1%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/LagLead-Lag Optimize?
Recall Mode C-Max C-Max Max Max Max MaxAct Effct Green (s) 32.0 32.0 23.0 23.0 23.0
Actuated g/C Ratio 0.49 0.49 0.35 0.35 0.35
v/c Ratio 0.16 0.05 0.07 0.04 0.09Control Delay (s/veh) 9.4 3.4 14.3 5.3 14.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 9.4 3.4 14.3 5.3 14.6LOS AABA B
Approach Delay (s/veh) 8.7 10.9 14.7Approach LOS A B B
Intersection Summary
Cycle Length: 65
Actuated Cycle Length: 65
Offset: 0 (0%), Referenced to phase 2: and 6:EBTL, Start of GreenNatural Cycle: 55
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.17
Intersection Signal Delay (s/veh): 9.8 Intersection LOS: A
Intersection Capacity Utilization 27.3% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 8: 3rd Street & Burnett Avenue
5HQWRQ0DUNHW UG6WUHHW %XUQHWW$YHQXH
%DFNJURXQG30 Timings
2026 Background PM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Background PM Synchro 12 ReportCivTech Inc.Page 12
Lane Group EBT EBR NBT NBR SBL SBT
Lane ConfigurationsTraffic Volume (vph) 630 132 71 84 37 46
Future Volume (vph) 630 132 71 84 37 46Turn Type NA Perm NA Perm Perm NA
Protected Phases 6 8 4
Permitted Phases 6 8 4Detector Phase 668844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 4.0 4.0Minimum Split (s) 29.0 29.0 23.0 23.0 23.0 23.0
Total Split (s) 37.0 37.0 28.0 28.0 28.0 28.0Total Split (%) 56.9% 56.9% 43.1% 43.1% 43.1% 43.1%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/LagLead-Lag Optimize?
Recall Mode C-Max C-Max Max Max Max MaxAct Effct Green (s) 32.0 32.0 23.0 23.0 23.0
Actuated g/C Ratio 0.49 0.49 0.35 0.35 0.35
v/c Ratio 0.46 0.16 0.11 0.14 0.15Control Delay (s/veh) 12.0 2.4 14.8 4.5 15.3
Queue Delay 1.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 13.1 2.4 14.8 4.5 15.3LOS BABA B
Approach Delay (s/veh) 11.5 9.2 15.3Approach LOS B A B
Intersection Summary
Cycle Length: 65
Actuated Cycle Length: 65
Offset: 0 (0%), Referenced to phase 2: and 6:EBTL, Start of GreenNatural Cycle: 55
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.47
Intersection Signal Delay (s/veh): 11.5 Intersection LOS: B
Intersection Capacity Utilization 43.0% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 8: 3rd Street & Burnett Avenue
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW UG6WUHHW %XUQHWW$YHQXH
%DFNJURXQG$0 HCM Signalized Intersection Capacity Analysis
2026 Background AM 24-0640 Renton Market 1:56 pm 08/12/2024 2026 Background AM Synchro 12 ReportCivTech Inc.Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 51212370000432730180
Future Volume (vph) 51212370000432730180Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 0.95 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.85 1.00
Flt Protected 0.99 1.00 1.00 1.00 0.96
Satd. Flow (prot) 3505 1583 1863 1583 1807Flt Permitted 0.99 1.00 1.00 1.00 0.85
Satd. Flow (perm) 3505 1583 1863 1583 1587
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 55230400000472933200
RTOR Reduction (vph) 0 0 200000019000
Lane Group Flow (vph) 0 285 20000047100530
Turn Type Perm NA Perm NA Perm Perm NA
Protected Phases 6 8 4
Permitted Phases 6 6 8 4Actuated Green, G (s) 32.0 32.0 23.0 23.0 23.0
Effective Green, g (s) 32.0 32.0 23.0 23.0 23.0
Actuated g/C Ratio 0.49 0.49 0.35 0.35 0.35Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1725 779 659 560 561v/s Ratio Prot 0.03
v/s Ratio Perm 0.08 0.01 0.01 c0.03
v/c Ratio 0.16 0.02 0.07 0.01 0.09Uniform Delay, d1 9.1 8.4 13.9 13.6 14.0
Progression Factor 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 0.0 0.2 0.0 0.3
Delay (s) 9.3 8.5 14.1 13.7 14.3
Level of Service A A B B BApproach Delay (s/veh) 9.2 0.0 13.9 14.3
Approach LOS AABB
Intersection Summary
HCM 2000 Control Delay (s/veh) 10.6 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.14
Actuated Cycle Length (s) 65.0 Sum of lost time (s) 10.0
Intersection Capacity Utilization 27.3% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
5HQWRQ0DUNHW UG6WUHHW %XUQHWW$YHQXH
%DFNJURXQG30 HCM Signalized Intersection Capacity Analysis
2026 Background PM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Background PM Synchro 12 ReportCivTech Inc.Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 1166301320000718437460
Future Volume (vph) 1166301320000718437460Ideal 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
Lane Util. Factor 0.95 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.85 1.00
Flt Protected 0.99 1.00 1.00 1.00 0.97
Satd. Flow (prot) 3512 1583 1863 1583 1822Flt Permitted 0.99 1.00 1.00 1.00 0.87
Satd. Flow (perm) 3512 1583 1863 1583 1621
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 1266851430000779140500
RTOR Reduction (vph) 0 0 730000059000
Lane Group Flow (vph) 0 811 70000077320900
Turn Type Perm NA Perm NA Perm Perm NA
Protected Phases 6 8 4
Permitted Phases 6 6 8 4Actuated Green, G (s) 32.0 32.0 23.0 23.0 23.0
Effective Green, g (s) 32.0 32.0 23.0 23.0 23.0
Actuated g/C Ratio 0.49 0.49 0.35 0.35 0.35Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1728 779 659 560 573v/s Ratio Prot 0.04
v/s Ratio Perm 0.23 0.04 0.02 c0.06
v/c Ratio 0.46 0.09 0.11 0.05 0.15Uniform Delay, d1 10.8 8.7 14.1 13.8 14.3
Progression Factor 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.9 0.2 0.3 0.1 0.5
Delay (s) 11.8 8.9 14.5 14.0 14.9
Level of Service B A B B BApproach Delay (s/veh) 11.3 0.0 14.2 14.9
Approach LOS BABB
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.1 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.34
Actuated Cycle Length (s) 65.0 Sum of lost time (s) 10.0
Intersection Capacity Utilization 43.0% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW %XUQHWW$YHQXH 5HQWRQ0DUNHW'ULYHZD\
%DFNJURXQG$0 HCM 7th TWSC
2026 Background AM 24-0640 Renton Market 1:56 pm 08/12/2024 2026 Background AM Synchro 12 ReportCivTech Inc.Page 15
Intersection
Int Delay, s/veh 0.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 13 0 94 40 0
Future Vol, veh/h 0 13 0 94 40 0Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length - - - - - -
Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0140102430
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 43 - 0 - 0 Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy -6.22----Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.318 - - - -
Pot Cap-1 Maneuver 0 1027 0 - - 0
Stage 1 0 - 0 - - 0 Stage 2 0 - 0 - - 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - 1027 - - - -Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - - Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s/v 8.56 0 0HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT
Capacity (veh/h) - 1027 -
HCM Lane V/C Ratio - 0.014 -HCM Control Delay (s/veh) - 8.6 -
HCM Lane LOS - A -HCM 95th %tile Q(veh) - 0 -
5HQWRQ0DUNHW %XUQHWW$YHQXH 5HQWRQ0DUNHW'ULYHZD\
%DFNJURXQG30 HCM 7th TWSC
2026 Background PM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Background PM Synchro 12 ReportCivTech Inc.Page 15
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 11 0 187 71 0
Future Vol, veh/h 0 11 0 187 71 0Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length ------
Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0120203770
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 77 - 0 - 0 Stage 1 ------
Stage 2 ------
Critical Hdwy - 6.22 - - - -Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------Follow-up Hdwy -3.318----
Pot Cap-1 Maneuver 0 984 0 - - 0
Stage 1 0 - 0 - - 0 Stage 2 0 - 0 - - 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - 984 ----Mov Cap-2 Maneuver ------
Stage 1 ------ Stage 2 ------
Approach EB NB SB
HCM Control Delay, s/v 8.7 0 0HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT
Capacity (veh/h) - 984 -
HCM Lane V/C Ratio - 0.012 -HCM Control Delay (s/veh) - 8.7 -
HCM Lane LOS - A -HCM 95th %tile Q(veh) - 0 -
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW QG6WUHHW %XUQHWW3ODFH
%DFNJURXQG$0 HCM Unsignalized Intersection Capacity Analysis
2026 Background AM 24-0640 Renton Market 1:56 pm 08/12/2024 2026 Background AM Synchro 12 ReportCivTech Inc.Page 16
Movement EBL EBT WBT WBR SBL SBR
Lane ConfigurationsTraffic Volume (veh/h) 00359502
Future Volume (Veh/h) 00359502Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 00390502
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 258 54
pX, platoon unblocked
vC, conflicting volume 395 393 100vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 395 393 100
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 100 100 100
cM capacity (veh/h) 1160 584 936
Direction, Lane # WB 1 WB 2 WB 3 WB 4 SB 1
Volume Total 111 111 111 61 2
Volume Left 00000
Volume Right 00052cSH 1700 1700 1700 1700 936
Volume to Capacity 0.07 0.07 0.07 0.04 0.00
Queue Length 95th (ft)00000Control Delay (s/veh) 0.0 0.0 0.0 0.0 8.9
Lane LOS AApproach Delay (s/veh) 0.0 8.9
Approach LOS A
Intersection Summary
Average Delay 0.0Intersection Capacity Utilization 15.3% ICU Level of Service A
Analysis Period (min) 15
5HQWRQ0DUNHW QG6WUHHW %XUQHWW3ODFH
%DFNJURXQG30 HCM Unsignalized Intersection Capacity Analysis
2026 Background PM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Background PM Synchro 12 ReportCivTech Inc.Page 16
Movement EBL EBT WBT WBR SBL SBR
Lane ConfigurationsTraffic Volume (veh/h) 00359502
Future Volume (Veh/h) 00359502Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 00390502
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 258 54
pX, platoon unblocked
vC, conflicting volume 395 393 100vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 395 393 100
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 100 100 100
cM capacity (veh/h) 1160 584 936
Direction, Lane # WB 1 WB 2 WB 3 WB 4 SB 1
Volume Total 111 111 111 61 2
Volume Left 00000
Volume Right 00052cSH 1700 1700 1700 1700 936
Volume to Capacity 0.07 0.07 0.07 0.04 0.00
Queue Length 95th (ft)00000Control Delay (s/veh) 0.0 0.0 0.0 0.0 8.9
Lane LOS AApproach Delay (s/veh) 0.0 8.9
Approach LOS A
Intersection Summary
Average Delay 0.0Intersection Capacity Utilization 15.3% ICU Level of Service A
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
42
APPENDIX I:
2031 NO BUILD PEAK HOUR ANALYSIS
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW &LW\&HQWHU3DUNLQJ(JUHVV QG6WUHHW
%DFNJURXQG$0HCM Unsignalized Intersection Capacity Analysis
2031 Background AM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Background AM Synchro 12 ReportCivTech Inc.Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 0 751 101 1
Future Volume (Veh/h) 0 0 0 751 101 1Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0 0 0 834 112 1
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 148 164
pX, platoon unblocked
vC, conflicting volume 0 209 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 209 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 100 85 100
cM capacity (veh/h) 1622 761 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4 NB 1
Volume Total 209 209 209 209 113
Volume Left 0000112
Volume Right 00001cSH 1700 1700 1700 1700 763
Volume to Capacity 0.12 0.12 0.12 0.12 0.15
Queue Length 95th (ft)000013Control Delay (s/veh) 0.0 0.0 0.0 0.0 10.5
Lane LOS BApproach Delay (s/veh) 0.0 10.5
Approach LOS B
Intersection Summary
Average Delay 1.3Intersection Capacity Utilization 23.2% ICU Level of Service A
Analysis Period (min) 15
5HQWRQ0DUNHW &LW\&HQWHU3DUNLQJ(JUHVV QG6WUHHW
%DFNJURXQG30HCM Unsignalized Intersection Capacity Analysis
2031 Background PM 24-0640 Renton Market 3:05 pm 10/03/2024 2031 Background PM Synchro 12 ReportCivTech Inc.Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 1 500 2 0
Future Volume (Veh/h) 0 0 1 500 2 0Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0 0 1 556 2 0
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 148 164
pX, platoon unblocked
vC, conflicting volume 0 141 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 141 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 100 100 100
cM capacity (veh/h) 1622 837 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4 NB 1
Volume Total 80 159 159 159 2
Volume Left 10002
Volume Right 00000cSH 1622 1700 1700 1700 837
Volume to Capacity 0.00 0.09 0.09 0.09 0.00
Queue Length 95th (ft)00000Control Delay (s/veh) 0.1 0.0 0.0 0.0 9.3
Lane LOS A AApproach Delay (s/veh) 0.0 9.3
Approach LOS A
Intersection Summary
Average Delay 0.0Intersection Capacity Utilization 17.3% ICU Level of Service A
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW &LW\&HQWHU3DUNLQJ,QJUHVV QG6WUHHW
%DFNJURXQG$0HCM Unsignalized Intersection Capacity Analysis
2031 Background AM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Background AM Synchro 12 ReportCivTech Inc.Page 2
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 65 785 0 0
Future Volume (Veh/h) 0 0 65 785 0 0Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0 0 72 872 0 0
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 76 236
pX, platoon unblocked
vC, conflicting volume 0 362 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 362 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 96 100 100
cM capacity (veh/h) 1622 583 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4
Volume Total 197 249 249 249
Volume Left 72000
Volume Right 0000cSH 1622 1700 1700 1700
Volume to Capacity 0.04 0.15 0.15 0.15
Queue Length 95th (ft)3000Control Delay (s/veh) 2.9 0.0 0.0 0.0
Lane LOS AApproach Delay (s/veh) 0.6
Approach LOS
Intersection Summary
Average Delay 0.6Intersection Capacity Utilization 15.7% ICU Level of Service A
Analysis Period (min) 15
5HQWRQ0DUNHW &LW\&HQWHU3DUNLQJ,QJUHVV QG6WUHHW
%DFNJURXQG30HCM Unsignalized Intersection Capacity Analysis
2031 Background PM 24-0640 Renton Market 3:05 pm 10/03/2024 2031 Background PM Synchro 12 ReportCivTech Inc.Page 2
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 18 478 0 0
Future Volume (Veh/h) 0 0 18 478 0 0Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0 0 20 531 0 0
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 76 236
pX, platoon unblocked
vC, conflicting volume 0 173 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 173 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 99 100 100
cM capacity (veh/h) 1622 791 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4
Volume Total 96 152 152 152
Volume Left 20000
Volume Right 0000cSH 1622 1700 1700 1700
Volume to Capacity 0.01 0.09 0.09 0.09
Queue Length 95th (ft)1000Control Delay (s/veh) 1.6 0.0 0.0 0.0
Lane LOS AApproach Delay (s/veh) 0.3
Approach LOS
Intersection Summary
Average Delay 0.3Intersection Capacity Utilization 10.5% ICU Level of Service A
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW /RJDQ$YHQXH QG6WUHHW
%DFNJURXQG$0Timings
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Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 557 33 24 31 259
Future Volume (vph) 557 33 24 31 259Turn Type NA Perm NA NA Perm
Protected Phases 2 8 4
Permitted Phases 8 4Detector Phase 28844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 38.0 37.0 37.0 37.0 37.0Total Split (%) 50.7% 49.3% 49.3% 49.3% 49.3%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead/LagLead-Lag Optimize?
Recall Mode C-Max None None Max MaxAct Effct Green (s) 33.5 32.5 32.5 32.5
Actuated g/C Ratio 0.45 0.43 0.43 0.43
v/c Ratio 0.28 0.09 0.04 0.36Control Delay (s/veh) 9.9 13.0 12.5 7.0
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 9.9 13.0 12.5 7.0LOS A BBA
Approach Delay (s/veh) 9.9 13.1 7.7Approach LOS A B A
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL and 6:, Start of GreenNatural Cycle: 45
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.37
Intersection Signal Delay (s/veh): 9.5 Intersection LOS: A
Intersection Capacity Utilization 42.3% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 3: Logan Avenue & 2nd Street
5HQWRQ0DUNHW /RJDQ$YHQXH QG6WUHHW
%DFNJURXQG30Timings
2031 Background PM 24-0640 Renton Market 3:05 pm 10/03/2024 2031 Background PM Synchro 12 ReportCivTech Inc.Page 3
Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 319 24 68 33 46
Future Volume (vph) 319 24 68 33 46Turn Type NA Perm NA NA Perm
Protected Phases 2 8 4
Permitted Phases 8 4Detector Phase 28844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 38.0 37.0 37.0 37.0 37.0Total Split (%) 50.7% 49.3% 49.3% 49.3% 49.3%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead/LagLead-Lag Optimize?
Recall Mode C-Max None None Max MaxAct Effct Green (s) 33.5 32.5 32.5 32.5
Actuated g/C Ratio 0.45 0.43 0.43 0.43
v/c Ratio 0.19 0.13 0.04 0.07Control Delay (s/veh) 3.7 13.4 12.5 4.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 3.7 13.4 12.5 4.3LOS A BBA
Approach Delay (s/veh) 3.7 13.5 7.8Approach LOS A B A
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL and 6:, Start of GreenNatural Cycle: 45
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.19
Intersection Signal Delay (s/veh): 5.6 Intersection LOS: A
Intersection Capacity Utilization 27.7% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 3: Logan Avenue & 2nd Street
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW /RJDQ$YHQXH QG6WUHHW
%DFNJURXQG$0HCM 7th Signalized Intersection Summary
2031 Background AM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Background AM Synchro 12 ReportCivTech Inc.Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 0 33 557 134 33 24 0 0 31 259
Future Volume (veh/h) 0 0 0 33 557 134 33 24 0 0 31 259Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870Adj Flow Rate, veh/h 37 619 149 37 27 0 0 34 288
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Percent Heavy Veh, % 222220022
Cap, veh/h 139 2325 540 386 263 0 0 810 687
Arrive On Green 0.15 0.15 0.15 0.43 0.43 0.00 0.00 0.43 0.43Sat Flow, veh/h 312 5205 1208 715 606 0 0 1870 1585
Grp Volume(v), veh/h 220 381 204 64 0 0 0 34 288
Grp Sat Flow(s),veh/h/ln 1855 1609 1653 1321 0 0 0 1870 1585Q Serve(g_s), s 7.9 7.9 8.2 0.1 0.0 0.0 0.0 0.8 9.4
Cycle Q Clear(g_c), s 7.9 7.9 8.2 1.5 0.0 0.0 0.0 0.8 9.4
Prop In Lane 0.17 0.73 0.58 0.00 0.00 1.00Lane Grp Cap(c), veh/h 828 1437 738 648 0 0 0 810 687
V/C Ratio(X) 0.27 0.27 0.28 0.10 0.00 0.00 0.00 0.04 0.42
Avail Cap(c_a), veh/h 828 1437 738 648 0 0 0 810 687HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 1.00Uniform Delay (d), s/veh 21.1 21.1 21.2 12.5 0.0 0.0 0.0 12.3 14.7
Incr Delay (d2), s/veh 0.8 0.5 0.9 0.1 0.0 0.0 0.0 0.1 1.9
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 6.8 5.7 6.4 1.1 0.0 0.0 0.0 0.6 6.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.8 21.5 22.1 12.5 0.0 0.0 0.0 12.4 16.6LnGrp LOS C C C B B B
Approach Vol, veh/h 805 64 322
Approach Delay, s/veh 21.8 12.5 16.1Approach LOS C B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 38.0 37.0 37.0
Change Period (Y+Rc), s 4.5 4.5 4.5Max Green Setting (Gmax), s 33.5 32.5 32.5
Max Q Clear Time (g_c+I1), s 10.2 11.4 3.5
Green Ext Time (p_c), s 5.4 1.1 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 19.7HCM 7th LOS B
5HQWRQ0DUNHW /RJDQ$YHQXH QG6WUHHW
%DFNJURXQG30HCM 7th Signalized Intersection Summary
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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 0 18 319 148 24 68 0 0 33 46
Future Volume (veh/h) 0 0 0 18 319 148 24 68 0 0 33 46Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870Adj Flow Rate, veh/h 20 354 164 27 76 0 0 37 51
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Percent Heavy Veh, % 222220022
Cap, veh/h 121 2145 708 219 585 0 0 810 687
Arrive On Green 0.15 0.15 0.15 0.43 0.43 0.00 0.00 0.43 0.43Sat Flow, veh/h 271 4803 1585 365 1349 0 0 1870 1585
Grp Volume(v), veh/h 137 237 164 103 0 0 0 37 51
Grp Sat Flow(s),veh/h/ln 1857 1609 1585 1714 0 0 0 1870 1585Q Serve(g_s), s 4.8 4.8 6.9 0.0 0.0 0.0 0.0 0.9 1.4
Cycle Q Clear(g_c), s 4.8 4.8 6.9 2.5 0.0 0.0 0.0 0.9 1.4
Prop In Lane 0.15 1.00 0.26 0.00 0.00 1.00Lane Grp Cap(c), veh/h 829 1437 708 803 0 0 0 810 687
V/C Ratio(X) 0.17 0.16 0.23 0.13 0.00 0.00 0.00 0.05 0.07
Avail Cap(c_a), veh/h 829 1437 708 803 0 0 0 810 687HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 1.00Uniform Delay (d), s/veh 19.8 19.7 20.6 12.7 0.0 0.0 0.0 12.3 12.4
Incr Delay (d2), s/veh 0.4 0.2 0.8 0.1 0.0 0.0 0.0 0.1 0.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 3.9 3.3 4.9 1.8 0.0 0.0 0.0 0.6 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.2 20.0 21.4 12.8 0.0 0.0 0.0 12.4 12.7LnGrp LOS C B C B B B
Approach Vol, veh/h 538 103 88
Approach Delay, s/veh 20.5 12.8 12.5Approach LOS C B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 38.0 37.0 37.0
Change Period (Y+Rc), s 4.5 4.5 4.5Max Green Setting (Gmax), s 33.5 32.5 32.5
Max Q Clear Time (g_c+I1), s 8.9 3.4 4.5
Green Ext Time (p_c), s 3.5 0.3 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 18.4HCM 7th LOS B
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW 5HQWRQ0DUNHW'ULYHZD\ /RJDQ$YHQXH
%DFNJURXQG$0HCM Unsignalized Intersection Capacity Analysis
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Movement WBL WBR NBT NBR SBL SBT
Lane ConfigurationsTraffic Volume (veh/h) 0010130
Future Volume (Veh/h) 0010130Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0010140
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 259 302
pX, platoon unblocked
vC, conflicting volume 29 1 1vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 29 1 1
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)tF (s) 3.5 3.3 2.2
p0 queue free % 100 100 99
cM capacity (veh/h) 977 1084 1622
Direction, Lane # NB 1 SB 1
Volume Total 1 14
Volume Left 0 14
Volume Right 0 0cSH 1700 1622
Volume to Capacity 0.00 0.01
Queue Length 95th (ft) 0 1Control Delay (s/veh) 0.0 7.2
Lane LOS AApproach Delay (s/veh) 0.0 7.2
Approach LOS
Intersection Summary
Average Delay 6.8Intersection Capacity Utilization 10.7% ICU Level of Service A
Analysis Period (min) 15
5HQWRQ0DUNHW 5HQWRQ0DUNHW'ULYHZD\ /RJDQ$YHQXH
%DFNJURXQG30HCM Unsignalized Intersection Capacity Analysis
2031 Background PM 24-0640 Renton Market 3:05 pm 10/03/2024 2031 Background PM Synchro 12 ReportCivTech Inc.Page 6
Movement WBL WBR NBT NBR SBL SBT
Lane ConfigurationsTraffic Volume (veh/h) 0 0 76 2 5 64
Future Volume (Veh/h) 0 0 76 2 5 64Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0 0 84 2 6 71
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 259 302
pX, platoon unblocked
vC, conflicting volume 168 85 86vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 168 85 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 % 100 100 100
cM capacity (veh/h) 819 974 1510
Direction, Lane # NB 1 SB 1
Volume Total 86 77
Volume Left 0 6
Volume Right 2 0cSH 1700 1510
Volume to Capacity 0.05 0.00
Queue Length 95th (ft) 0 0Control Delay (s/veh) 0.0 0.6
Lane LOS AApproach Delay (s/veh) 0.0 0.6
Approach LOS
Intersection Summary
Average Delay 0.3Intersection Capacity Utilization 10.8% ICU Level of Service A
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW /RJDQ$YHQXH 'ULYHZD\QRIUG6WUHHW
%DFNJURXQG$0HCM Unsignalized Intersection Capacity Analysis
2031 Background AM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Background AM Synchro 12 ReportCivTech Inc.Page 7
Movement EBL EBR NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (veh/h) 000000
Future Volume (Veh/h) 000000Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 000000
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 133 428
pX, platoon unblocked
vC, conflicting volume 0 0 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 0 0
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)tF (s) 3.5 3.3 2.2
p0 queue free % 100 100 100
cM capacity (veh/h) 1023 1085 1623
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 0 0 0
Volume Left 0 0 0
Volume Right 0 0 0cSH 1700 1700 1700
Volume to Capacity 0.01 0.00 0.05
Queue Length 95th (ft) 0 0 0Control Delay (s/veh) 0.0 0.0 0.0
Lane LOS AApproach Delay (s/veh) 0.0 0.0 0.0
Approach LOS A
Intersection Summary
Average Delay 0.0Intersection Capacity Utilization 0.0% ICU Level of Service A
Analysis Period (min) 15
5HQWRQ0DUNHW /RJDQ$YHQXH 'ULYHZD\QRIUG6WUHHW
%DFNJURXQG30HCM Unsignalized Intersection Capacity Analysis
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Movement EBL EBR NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (veh/h) 1 6 0 72 69 7
Future Volume (Veh/h) 1 6 0 72 69 7Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 1 7 0 80 77 8
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 133 428
pX, platoon unblocked
vC, conflicting volume 161 81 85vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 161 81 85
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)tF (s) 3.5 3.3 2.2
p0 queue free % 100 99 100
cM capacity (veh/h) 830 979 1512
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 8 80 85
Volume Left 1 0 0
Volume Right 7 0 8cSH 957 1700 1700
Volume to Capacity 0.01 0.05 0.05
Queue Length 95th (ft) 1 0 0Control Delay (s/veh) 8.8 0.0 0.0
Lane LOS AApproach Delay (s/veh) 8.8 0.0 0.0
Approach LOS A
Intersection Summary
Average Delay 0.4Intersection Capacity Utilization Err% ICU Level of Service H
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW /RJDQ$YHQXH 'ULYHZD\QRIUG6WUHHW
%DFNJURXQG$0HCM 7th TWSC
2031 Background AM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Background AM Synchro 12 ReportCivTech Inc.Page 8
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 0 0 0
Future Vol, veh/h 0 0 0 0 0 0Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 0 0 0 0 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 1 - 0 - 0 Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy -6.22----Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.318 - - - -
Pot Cap-1 Maneuver 0 1083 0 - - -
Stage 1 0 - 0 - - - Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 1083 - - - -Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - - Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s/v 0 0 0HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - - - -
HCM Lane V/C Ratio - - - -HCM Control Delay (s/veh) - 0 - -
HCM Lane LOS - A - -HCM 95th %tile Q(veh) ----
5HQWRQ0DUNHW /RJDQ$YHQXH 'ULYHZD\QRIUG6WUHHW
%DFNJURXQG30HCM 7th TWSC
2031 Background PM 24-0640 Renton Market 3:05 pm 10/03/2024 2031 Background PM Synchro 12 ReportCivTech Inc.Page 8
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 6 0 72 69 7
Future Vol, veh/h 1 6 0 72 69 7Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 1 7 0 80 77 8
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 161 81 - 0 - 0 Stage 1 81 -----
Stage 2 80 -----
Critical Hdwy 6.426.22----Critical Hdwy Stg 15.42-----
Critical Hdwy Stg 25.42-----Follow-up Hdwy 3.5183.318----
Pot Cap-1 Maneuver 830 979 0 - - -
Stage 1 943 - 0 - - - Stage 2 943 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 830 979 ----Mov Cap-2 Maneuver 830 -----
Stage 1 943 ----- Stage 2 943 -----
Approach EB NB SB
HCM Control Delay, s/v 8.7 0 0HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 979 - -
HCM Lane V/C Ratio - 0.007 - -HCM Control Delay (s/veh) - 8.7 - -
HCM Lane LOS - A - -HCM 95th %tile Q(veh) - 0 - -
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW UG6WUHHW /RJDQ$YHQXH
%DFNJURXQG$0Timings
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Lane Group EBT NBR Ø4
Lane ConfigurationsTraffic Volume (vph) 950 20
Future Volume (vph) 950 20Turn Type NA Perm
Protected Phases 2 4
Permitted Phases 3Detector Phase 2 3
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 23.0
Total Split (s) 25.0 10.0 15.0Total Split (%) 50.0% 20.0% 30%
Yellow Time (s) 3.5 3.5 4.0
All-Red Time (s) 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0
Total Lost Time (s) 4.5 4.5
Lead/Lag Lead LagLead-Lag Optimize? Yes Yes
Recall Mode C-Max None MaxAct Effct Green (s) 20.5 5.5
Actuated g/C Ratio 0.41 0.11
v/c Ratio 0.75 0.04Control Delay (s/veh) 16.6 0.1
Queue Delay 0.0 0.0
Total Delay (s/veh) 16.6 0.1LOS B A
Approach Delay (s/veh) 16.6Approach LOS B
Intersection Summary
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2:EBTL and 6:, Start of GreenNatural Cycle: 75
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.75
Intersection Signal Delay (s/veh): 16.3 Intersection LOS: B
Intersection Capacity Utilization 39.0% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 6: 3rd Street & Logan Avenue
5HQWRQ0DUNHW UG6WUHHW /RJDQ$YHQXH
%DFNJURXQG30Timings
2031 Background PM 24-0640 Renton Market 3:05 pm 10/03/2024 2031 Background PM Synchro 12 ReportCivTech Inc.Page 9
Lane Group EBT NBR SBL
Lane ConfigurationsTraffic Volume (vph) 238 16 76
Future Volume (vph) 238 16 76Turn Type NA Perm Prot
Protected Phases 2 4
Permitted Phases 3Detector Phase 2 3 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 23.0
Total Split (s) 25.0 10.0 15.0Total Split (%) 50.0% 20.0% 30.0%
Yellow Time (s) 3.5 3.5 4.0
All-Red Time (s) 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 5.0
Lead/Lag Lead LagLead-Lag Optimize? Yes Yes
Recall Mode C-Max None MaxAct Effct Green (s) 20.5 5.5 18.0
Actuated g/C Ratio 0.41 0.11 0.36
v/c Ratio 0.23 0.02 0.13Control Delay (s/veh) 10.1 0.0 13.4
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 10.1 0.0 13.4LOS BAB
Approach Delay (s/veh) 10.2Approach LOS B
Intersection Summary
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2:EBTL and 6:, Start of GreenNatural Cycle: 70
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.24
Intersection Signal Delay (s/veh): 10.4 Intersection LOS: B
Intersection Capacity Utilization 27.8% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 6: 3rd Street & Logan Avenue
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW UG6WUHHW /RJDQ$YHQXH
%DFNJURXQG$0HCM Signalized Intersection Capacity Analysis
2031 Background AM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Background AM Synchro 12 ReportCivTech Inc.Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 0950330000020000
Future Volume (vph) 0950330000020000Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5
Lane Util. Factor 0.95 1.00Frt 0.99 0.86
Flt Protected 1.00 1.00
Satd. Flow (prot) 3521 1611Flt Permitted 1.00 1.00
Satd. Flow (perm) 3521 1611
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 0 1056 370000022000
RTOR Reduction (vph)0500000022000
Lane Group Flow (vph) 0 10880000000000
Turn Type NA Perm Prot
Protected Phases 2 4
Permitted Phases 2 3Actuated Green, G (s) 16.9 1.1
Effective Green, g (s) 16.9 1.1
Actuated g/C Ratio 0.34 0.02Clearance Time (s) 4.5 4.5
Vehicle Extension (s) 3.0 3.0
Lane Grp Cap (vph) 1190 35v/s Ratio Prot c0.31
v/s Ratio Perm c0.00
v/c Ratio 0.91 0.01Uniform Delay, d1 15.8 23.9
Progression Factor 1.00 1.00Incremental Delay, d2 12.2 0.1
Delay (s) 28.0 24.0
Level of Service C CApproach Delay (s/veh) 28.0 0.0 24.0 0.0
Approach LOS C A C A
Intersection Summary
HCM 2000 Control Delay (s/veh) 28.0 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 50.0 Sum of lost time (s) 14.0
Intersection Capacity Utilization 39.0% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
5HQWRQ0DUNHW UG6WUHHW /RJDQ$YHQXH
%DFNJURXQG30HCM Signalized Intersection Capacity Analysis
2031 Background PM 24-0640 Renton Market 3:05 pm 10/03/2024 2031 Background PM Synchro 12 ReportCivTech Inc.Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 67238200000167600
Future Volume (vph) 67238200000167600Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 5.0
Lane Util. Factor 0.95 1.00 1.00Frt 0.99 0.86 1.00
Flt Protected 0.98 1.00 0.95
Satd. Flow (prot) 3498 1611 1770Flt Permitted 0.98 1.00 0.95
Satd. Flow (perm) 3498 1611 1770
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 74264200000188400
RTOR Reduction (vph)0100000018000
Lane Group Flow (vph) 0 33900000008400
Turn Type Perm NA Perm Prot
Protected Phases 2 4
Permitted Phases 2 3Actuated Green, G (s) 16.9 1.1 18.0
Effective Green, g (s) 16.9 1.1 18.0
Actuated g/C Ratio 0.34 0.02 0.36Clearance Time (s) 4.5 4.5 5.0
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 1182 35 637v/s Ratio Prot c0.05
v/s Ratio Perm 0.10 c0.00
v/c Ratio 0.28 0.01 0.13Uniform Delay, d1 12.1 23.9 10.7
Progression Factor 1.00 1.00 1.00Incremental Delay, d2 0.6 0.1 0.4
Delay (s) 12.7 24.0 11.1
Level of Service B C BApproach Delay (s/veh) 12.7 0.0 24.0 11.1
Approach LOS B A C B
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.9 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.20
Actuated Cycle Length (s) 50.0 Sum of lost time (s) 14.0
Intersection Capacity Utilization 27.8% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW %XUQHWW$YHQXH QG6WUHHW
%DFNJURXQG$0Timings
2031 Background AM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Background AM Synchro 12 ReportCivTech Inc.Page 12
Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 545 188 37 18 20
Future Volume (vph) 545 188 37 18 20Turn Type NA Prot NA NA Perm
Protected Phases 2384
Permitted Phases 4Detector Phase 23844
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 5.0 5.0Minimum Split (s) 23.0 23.0 23.0 23.0 23.0
Total Split (s) 27.0 25.0 48.0 23.0 23.0Total Split (%) 36.0% 33.3% 64.0% 30.7% 30.7%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes
Recall Mode C-Max Max Max Max MaxAct Effct Green (s) 22.0 20.0 43.0 18.0 18.0
Actuated g/C Ratio 0.29 0.27 0.57 0.24 0.24
v/c Ratio 0.46 0.44 0.03 0.04 0.04Control Delay (s/veh) 22.7 26.4 7.1 22.3 0.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 22.7 26.4 7.1 22.3 0.2LOS CCACA
Approach Delay (s/veh) 22.8 23.3 10.8Approach LOS C C B
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL, Start of GreenNatural Cycle: 70
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.47
Intersection Signal Delay (s/veh): 22.4 Intersection LOS: C
Intersection Capacity Utilization 38.8% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 7: Burnett Avenue & 2nd Street
5HQWRQ0DUNHW %XUQHWW$YHQXH QG6WUHHW
%DFNJURXQG30Timings
2031 Background PM 24-0640 Renton Market 3:05 pm 10/03/2024 2031 Background PM Synchro 12 ReportCivTech Inc.Page 12
Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 412 67 18 7 24
Future Volume (vph) 412 67 18 7 24Turn Type NA Prot NA NA Perm
Protected Phases 2384
Permitted Phases 4Detector Phase 23844
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 5.0 5.0Minimum Split (s) 23.0 23.0 23.0 23.0 23.0
Total Split (s) 27.0 25.0 48.0 23.0 23.0Total Split (%) 36.0% 33.3% 64.0% 30.7% 30.7%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes
Recall Mode C-Max Max Max Max MaxAct Effct Green (s) 22.0 20.0 43.0 18.0 18.0
Actuated g/C Ratio 0.29 0.27 0.57 0.24 0.24
v/c Ratio 0.35 0.15 0.01 0.01 0.05Control Delay (s/veh) 21.3 22.1 7.0 22.0 0.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 21.3 22.1 7.0 22.0 0.2LOS CCACA
Approach Delay (s/veh) 21.4 19.0 5.2Approach LOS C B A
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL, Start of GreenNatural Cycle: 70
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.35
Intersection Signal Delay (s/veh): 20.1 Intersection LOS: C
Intersection Capacity Utilization 29.9% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 7: Burnett Avenue & 2nd Street
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW %XUQHWW$YHQXH QG6WUHHW
%DFNJURXQG$0HCM 7th Signalized Intersection Summary
2031 Background AM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Background AM Synchro 12 ReportCivTech Inc.Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 0 60 545 16 188 37 0 0 18 20
Future Volume (veh/h) 0 0 0 60 545 16 188 37 0 0 18 20Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870Adj Flow Rate, veh/h 67 606 18 209 41 0 0 20 22
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Percent Heavy Veh, % 222220022
Cap, veh/h 153 1387 41 475 1072 0 0 449 380
Arrive On Green 0.29 0.29 0.29 0.27 0.57 0.00 0.00 0.24 0.24Sat Flow, veh/h 522 4729 140 1781 1870 0 0 1870 1585
Grp Volume(v), veh/h 237 218 237 209 41 0 0 20 22
Grp Sat Flow(s),veh/h/ln 1844 1702 1845 1781 1870 0 0 1870 1585Q Serve(g_s), s 7.8 7.8 7.8 7.3 0.7 0.0 0.0 0.6 0.8
Cycle Q Clear(g_c), s 7.8 7.8 7.8 7.3 0.7 0.0 0.0 0.6 0.8
Prop In Lane 0.28 0.08 1.00 0.00 0.00 1.00Lane Grp Cap(c), veh/h 541 499 541 475 1072 0 0 449 380
V/C Ratio(X) 0.44 0.44 0.44 0.44 0.04 0.00 0.00 0.04 0.06
Avail Cap(c_a), veh/h 541 499 541 475 1072 0 0 449 380HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00Uniform Delay (d), s/veh 21.5 21.5 21.5 22.8 7.0 0.0 0.0 21.9 22.0
Incr Delay (d2), s/veh 2.6 2.8 2.6 2.9 0.1 0.0 0.0 0.2 0.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 6.5 6.0 6.5 6.0 0.5 0.0 0.0 0.5 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 24.0 24.2 24.0 25.8 7.0 0.0 0.0 22.1 22.3LnGrp LOS CCCCA CC
Approach Vol, veh/h 691 250 42
Approach Delay, s/veh 24.1 22.7 22.2Approach LOS C C C
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 27.0 25.0 23.0 48.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0Max Green Setting (Gmax), s 22.0 20.0 18.0 43.0
Max Q Clear Time (g_c+I1), s 9.8 9.3 2.8 2.7
Green Ext Time (p_c), s 3.3 0.4 0.1 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 23.7HCM 7th LOS C
5HQWRQ0DUNHW %XUQHWW$YHQXH QG6WUHHW
%DFNJURXQG30HCM 7th Signalized Intersection Summary
2031 Background PM 24-0640 Renton Market 3:05 pm 10/03/2024 2031 Background PM Synchro 12 ReportCivTech Inc.Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (veh/h) 0003841218671800724
Future Volume (veh/h) 0003841218671800724Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870Adj Flow Rate, veh/h 4245820742000827
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Percent Heavy Veh, % 222220022
Cap, veh/h 128 1391 61 475 1072 0 0 449 380
Arrive On Green 0.29 0.29 0.29 0.27 0.57 0.00 0.00 0.24 0.24Sat Flow, veh/h 435 4743 206 1781 1870 0 0 1870 1585
Grp Volume(v), veh/h 179164178742000827
Grp Sat Flow(s),veh/h/ln 1849 1702 1833 1781 1870 0 0 1870 1585Q Serve(g_s), s 5.7 5.6 5.7 2.4 0.3 0.0 0.0 0.2 1.0
Cycle Q Clear(g_c), s 5.7 5.6 5.7 2.4 0.3 0.0 0.0 0.2 1.0
Prop In Lane 0.24 0.11 1.00 0.00 0.00 1.00Lane Grp Cap(c), veh/h 542 499 538 475 1072 0 0 449 380
V/C Ratio(X) 0.33 0.33 0.33 0.16 0.02 0.00 0.00 0.02 0.07
Avail Cap(c_a), veh/h 542 499 538 475 1072 0 0 449 380HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00Uniform Delay (d), s/veh 20.7 20.7 20.7 21.0 6.9 0.0 0.0 21.8 22.0
Incr Delay (d2), s/veh 1.6 1.7 1.6 0.7 0.0 0.0 0.0 0.1 0.4
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 4.6 4.3 4.6 1.9 0.2 0.0 0.0 0.2 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 22.4 22.5 22.4 21.7 6.9 0.0 0.0 21.8 22.4LnGrp LOS CCCCA CC
Approach Vol, veh/h 520 94 35
Approach Delay, s/veh 22.4 18.6 22.3Approach LOS C B C
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 27.0 25.0 23.0 48.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0Max Green Setting (Gmax), s 22.0 20.0 18.0 43.0
Max Q Clear Time (g_c+I1), s 7.7 4.4 3.0 2.3
Green Ext Time (p_c), s 2.6 0.1 0.1 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 21.8HCM 7th LOS C
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW UG6WUHHW %XUQHWW$YHQXH
%DFNJURXQG$0Timings
2031 Background AM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Background AM Synchro 12 ReportCivTech Inc.Page 15
Lane Group EBT EBR NBT NBR SBL SBT
Lane ConfigurationsTraffic Volume (vph) 696 146 78 93 41 51
Future Volume (vph) 696 146 78 93 41 51Turn Type NA Perm NA Perm Perm NA
Protected Phases 6 8 4
Permitted Phases 6 8 4Detector Phase 668844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 4.0 4.0Minimum Split (s) 29.0 29.0 23.0 23.0 23.0 23.0
Total Split (s) 35.0 35.0 25.0 25.0 25.0 25.0Total Split (%) 58.3% 58.3% 41.7% 41.7% 41.7% 41.7%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/LagLead-Lag Optimize?
Recall Mode C-Max C-Max Max Max Max MaxAct Effct Green (s) 30.0 30.0 20.0 20.0 20.0
Actuated g/C Ratio 0.50 0.50 0.33 0.33 0.33
v/c Ratio 0.52 0.18 0.14 0.17 0.19Control Delay (s/veh) 11.4 2.2 14.8 4.5 15.5
Queue Delay 1.1 0.0 0.0 0.0 0.0
Total Delay (s/veh) 12.6 2.2 14.8 4.5 15.5LOS BABA B
Approach Delay (s/veh) 11.1 9.2 15.5Approach LOS B A B
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2: and 6:EBTL, Start of GreenNatural Cycle: 55
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.52
Intersection Signal Delay (s/veh): 11.2 Intersection LOS: B
Intersection Capacity Utilization 46.2% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 8: 3rd Street & Burnett Avenue
5HQWRQ0DUNHW UG6WUHHW %XUQHWW$YHQXH
%DFNJURXQG30Timings
2031 Background PM 24-0640 Renton Market 3:05 pm 10/03/2024 2031 Background PM Synchro 12 ReportCivTech Inc.Page 15
Lane Group EBT EBR NBT NBR SBL SBT
Lane ConfigurationsTraffic Volume (vph) 233 41 46 30 26 18
Future Volume (vph) 233 41 46 30 26 18Turn Type NA Perm NA Perm Perm NA
Protected Phases 6 8 4
Permitted Phases 6 8 4Detector Phase 668844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 4.0 4.0Minimum Split (s) 29.0 29.0 23.0 23.0 23.0 23.0
Total Split (s) 35.0 35.0 25.0 25.0 25.0 25.0Total Split (%) 58.3% 58.3% 41.7% 41.7% 41.7% 41.7%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/LagLead-Lag Optimize?
Recall Mode C-Max C-Max Max Max Max MaxAct Effct Green (s) 30.0 30.0 20.0 20.0 20.0
Actuated g/C Ratio 0.50 0.50 0.33 0.33 0.33
v/c Ratio 0.17 0.05 0.08 0.05 0.09Control Delay (s/veh) 8.5 3.0 14.2 5.5 14.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 8.5 3.0 14.2 5.5 14.4LOS AABA B
Approach Delay (s/veh) 7.9 10.8 14.4Approach LOS A B B
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2: and 6:EBTL, Start of GreenNatural Cycle: 55
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.18
Intersection Signal Delay (s/veh): 9.0 Intersection LOS: A
Intersection Capacity Utilization 27.8% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 8: 3rd Street & Burnett Avenue
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW UG6WUHHW %XUQHWW$YHQXH
%DFNJURXQG$0HCM 7th Signalized Intersection Summary
2031 Background AM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Background AM Synchro 12 ReportCivTech Inc.Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (veh/h) 1296961460000789341510
Future Volume (veh/h) 1296961460000789341510Initial Q (Qb), veh 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0Adj Flow Rate, veh/h 143 773 162 0 87 103 46 57 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Percent Heavy Veh, % 222 022220
Cap, veh/h 282 1527 793 0 623 528 281 318 0
Arrive On Green 0.50 0.50 0.50 0.00 0.33 0.33 0.33 0.33 0.00Sat Flow, veh/h 565 3054 1585 0 1870 1585 584 955 0
Grp Volume(v), veh/h 466 450 162 0 87 103 103 0 0
Grp Sat Flow(s),veh/h/ln 1842 1777 1585 0 1870 1585 1539 0 0Q Serve(g_s), s 10.2 10.2 3.4 0.0 2.0 2.8 0.0 0.0 0.0
Cycle Q Clear(g_c), s 10.2 10.2 3.4 0.0 2.0 2.8 2.3 0.0 0.0
Prop In Lane 0.31 1.00 0.00 1.00 0.45 0.00Lane Grp Cap(c), veh/h 921 888 793 0 623 528 600 0 0
V/C Ratio(X) 0.51 0.51 0.20 0.00 0.14 0.19 0.17 0.00 0.00
Avail Cap(c_a), veh/h 921 888 793 0 623 528 600 0 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.59 0.59 0.59 0.00 1.00 1.00 1.00 0.00 0.00Uniform Delay (d), s/veh 10.0 10.0 8.4 0.0 14.0 14.3 14.1 0.0 0.0
Incr Delay (d2), s/veh 1.2 1.2 0.3 0.0 0.5 0.8 0.6 0.0 0.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 6.1 6.0 1.9 0.0 1.5 1.8 1.8 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 11.2 11.3 8.7 0.0 14.5 15.1 14.7 0.0 0.0LnGrp LOS BBA BBB
Approach Vol, veh/h 1078 190 103
Approach Delay, s/veh 10.9 14.8 14.7Approach LOS B B B
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 25.0 35.0 25.0
Change Period (Y+Rc), s 5.0 5.0 5.0Max Green Setting (Gmax), s 20.0 30.0 20.0
Max Q Clear Time (g_c+I1), s 4.3 12.2 4.8
Green Ext Time (p_c), s 0.4 6.3 0.6
Intersection Summary
HCM 7th Control Delay, s/veh 11.7HCM 7th LOS B
5HQWRQ0DUNHW UG6WUHHW %XUQHWW$YHQXH
%DFNJURXQG30HCM 7th Signalized Intersection Summary
2031 Background PM 24-0640 Renton Market 3:05 pm 10/03/2024 2031 Background PM Synchro 12 ReportCivTech Inc.Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (veh/h) 47233410000463026180
Future Volume (veh/h) 47233410000463026180Initial Q (Qb), veh 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0Adj Flow Rate, veh/h 52 259 46 0 51 33 29 20 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Percent Heavy Veh, % 222 022220
Cap, veh/h 301 1507 793 0 623 528 370 232 0
Arrive On Green 0.50 0.50 0.50 0.00 0.33 0.33 0.33 0.33 0.00Sat Flow, veh/h 603 3014 1585 0 1870 1585 824 697 0
Grp Volume(v), veh/h 159 152 46 0 51 33 49 0 0
Grp Sat Flow(s),veh/h/ln 1840 1777 1585 0 1870 1585 1521 0 0Q Serve(g_s), s 2.8 2.8 0.9 0.0 1.1 0.9 0.0 0.0 0.0
Cycle Q Clear(g_c), s 2.8 2.8 0.9 0.0 1.1 0.9 1.1 0.0 0.0
Prop In Lane 0.33 1.00 0.00 1.00 0.59 0.00Lane Grp Cap(c), veh/h 920 888 793 0 623 528 603 0 0
V/C Ratio(X) 0.17 0.17 0.06 0.00 0.08 0.06 0.08 0.00 0.00
Avail Cap(c_a), veh/h 920 888 793 0 623 528 603 0 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.99 0.99 0.99 0.00 1.00 1.00 1.00 0.00 0.00Uniform Delay (d), s/veh 8.2 8.2 7.7 0.0 13.7 13.6 13.7 0.0 0.0
Incr Delay (d2), s/veh 0.4 0.4 0.1 0.0 0.3 0.2 0.3 0.0 0.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 1.9 1.8 0.5 0.0 0.9 0.6 0.8 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 8.6 8.6 7.9 0.0 14.0 13.8 14.0 0.0 0.0LnGrp LOS AAA BBB
Approach Vol, veh/h 357 84 49
Approach Delay, s/veh 8.5 13.9 14.0Approach LOS A B B
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 25.0 35.0 25.0
Change Period (Y+Rc), s 5.0 5.0 5.0Max Green Setting (Gmax), s 20.0 30.0 20.0
Max Q Clear Time (g_c+I1), s 3.1 4.8 3.1
Green Ext Time (p_c), s 0.1 2.0 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 10.0HCM 7th LOS A
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW %XUQHWW$YHQXH 5HQWRQ0DUNHW'ULYHZD\
%DFNJURXQG$0HCM 7th TWSC
2031 Background AM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Background AM Synchro 12 ReportCivTech Inc.Page 19
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 13 0 207 78 0
Future Vol, veh/h 0 13 0 207 78 0Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length - - - - - -
Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0140230870
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 87 - 0 - 0 Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy -6.22----Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.318 - - - -
Pot Cap-1 Maneuver 0 972 0 - - 0
Stage 1 0 - 0 - - 0 Stage 2 0 - 0 - - 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - 972 - - - -Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - - Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s/v 8.76 0 0HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT
Capacity (veh/h) - 972 -
HCM Lane V/C Ratio - 0.015 -HCM Control Delay (s/veh) - 8.8 -
HCM Lane LOS - A -HCM 95th %tile Q(veh) - 0 -
5HQWRQ0DUNHW %XUQHWW$YHQXH 5HQWRQ0DUNHW'ULYHZD\
%DFNJURXQG30HCM 7th TWSC
2031 Background PM 24-0640 Renton Market 3:05 pm 10/03/2024 2031 Background PM Synchro 12 ReportCivTech Inc.Page 19
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 7 0 93 45 0
Future Vol, veh/h 0 7 0 93 45 0Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length ------
Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 8 0 103 50 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 50 - 0 - 0 Stage 1 ------
Stage 2 ------
Critical Hdwy - 6.22 - - - -Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------Follow-up Hdwy -3.318----
Pot Cap-1 Maneuver 0 1018 0 - - 0
Stage 1 0 - 0 - - 0 Stage 2 0 - 0 - - 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - 1018 ----Mov Cap-2 Maneuver ------
Stage 1 ------ Stage 2 ------
Approach EB NB SB
HCM Control Delay, s/v 8.56 0 0HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT
Capacity (veh/h) - 1018 -
HCM Lane V/C Ratio - 0.008 -HCM Control Delay (s/veh) - 8.6 -
HCM Lane LOS - A -HCM 95th %tile Q(veh) - 0 -
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW QG6WUHHW %XUQHWW3ODFH
%DFNJURXQG$0HCM Unsignalized Intersection Capacity Analysis
2031 Background AM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Background AM Synchro 12 ReportCivTech Inc.Page 20
Movement EBL EBT WBT WBR SBL SBR
Lane ConfigurationsTraffic Volume (veh/h) 00359502
Future Volume (Veh/h) 00359502Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 00399602
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 258 54
pX, platoon unblocked
vC, conflicting volume 405 402 103vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 405 402 103
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 100 100 100
cM capacity (veh/h) 1150 576 932
Direction, Lane # WB 1 WB 2 WB 3 WB 4 SB 1
Volume Total 114 114 114 63 2
Volume Left 00000
Volume Right 00062cSH 1700 1700 1700 1700 932
Volume to Capacity 0.07 0.07 0.07 0.04 0.00
Queue Length 95th (ft)00000Control Delay (s/veh) 0.0 0.0 0.0 0.0 8.9
Lane LOS AApproach Delay (s/veh) 0.0 8.9
Approach LOS A
Intersection Summary
Average Delay 0.0Intersection Capacity Utilization 15.3% ICU Level of Service A
Analysis Period (min) 15
5HQWRQ0DUNHW QG6WUHHW %XUQHWW3ODFH
%DFNJURXQG30HCM Unsignalized Intersection Capacity Analysis
2031 Background PM 24-0640 Renton Market 3:05 pm 10/03/2024 2031 Background PM Synchro 12 ReportCivTech Inc.Page 20
Movement EBL EBT WBT WBR SBL SBR
Lane ConfigurationsTraffic Volume (veh/h) 00359502
Future Volume (Veh/h) 00359502Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 00399602
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 258 54
pX, platoon unblocked
vC, conflicting volume 405 402 103vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 405 402 103
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 100 100 100
cM capacity (veh/h) 1150 576 932
Direction, Lane # WB 1 WB 2 WB 3 WB 4 SB 1
Volume Total 114 114 114 63 2
Volume Left 00000
Volume Right 00062cSH 1700 1700 1700 1700 932
Volume to Capacity 0.07 0.07 0.07 0.04 0.00
Queue Length 95th (ft)00000Control Delay (s/veh) 0.0 0.0 0.0 0.0 8.9
Lane LOS AApproach Delay (s/veh) 0.0 8.9
Approach LOS A
Intersection Summary
Average Delay 0.0Intersection Capacity Utilization 15.3% ICU Level of Service A
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
43
APPENDIX J:
2026 BUILD PEAK HOUR ANALYSIS
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW &LW\&HQWHU3DUNLQJ(JUHVV QG6WUHHW
7RWDO$0 HCM Unsignalized Intersection Capacity Analysis
2026 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Total AM Synchro 12 ReportCivTech Inc.Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 1 470 10 0
Future Volume (Veh/h) 0 0 1 470 10 0Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 1 511 11 0
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 148 164
pX, platoon unblocked
vC, conflicting volume 0 130 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 130 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 100 99 100
cM capacity (veh/h) 1622 851 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4 NB 1
Volume Total 74 146 146 146 11
Volume Left 100011
Volume Right 00000cSH 1622 1700 1700 1700 851
Volume to Capacity 0.00 0.09 0.09 0.09 0.01
Queue Length 95th (ft)00001Control Delay (s/veh) 0.1 0.0 0.0 0.0 9.3
Lane LOS A AApproach Delay (s/veh) 0.0 9.3
Approach LOS A
Intersection Summary
Average Delay 0.2Intersection Capacity Utilization 16.8% ICU Level of Service A
Analysis Period (min) 15
5HQWRQ0DUNHW &LW\&HQWHU3DUNLQJ(JUHVV QG6WUHHW
7RWDO30 HCM Unsignalized Intersection Capacity Analysis
2026 Total PM 24-0640 Renton Market 12:50 am 09/09/2024 2026 Total PM Synchro 12 ReportCivTech Inc.Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 0 736 116 1
Future Volume (Veh/h) 0 0 0 736 116 1Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 0 800 126 1
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 148 164
pX, platoon unblocked
vC, conflicting volume 0 200 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 200 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 100 84 100
cM capacity (veh/h) 1622 770 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4 NB 1
Volume Total 200 200 200 200 127
Volume Left 0000126
Volume Right 00001cSH 1700 1700 1700 1700 772
Volume to Capacity 0.12 0.12 0.12 0.12 0.16
Queue Length 95th (ft)000015Control Delay (s/veh) 0.0 0.0 0.0 0.0 10.6
Lane LOS BApproach Delay (s/veh) 0.0 10.6
Approach LOS B
Intersection Summary
Average Delay 1.4Intersection Capacity Utilization 23.8% ICU Level of Service A
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW &LW\&HQWHU3DUNLQJ,QJUHVV QG6WUHHW
7RWDO$0 HCM Unsignalized Intersection Capacity Analysis
2026 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Total AM Synchro 12 ReportCivTech Inc.Page 2
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 34 442 0 0
Future Volume (Veh/h) 0 0 34 442 0 0Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 37 480 0 0
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 76 236
pX, platoon unblocked
vC, conflicting volume 0 194 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 194 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 98 100 100
cM capacity (veh/h) 1622 759 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4
Volume Total 106 137 137 137
Volume Left 37000
Volume Right 0000cSH 1622 1700 1700 1700
Volume to Capacity 0.02 0.08 0.08 0.08
Queue Length 95th (ft)2000Control Delay (s/veh) 2.7 0.0 0.0 0.0
Lane LOS AApproach Delay (s/veh) 0.5
Approach LOS
Intersection Summary
Average Delay 0.5Intersection Capacity Utilization 10.3% ICU Level of Service A
Analysis Period (min) 15
5HQWRQ0DUNHW &LW\&HQWHU3DUNLQJ,QJUHVV QG6WUHHW
7RWDO30 HCM Unsignalized Intersection Capacity Analysis
2026 Total PM 24-0640 Renton Market 12:50 am 09/09/2024 2026 Total PM Synchro 12 ReportCivTech Inc.Page 2
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 113 736 0 0
Future Volume (Veh/h) 0 0 113 736 0 0Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 123 800 0 0
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 76 236
pX, platoon unblocked
vC, conflicting volume 0 446 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 446 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 92 100 100
cM capacity (veh/h) 1622 500 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4
Volume Total 237 229 229 229
Volume Left 123000
Volume Right 0000cSH 1622 1700 1700 1700
Volume to Capacity 0.08 0.13 0.13 0.13
Queue Length 95th (ft)6000Control Delay (s/veh) 4.1 0.0 0.0 0.0
Lane LOS AApproach Delay (s/veh) 1.1
Approach LOS
Intersection Summary
Average Delay 1.1Intersection Capacity Utilization 15.7% ICU Level of Service A
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW /RJDQ$YHQXH QG6WUHHW
7RWDO$0 Timings
2026 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Total AM Synchro 12 ReportCivTech Inc.Page 3
Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 296 22 61 30 42
Future Volume (vph) 296 22 61 30 42Turn Type NA Perm NA NA Perm
Protected Phases 2 8 4
Permitted Phases 8 4Detector Phase 28844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 38.0 37.0 37.0 37.0 37.0Total Split (%) 50.7% 49.3% 49.3% 49.3% 49.3%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead/LagLead-Lag Optimize?
Recall Mode C-Max None None Max MaxAct Effct Green (s) 33.5 32.5 32.5 32.5
Actuated g/C Ratio 0.45 0.43 0.43 0.43
v/c Ratio 0.17 0.11 0.04 0.06Control Delay (s/veh) 4.1 13.2 12.5 4.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 4.1 13.2 12.5 4.5LOS A BBA
Approach Delay (s/veh) 4.1 13.3 7.9Approach LOS A B A
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL and 6:, Start of GreenNatural Cycle: 45
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.17
Intersection Signal Delay (s/veh): 5.8 Intersection LOS: A
Intersection Capacity Utilization 26.7% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 3: Logan Avenue & 2nd Street
5HQWRQ0DUNHW /RJDQ$YHQXH QG6WUHHW
7RWDO30 Timings
2026 Total PM 24-0640 Renton Market 12:50 am 09/09/2024 2026 Total PM Synchro 12 ReportCivTech Inc.Page 3
Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 522 30 22 28 234
Future Volume (vph) 522 30 22 28 234Turn Type NA Perm NA NA Perm
Protected Phases 2 8 4
Permitted Phases 8 4Detector Phase 28844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 38.0 37.0 37.0 37.0 37.0Total Split (%) 50.7% 49.3% 49.3% 49.3% 49.3%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead/LagLead-Lag Optimize?
Recall Mode C-Max None None Max MaxAct Effct Green (s) 33.5 32.5 32.5 32.5
Actuated g/C Ratio 0.45 0.43 0.43 0.43
v/c Ratio 0.26 0.08 0.03 0.31Control Delay (s/veh) 10.2 12.9 12.5 4.6
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 10.2 12.9 12.5 4.6LOS B BBA
Approach Delay (s/veh) 10.3 13.0 5.5Approach LOS B B A
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL and 6:, Start of GreenNatural Cycle: 45
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.32
Intersection Signal Delay (s/veh): 9.1 Intersection LOS: A
Intersection Capacity Utilization 40.1% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 3: Logan Avenue & 2nd Street
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW /RJDQ$YHQXH QG6WUHHW
7RWDO$0 HCM Signalized Intersection Capacity Analysis
2026 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Total AM Synchro 12 ReportCivTech Inc.Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 0 0 0 19 296 135 22 61 0 0 30 42
Future Volume (vph) 0 0 0 19 296 135 22 61 0 0 30 42Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 0.86 1.00 1.00 1.00Frt 0.95 1.00 1.00 0.85
Flt Protected 0.99 0.98 1.00 1.00
Satd. Flow (prot) 6106 1838 1863 1583Flt Permitted 0.99 0.94 1.00 1.00
Satd. Flow (perm) 6106 1756 1863 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 0 21 322 147 24 66 0 0 33 46
RTOR Reduction (vph)00008100000026
Lane Group Flow (vph)00004090090003320
Turn Type Perm NA Perm NA NA Perm
Protected Phases 2 8 4
Permitted Phases 2 8 4Actuated Green, G (s) 33.5 32.5 32.5 32.5
Effective Green, g (s) 33.5 32.5 32.5 32.5
Actuated g/C Ratio 0.45 0.43 0.43 0.43Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2727 760 807 685v/s Ratio Prot 0.02
v/s Ratio Perm 0.07 c0.05 0.01
v/c Ratio 0.14 0.11 0.04 0.02Uniform Delay, d1 12.3 12.6 12.2 12.1
Progression Factor 0.46 1.00 1.00 1.00Incremental Delay, d2 0.1 0.0 0.0 0.0
Delay (s) 5.8 12.7 12.3 12.2
Level of Service A B B BApproach Delay (s/veh) 0.0 5.8 12.7 12.3
Approach LOS AABB
Intersection Summary
HCM 2000 Control Delay (s/veh) 7.6 HCM 2000 Level of Service AHCM 2000 Volume to Capacity ratio 0.13
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 9.0
Intersection Capacity Utilization 26.7% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
5HQWRQ0DUNHW /RJDQ$YHQXH QG6WUHHW
7RWDO30 HCM Signalized Intersection Capacity Analysis
2026 Total PM 24-0640 Renton Market 12:50 am 09/09/2024 2026 Total PM Synchro 12 ReportCivTech Inc.Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 0 0 0 34 522 125 30 22 0 0 28 234
Future Volume (vph) 0 0 0 34 522 125 30 22 0 0 28 234Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 0.86 1.00 1.00 1.00Frt 0.97 1.00 1.00 0.85
Flt Protected 0.99 0.97 1.00 1.00
Satd. Flow (prot) 6216 1810 1863 1583Flt Permitted 0.99 0.87 1.00 1.00
Satd. Flow (perm) 6216 1633 1863 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 0 37 567 136 33 24 0 0 30 254
RTOR Reduction (vph)000054000000117
Lane Group Flow (vph)000068600570030137
Turn Type Perm NA Perm NA NA Perm
Protected Phases 2 8 4
Permitted Phases 2 8 4Actuated Green, G (s) 33.5 32.5 32.5 32.5
Effective Green, g (s) 33.5 32.5 32.5 32.5
Actuated g/C Ratio 0.45 0.43 0.43 0.43Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 2776 707 807 685v/s Ratio Prot 0.02
v/s Ratio Perm 0.11 0.03 c0.09
v/c Ratio 0.24 0.08 0.03 0.19Uniform Delay, d1 12.9 12.4 12.2 13.1
Progression Factor 0.89 1.00 1.00 1.00Incremental Delay, d2 0.2 0.0 0.0 0.6
Delay (s) 11.7 12.5 12.3 13.8
Level of Service B B B BApproach Delay (s/veh) 0.0 11.7 12.5 13.6
Approach LOS ABBB
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.3 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.22
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 9.0
Intersection Capacity Utilization 40.1% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW 5HQWRQ0DUNHW'ULYHZD\ /RJDQ$YHQXH
7RWDO$0 HCM Unsignalized Intersection Capacity Analysis
2026 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Total AM Synchro 12 ReportCivTech Inc.Page 5
Movement WBL WBR NBT NBR SBL SBT
Lane ConfigurationsTraffic Volume (veh/h) 0 0 69 3 5 59
Future Volume (Veh/h) 0 0 69 3 5 59Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 0 75 3 5 64
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 259 302
pX, platoon unblocked
vC, conflicting volume 151 77 78vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 151 77 78
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)tF (s) 3.5 3.3 2.2
p0 queue free % 100 100 100
cM capacity (veh/h) 839 985 1520
Direction, Lane # NB 1 SB 1
Volume Total 78 69
Volume Left 0 5
Volume Right 3 0cSH 1700 1520
Volume to Capacity 0.05 0.00
Queue Length 95th (ft) 0 0Control Delay (s/veh) 0.0 0.6
Lane LOS AApproach Delay (s/veh) 0.0 0.6
Approach LOS
Intersection Summary
Average Delay 0.3Intersection Capacity Utilization 10.6% ICU Level of Service A
Analysis Period (min) 15
5HQWRQ0DUNHW 5HQWRQ0DUNHW'ULYHZD\ /RJDQ$YHQXH
7RWDO30 HCM Unsignalized Intersection Capacity Analysis
2026 Total PM 24-0640 Renton Market 12:50 am 09/09/2024 2026 Total PM Synchro 12 ReportCivTech Inc.Page 5
Movement WBL WBR NBT NBR SBL SBT
Lane ConfigurationsTraffic Volume (veh/h) 0013142
Future Volume (Veh/h) 0013142Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0013152
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 259 302
pX, platoon unblocked
vC, conflicting volume 35 3 4vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 35 3 4
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)tF (s) 3.5 3.3 2.2
p0 queue free % 100 100 99
cM capacity (veh/h) 969 1082 1618
Direction, Lane # NB 1 SB 1
Volume Total 4 17
Volume Left 0 15
Volume Right 3 0cSH 1700 1618
Volume to Capacity 0.00 0.01
Queue Length 95th (ft) 0 1Control Delay (s/veh) 0.0 6.4
Lane LOS AApproach Delay (s/veh) 0.0 6.4
Approach LOS
Intersection Summary
Average Delay 5.2Intersection Capacity Utilization 10.9% ICU Level of Service A
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW /RJDQ$YHQXH 'ULYHZD\QRIUG6WUHHW
7RWDO$0 HCM 7th TWSC
2026 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Total AM Synchro 12 ReportCivTech Inc.Page 7
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 5 0 67 63 6
Future Vol, veh/h 1 5 0 67 63 6Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 1 5 07368 7
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 145 72 - 0 - 0 Stage 1 72 - - - - -
Stage 2 73 - - - - -
Critical Hdwy 6.42 6.22 - - - -Critical Hdwy Stg 15.42-----
Critical Hdwy Stg 25.42-----Follow-up Hdwy 3.518 3.318 - - - -
Pot Cap-1 Maneuver 848 991 0 - - -
Stage 1 951 - 0 - - - Stage 2 950 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 848 991 - - - -Mov Cap-2 Maneuver 848 - - - - -
Stage 1 951 - - - - - Stage 2 950 - - - - -
Approach EB NB SB
HCM Control Delay, s/v 8.65 0 0HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 991 - -
HCM Lane V/C Ratio - 0.005 - -HCM Control Delay (s/veh) - 8.7 - -
HCM Lane LOS - A - -HCM 95th %tile Q(veh) - 0 - -
5HQWRQ0DUNHW /RJDQ$YHQXH 'ULYHZD\QRIUG6WUHHW
7RWDO30 HCM 7th TWSC
2026 Total PM 24-0640 Renton Market 12:50 am 09/09/2024 2026 Total PM Synchro 12 ReportCivTech Inc.Page 7
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 3 2 0
Future Vol, veh/h 0 0 0 3 2 0Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 0 0 3 2 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 2 - 0 - 0 Stage 1 ------
Stage 2 ------
Critical Hdwy - 6.22 - - - -Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------Follow-up Hdwy -3.318----
Pot Cap-1 Maneuver 0 1082 0 - - -
Stage 1 0 - 0 - - - Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 1082 ----Mov Cap-2 Maneuver ------
Stage 1 ------ Stage 2 ------
Approach EB NB SB
HCM Control Delay, s/v 0 0 0HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h)----
HCM Lane V/C Ratio ----HCM Control Delay (s/veh) - 0 - -
HCM Lane LOS - A - -HCM 95th %tile Q(veh) ----
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW UG6WUHHW /RJDQ$YHQXH
7RWDO$0 Timings
2026 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Total AM Synchro 12 ReportCivTech Inc.Page 8
Lane Group EBT NBR SBL
Lane ConfigurationsTraffic Volume (vph) 223 14 70
Future Volume (vph) 223 14 70Turn Type NA Perm Prot
Protected Phases 2 4
Permitted Phases 3Detector Phase 2 3 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 23.0
Total Split (s) 20.5 14.5 15.0Total Split (%) 41.0% 29.0% 30.0%
Yellow Time (s) 3.5 3.5 4.0
All-Red Time (s) 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 5.0
Lead/Lag Lead LagLead-Lag Optimize? Yes Yes
Recall Mode C-Max None MaxAct Effct Green (s) 16.0 5.5 22.5
Actuated g/C Ratio 0.32 0.11 0.45
v/c Ratio 0.27 0.02 0.09Control Delay (s/veh) 13.4 0.0 10.1
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 13.4 0.0 10.1LOS BAB
Approach Delay (s/veh) 13.5Approach LOS B
Intersection Summary
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2:EBTL and 6:, Start of GreenNatural Cycle: 70
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.28
Intersection Signal Delay (s/veh): 12.3 Intersection LOS: B
Intersection Capacity Utilization 26.9% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 6: 3rd Street & Logan Avenue
5HQWRQ0DUNHW UG6WUHHW /RJDQ$YHQXH
7RWDO30 Timings
2026 Total PM 24-0640 Renton Market 12:50 am 09/09/2024 2026 Total PM Synchro 12 ReportCivTech Inc.Page 8
Lane Group EBT NBR SBL
Lane ConfigurationsTraffic Volume (vph) 885 19 2
Future Volume (vph) 885 19 2Turn Type NA Perm Prot
Protected Phases 2 4
Permitted Phases 3Detector Phase 2 3 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 23.0
Total Split (s) 25.0 10.0 15.0Total Split (%) 50.0% 20.0% 30.0%
Yellow Time (s) 3.5 3.5 4.0
All-Red Time (s) 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 5.0
Lead/Lag Lead LagLead-Lag Optimize? Yes Yes
Recall Mode C-Max None MaxAct Effct Green (s) 20.5 5.5 18.0
Actuated g/C Ratio 0.41 0.11 0.36
v/c Ratio 0.68 0.04 0.00Control Delay (s/veh) 15.0 0.1 13.5
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 15.0 0.1 13.5LOS BAB
Approach Delay (s/veh) 15.0Approach LOS B
Intersection Summary
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2:EBTL and 6:, Start of GreenNatural Cycle: 70
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.69
Intersection Signal Delay (s/veh): 14.7 Intersection LOS: B
Intersection Capacity Utilization 43.8% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 6: 3rd Street & Logan Avenue
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW UG6WUHHW /RJDQ$YHQXH
7RWDO$0 HCM Signalized Intersection Capacity Analysis
2026 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Total AM Synchro 12 ReportCivTech Inc.Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 61223200000147000
Future Volume (vph) 61223200000147000Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 5.0
Lane Util. Factor 0.95 1.00 1.00Frt 0.99 0.86 1.00
Flt Protected 0.98 1.00 0.95
Satd. Flow (prot) 3499 1611 1770Flt Permitted 0.98 1.00 0.95
Satd. Flow (perm) 3499 1611 1770
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 66242200000157600
RTOR Reduction (vph)0100000015000
Lane Group Flow (vph) 0 30900000007600
Turn Type Perm NA Perm Prot
Protected Phases 2 4
Permitted Phases 2 3Actuated Green, G (s) 12.4 1.1 22.5
Effective Green, g (s) 12.4 1.1 22.5
Actuated g/C Ratio 0.25 0.02 0.45Clearance Time (s) 4.5 4.5 5.0
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 867 35 796v/s Ratio Prot c0.04
v/s Ratio Perm 0.09 c0.00
v/c Ratio 0.35 0.00 0.09Uniform Delay, d1 15.5 23.9 7.9
Progression Factor 1.00 1.00 1.00Incremental Delay, d2 1.1 0.1 0.2
Delay (s) 16.6 24.0 8.1
Level of Service B C AApproach Delay (s/veh) 16.6 0.0 24.0 8.1
Approach LOS B A C A
Intersection Summary
HCM 2000 Control Delay (s/veh) 15.3 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.18
Actuated Cycle Length (s) 50.0 Sum of lost time (s) 14.0
Intersection Capacity Utilization 26.9% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
5HQWRQ0DUNHW UG6WUHHW /RJDQ$YHQXH
7RWDO30 HCM Signalized Intersection Capacity Analysis
2026 Total PM 24-0640 Renton Market 12:50 am 09/09/2024 2026 Total PM Synchro 12 ReportCivTech Inc.Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 0885300000019200
Future Volume (vph) 0885300000019200Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 5.0
Lane Util. Factor 0.95 1.00 1.00Frt 0.99 0.86 1.00
Flt Protected 1.00 1.00 0.95
Satd. Flow (prot) 3522 1611 1770Flt Permitted 1.00 1.00 0.95
Satd. Flow (perm) 3522 1611 1770
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0962330000021200
RTOR Reduction (vph)0500000021000
Lane Group Flow (vph) 0 9900000000200
Turn Type NA Perm Prot
Protected Phases 2 4
Permitted Phases 2 3Actuated Green, G (s) 16.9 1.1 18.0
Effective Green, g (s) 16.9 1.1 18.0
Actuated g/C Ratio 0.34 0.02 0.36Clearance Time (s) 4.5 4.5 5.0
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 1190 35 637v/s Ratio Prot c0.28 c0.00
v/s Ratio Perm c0.00
v/c Ratio 0.83 0.01 0.00Uniform Delay, d1 15.2 23.9 10.2
Progression Factor 1.00 1.00 1.00Incremental Delay, d2 6.8 0.1 0.0
Delay (s) 22.0 24.0 10.2
Level of Service C C BApproach Delay (s/veh) 22.0 0.0 24.0 10.2
Approach LOS C A C B
Intersection Summary
HCM 2000 Control Delay (s/veh) 22.1 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.39
Actuated Cycle Length (s) 50.0 Sum of lost time (s) 14.0
Intersection Capacity Utilization 43.8% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW %XUQHWW$YHQXH QG6WUHHW
7RWDO$0 Timings
2026 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Total AM Synchro 12 ReportCivTech Inc.Page 10
Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 382 69 17 6 22
Future Volume (vph) 382 69 17 6 22Turn Type NA Prot NA NA Perm
Protected Phases 2384
Permitted Phases 4Detector Phase 23844
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 5.0 5.0Minimum Split (s) 23.0 23.0 23.0 23.0 23.0
Total Split (s) 25.0 25.0 50.0 25.0 25.0Total Split (%) 33.3% 33.3% 66.7% 33.3% 33.3%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes
Recall Mode C-Max Max Max Max MaxAct Effct Green (s) 20.0 20.0 45.0 20.0 20.0
Actuated g/C Ratio 0.27 0.27 0.60 0.27 0.27
v/c Ratio 0.34 0.15 0.01 0.01 0.04Control Delay (s/veh) 22.7 22.2 6.1 20.5 0.1
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 22.7 22.2 6.1 20.5 0.1LOS CCACA
Approach Delay (s/veh) 22.7 19.1 4.8Approach LOS C B A
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL, Start of GreenNatural Cycle: 70
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.35
Intersection Signal Delay (s/veh): 21.2 Intersection LOS: C
Intersection Capacity Utilization 29.2% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 7: Burnett Avenue & 2nd Street
5HQWRQ0DUNHW %XUQHWW$YHQXH QG6WUHHW
7RWDO30 Timings
2026 Total PM 24-0640 Renton Market 12:50 am 09/09/2024 2026 Total PM Synchro 12 ReportCivTech Inc.Page 10
Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 520 199 33 17 19
Future Volume (vph) 520 199 33 17 19Turn Type NA Prot NA NA Perm
Protected Phases 2384
Permitted Phases 4Detector Phase 23844
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 5.0 5.0Minimum Split (s) 23.0 23.0 23.0 23.0 23.0
Total Split (s) 25.0 25.0 50.0 25.0 25.0Total Split (%) 33.3% 33.3% 66.7% 33.3% 33.3%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes
Recall Mode C-Max Max Max Max MaxAct Effct Green (s) 20.0 20.0 45.0 20.0 20.0
Actuated g/C Ratio 0.27 0.27 0.60 0.27 0.27
v/c Ratio 0.47 0.45 0.03 0.03 0.04Control Delay (s/veh) 24.3 26.7 6.2 20.7 0.1
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 24.3 26.7 6.2 20.7 0.1LOS CCACA
Approach Delay (s/veh) 24.3 23.8 9.7Approach LOS C C A
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL, Start of GreenNatural Cycle: 70
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.48
Intersection Signal Delay (s/veh): 23.6 Intersection LOS: C
Intersection Capacity Utilization 38.6% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 7: Burnett Avenue & 2nd Street
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW %XUQHWW$YHQXH QG6WUHHW
7RWDO$0 HCM Signalized Intersection Capacity Analysis
2026 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Total AM Synchro 12 ReportCivTech Inc.Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 0003438217691700622
Future Volume (vph) 0003438217691700622Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 0.91 1.00 1.00 1.00 1.00Frt 0.99 1.00 1.00 1.00 0.85
Flt Protected 0.99 0.95 1.00 1.00 1.00
Satd. Flow (prot) 5036 1770 1863 1863 1583Flt Permitted 0.99 0.95 1.00 1.00 1.00
Satd. Flow (perm) 5036 1770 1863 1863 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0003741518751800724
RTOR Reduction (vph)0000600000018
Lane Group Flow (vph)0000464075180076
Turn Type Perm NA Prot NA NA Perm
Protected Phases 2 3 8 4
Permitted Phases 2 4Actuated Green, G (s) 20.0 20.0 45.0 20.0 20.0
Effective Green, g (s) 20.0 20.0 45.0 20.0 20.0
Actuated g/C Ratio 0.27 0.27 0.60 0.27 0.27Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1342 472 1117 496 422v/s Ratio Prot c0.04 c0.01 0.00
v/s Ratio Perm 0.09 0.00
v/c Ratio 0.34 0.15 0.01 0.01 0.01Uniform Delay, d1 22.2 21.0 6.0 20.2 20.2
Progression Factor 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.7 0.7 0.0 0.0 0.0
Delay (s) 22.9 21.7 6.0 20.2 20.3
Level of Service C C A C CApproach Delay (s/veh) 0.0 22.9 18.7 20.3
Approach LOS A C B C
Intersection Summary
HCM 2000 Control Delay (s/veh) 22.1 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.17
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 15.0
Intersection Capacity Utilization 29.2% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
5HQWRQ0DUNHW %XUQHWW$YHQXH QG6WUHHW
7RWDO30 HCM Signalized Intersection Capacity Analysis
2026 Total PM 24-0640 Renton Market 12:50 am 09/09/2024 2026 Total PM Synchro 12 ReportCivTech Inc.Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 0 0 0 54 520 15 199 33 0 0 17 19
Future Volume (vph) 0 0 0 54 520 15 199 33 0 0 17 19Ideal 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
Lane Util. Factor 0.91 1.00 1.00 1.00 1.00Frt 0.99 1.00 1.00 1.00 0.85
Flt Protected 0.99 0.95 1.00 1.00 1.00
Satd. Flow (prot) 5043 1770 1863 1863 1583Flt Permitted 0.99 0.95 1.00 1.00 1.00
Satd. Flow (perm) 5043 1770 1863 1863 1583
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 0 0 0 59 565 16 216 36 0 0 18 21
RTOR Reduction (vph)0000400000015
Lane Group Flow (vph)000063602163600186
Turn Type Perm NA Prot NA NA Perm
Protected Phases 2 3 8 4
Permitted Phases 2 4Actuated Green, G (s) 20.0 20.0 45.0 20.0 20.0
Effective Green, g (s) 20.0 20.0 45.0 20.0 20.0
Actuated g/C Ratio 0.27 0.27 0.60 0.27 0.27Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1344 472 1117 496 422v/s Ratio Prot c0.12 c0.02 0.01
v/s Ratio Perm 0.13 0.00
v/c Ratio 0.47 0.45 0.03 0.03 0.01Uniform Delay, d1 23.0 22.9 6.1 20.3 20.2
Progression Factor 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 1.1 3.1 0.0 0.1 0.0
Delay (s) 24.2 26.1 6.1 20.5 20.2
Level of Service C C A C CApproach Delay (s/veh) 0.0 24.2 23.2 20.3
Approach LOS A C C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 23.8 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.32
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 15.0
Intersection Capacity Utilization 38.6% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW UG6WUHHW %XUQHWW$YHQXH
7RWDO$0 Timings
2026 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Total AM Synchro 12 ReportCivTech Inc.Page 12
Lane Group EBT EBR NBT NBR SBL SBT
Lane ConfigurationsTraffic Volume (vph) 212 37 43 27 30 18
Future Volume (vph) 212 37 43 27 30 18Turn Type NA Perm NA Perm Perm NA
Protected Phases 6 8 4
Permitted Phases 6 8 4Detector Phase 668844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 4.0 4.0Minimum Split (s) 29.0 29.0 23.0 23.0 23.0 23.0
Total Split (s) 37.0 37.0 28.0 28.0 28.0 28.0Total Split (%) 56.9% 56.9% 43.1% 43.1% 43.1% 43.1%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/LagLead-Lag Optimize?
Recall Mode C-Max C-Max Max Max Max MaxAct Effct Green (s) 32.0 32.0 23.0 23.0 23.0
Actuated g/C Ratio 0.49 0.49 0.35 0.35 0.35
v/c Ratio 0.16 0.05 0.07 0.04 0.09Control Delay (s/veh) 9.4 3.4 14.3 5.3 14.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 9.4 3.4 14.3 5.3 14.6LOS AABA B
Approach Delay (s/veh) 8.7 10.9 14.7Approach LOS A B B
Intersection Summary
Cycle Length: 65
Actuated Cycle Length: 65
Offset: 0 (0%), Referenced to phase 2: and 6:EBTL, Start of GreenNatural Cycle: 55
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.17
Intersection Signal Delay (s/veh): 9.8 Intersection LOS: A
Intersection Capacity Utilization 27.3% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 8: 3rd Street & Burnett Avenue
5HQWRQ0DUNHW UG6WUHHW %XUQHWW$YHQXH
7RWDO30 Timings
2026 Total PM 24-0640 Renton Market 12:50 am 09/09/2024 2026 Total PM Synchro 12 ReportCivTech Inc.Page 12
Lane Group EBT EBR NBT NBR SBL SBT
Lane ConfigurationsTraffic Volume (vph) 632 132 73 84 55 49
Future Volume (vph) 632 132 73 84 55 49Turn Type NA Perm NA Perm Perm NA
Protected Phases 6 8 4
Permitted Phases 6 8 4Detector Phase 668844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 4.0 4.0Minimum Split (s) 29.0 29.0 23.0 23.0 23.0 23.0
Total Split (s) 37.0 37.0 28.0 28.0 28.0 28.0Total Split (%) 56.9% 56.9% 43.1% 43.1% 43.1% 43.1%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/LagLead-Lag Optimize?
Recall Mode C-Max C-Max Max Max Max MaxAct Effct Green (s) 32.0 32.0 23.0 23.0 23.0
Actuated g/C Ratio 0.49 0.49 0.35 0.35 0.35
v/c Ratio 0.48 0.16 0.11 0.14 0.20Control Delay (s/veh) 12.2 2.4 14.8 4.5 15.9
Queue Delay 1.2 0.0 0.0 0.0 0.0
Total Delay (s/veh) 13.4 2.4 14.8 4.5 15.9LOS BABA B
Approach Delay (s/veh) 11.8 9.3 16.0Approach LOS B A B
Intersection Summary
Cycle Length: 65
Actuated Cycle Length: 65
Offset: 0 (0%), Referenced to phase 2: and 6:EBTL, Start of GreenNatural Cycle: 55
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.49
Intersection Signal Delay (s/veh): 11.9 Intersection LOS: B
Intersection Capacity Utilization 44.9% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 8: 3rd Street & Burnett Avenue
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW UG6WUHHW %XUQHWW$YHQXH
7RWDO$0 HCM Signalized Intersection Capacity Analysis
2026 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Total AM Synchro 12 ReportCivTech Inc.Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 51212370000432730180
Future Volume (vph) 51212370000432730180Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 0.95 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.85 1.00
Flt Protected 0.99 1.00 1.00 1.00 0.96
Satd. Flow (prot) 3505 1583 1863 1583 1807Flt Permitted 0.99 1.00 1.00 1.00 0.85
Satd. Flow (perm) 3505 1583 1863 1583 1587
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 55230400000472933200
RTOR Reduction (vph) 0 0 200000019000
Lane Group Flow (vph) 0 285 20000047100530
Turn Type Perm NA Perm NA Perm Perm NA
Protected Phases 6 8 4
Permitted Phases 6 6 8 4Actuated Green, G (s) 32.0 32.0 23.0 23.0 23.0
Effective Green, g (s) 32.0 32.0 23.0 23.0 23.0
Actuated g/C Ratio 0.49 0.49 0.35 0.35 0.35Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1725 779 659 560 561v/s Ratio Prot 0.03
v/s Ratio Perm 0.08 0.01 0.01 c0.03
v/c Ratio 0.16 0.02 0.07 0.01 0.09Uniform Delay, d1 9.1 8.4 13.9 13.6 14.0
Progression Factor 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.2 0.0 0.2 0.0 0.3
Delay (s) 9.3 8.5 14.1 13.7 14.3
Level of Service A A B B BApproach Delay (s/veh) 9.2 0.0 13.9 14.3
Approach LOS AABB
Intersection Summary
HCM 2000 Control Delay (s/veh) 10.6 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.14
Actuated Cycle Length (s) 65.0 Sum of lost time (s) 10.0
Intersection Capacity Utilization 27.3% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
5HQWRQ0DUNHW UG6WUHHW %XUQHWW$YHQXH
7RWDO30 HCM Signalized Intersection Capacity Analysis
2026 Total PM 24-0640 Renton Market 12:50 am 09/09/2024 2026 Total PM Synchro 12 ReportCivTech Inc.Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 1426321320000738455490
Future Volume (vph) 1426321320000738455490Ideal 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
Lane Util. Factor 0.95 1.00 1.00 1.00 1.00Frt 1.00 0.85 1.00 0.85 1.00
Flt Protected 0.99 1.00 1.00 1.00 0.97
Satd. Flow (prot) 3507 1583 1863 1583 1815Flt Permitted 0.99 1.00 1.00 1.00 0.83
Satd. Flow (perm) 3507 1583 1863 1583 1547
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Adj. Flow (vph) 1546871430000799160530
RTOR Reduction (vph) 0 0 730000059000
Lane Group Flow (vph) 0 841 700000793201130
Turn Type Perm NA Perm NA Perm Perm NA
Protected Phases 6 8 4
Permitted Phases 6 6 8 4Actuated Green, G (s) 32.0 32.0 23.0 23.0 23.0
Effective Green, g (s) 32.0 32.0 23.0 23.0 23.0
Actuated g/C Ratio 0.49 0.49 0.35 0.35 0.35Clearance Time (s) 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 1726 779 659 560 547v/s Ratio Prot 0.04
v/s Ratio Perm 0.24 0.04 0.02 c0.07
v/c Ratio 0.48 0.09 0.11 0.05 0.20Uniform Delay, d1 11.0 8.7 14.1 13.8 14.6
Progression Factor 1.00 1.00 1.00 1.00 1.00Incremental Delay, d2 0.9 0.2 0.3 0.1 0.8
Delay (s) 12.0 8.9 14.5 14.0 15.4
Level of Service B A B B BApproach Delay (s/veh) 11.5 0.0 14.2 15.4
Approach LOS BABB
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.3 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.37
Actuated Cycle Length (s) 65.0 Sum of lost time (s) 10.0
Intersection Capacity Utilization 44.9% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW %XUQHWW$YHQXH 5HQWRQ0DUNHW'ULYHZD\
7RWDO$0 HCM Unsignalized Intersection Capacity Analysis
2026 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Total AM Synchro 12 ReportCivTech Inc.Page 14
Movement EBL EBR NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (veh/h) 0 13 0 94 40 0
Future Volume (Veh/h) 0 13 0 94 40 0Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 14 0 102 43 0
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 261 298
pX, platoon unblocked
vC, conflicting volume 145 43 43vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 145 43 43
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)tF (s) 3.5 3.3 2.2
p0 queue free % 100 99 100
cM capacity (veh/h) 847 1027 1566
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 14 102 43
Volume Left 0 0 0
Volume Right 14 0 0cSH 1027 1700 1700
Volume to Capacity 0.01 0.06 0.03
Queue Length 95th (ft) 1 0 0Control Delay (s/veh) 8.6 0.0 0.0
Lane LOS AApproach Delay (s/veh) 8.6 0.0 0.0
Approach LOS A
Intersection Summary
Average Delay 0.8Intersection Capacity Utilization 29.2% ICU Level of Service A
Analysis Period (min) 15
5HQWRQ0DUNHW %XUQHWW$YHQXH 5HQWRQ0DUNHW'ULYHZD\
7RWDO30 HCM Unsignalized Intersection Capacity Analysis
2026 Total PM 24-0640 Renton Market 12:50 am 09/09/2024 2026 Total PM Synchro 12 ReportCivTech Inc.Page 14
Movement EBL EBR NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (veh/h) 0 31 0 215 71 0
Future Volume (Veh/h) 0 31 0 215 71 0Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Hourly flow rate (vph) 0 34 0 234 77 0
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 261 298
pX, platoon unblocked 0.99
vC, conflicting volume 311 77 77vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 304 77 77
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)tF (s) 3.5 3.3 2.2
p0 queue free % 100 97 100
cM capacity (veh/h) 684 984 1522
Direction, Lane # EB 1 NB 1 SB 1
Volume Total 34 234 77
Volume Left 0 0 0
Volume Right 34 0 0cSH 984 1700 1700
Volume to Capacity 0.03 0.14 0.05
Queue Length 95th (ft) 3 0 0Control Delay (s/veh) 8.8 0.0 0.0
Lane LOS AApproach Delay (s/veh) 8.8 0.0 0.0
Approach LOS A
Intersection Summary
Average Delay 0.9Intersection Capacity Utilization 38.6% ICU Level of Service A
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW %XUQHWW$YHQXH 5HQWRQ0DUNHW'ULYHZD\
7RWDO$0 HCM 7th TWSC
2026 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2026 Total AM Synchro 12 ReportCivTech Inc.Page 15
Intersection
Int Delay, s/veh 0.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 13 0 94 40 0
Future Vol, veh/h 0 13 0 94 40 0Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length - - - - - -
Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0140102430
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 43 - 0 - 0 Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy -6.22----Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.318 - - - -
Pot Cap-1 Maneuver 0 1027 0 - - 0
Stage 1 0 - 0 - - 0 Stage 2 0 - 0 - - 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - 1027 - - - -Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - - Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s/v 8.56 0 0HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT
Capacity (veh/h) - 1027 -
HCM Lane V/C Ratio - 0.014 -HCM Control Delay (s/veh) - 8.6 -
HCM Lane LOS - A -HCM 95th %tile Q(veh) - 0 -
5HQWRQ0DUNHW %XUQHWW$YHQXH 5HQWRQ0DUNHW'ULYHZD\
7RWDO30 HCM 7th TWSC
2026 Total PM 24-0640 Renton Market 12:50 am 09/09/2024 2026 Total PM Synchro 12 ReportCivTech Inc.Page 15
Intersection
Int Delay, s/veh 0.9
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 31 0 215 71 0
Future Vol, veh/h 0 31 0 215 71 0Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length ------
Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0340234770
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 77 - 0 - 0 Stage 1 ------
Stage 2 ------
Critical Hdwy - 6.22 - - - -Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------Follow-up Hdwy -3.318----
Pot Cap-1 Maneuver 0 984 0 - - 0
Stage 1 0 - 0 - - 0 Stage 2 0 - 0 - - 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - 984 ----Mov Cap-2 Maneuver ------
Stage 1 ------ Stage 2 ------
Approach EB NB SB
HCM Control Delay, s/v 8.79 0 0HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT
Capacity (veh/h) - 984 -
HCM Lane V/C Ratio - 0.034 -HCM Control Delay (s/veh) - 8.8 -
HCM Lane LOS - A -HCM 95th %tile Q(veh) - 0.1 -
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
44
APPENDIX K:
2031 BUILD PEAK HOUR ANALYSIS
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW &LW\&HQWHU3DUNLQJ(JUHVV QG6WUHHW
7RWDO$0 HCM Unsignalized Intersection Capacity Analysis
2031 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2031 Total AM Synchro 12 ReportCivTech Inc.Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 1 518 10 0
Future Volume (Veh/h) 0 0 1 518 10 0Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0 0 1 576 11 0
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 148 164
pX, platoon unblocked
vC, conflicting volume 0 146 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 146 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 100 99 100
cM capacity (veh/h) 1622 831 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4 NB 1
Volume Total 83 165 165 165 11
Volume Left 100011
Volume Right 00000cSH 1622 1700 1700 1700 831
Volume to Capacity 0.00 0.10 0.10 0.10 0.01
Queue Length 95th (ft)00001Control Delay (s/veh) 0.1 0.0 0.0 0.0 9.4
Lane LOS A AApproach Delay (s/veh) 0.0 9.4
Approach LOS A
Intersection Summary
Average Delay 0.2Intersection Capacity Utilization 17.5% ICU Level of Service A
Analysis Period (min) 15
5HQWRQ0DUNHW &LW\&HQWHU3DUNLQJ(JUHVV QG6WUHHW
7RWDO30 HCM Unsignalized Intersection Capacity Analysis
2031 Total PM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Total PM Synchro 12 ReportCivTech Inc.Page 1
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 0 807 125 1
Future Volume (Veh/h) 0 0 0 807 125 1Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0 0 0 897 139 1
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 148 164
pX, platoon unblocked
vC, conflicting volume 0 224 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 224 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 100 81 100
cM capacity (veh/h) 1622 744 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4 NB 1
Volume Total 224 224 224 224 140
Volume Left 0000139
Volume Right 00001cSH 1700 1700 1700 1700 745
Volume to Capacity 0.13 0.13 0.13 0.13 0.19
Queue Length 95th (ft)000017Control Delay (s/veh) 0.0 0.0 0.0 0.0 10.9
Lane LOS BApproach Delay (s/veh) 0.0 10.9
Approach LOS B
Intersection Summary
Average Delay 1.5Intersection Capacity Utilization 25.3% ICU Level of Service A
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW &LW\&HQWHU3DUNLQJ,QJUHVV QG6WUHHW
7RWDO$0 HCM Unsignalized Intersection Capacity Analysis
2031 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2031 Total AM Synchro 12 ReportCivTech Inc.Page 2
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 35 487 0 0
Future Volume (Veh/h) 0 0 35 487 0 0Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0 0 39 541 0 0
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 76 236
pX, platoon unblocked
vC, conflicting volume 0 213 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 213 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 98 100 100
cM capacity (veh/h) 1622 737 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4
Volume Total 116 155 155 155
Volume Left 39000
Volume Right 0000cSH 1622 1700 1700 1700
Volume to Capacity 0.02 0.09 0.09 0.09
Queue Length 95th (ft)2000Control Delay (s/veh) 2.6 0.0 0.0 0.0
Lane LOS AApproach Delay (s/veh) 0.5
Approach LOS
Intersection Summary
Average Delay 0.5Intersection Capacity Utilization 10.9% ICU Level of Service A
Analysis Period (min) 15
5HQWRQ0DUNHW &LW\&HQWHU3DUNLQJ,QJUHVV QG6WUHHW
7RWDO30 HCM Unsignalized Intersection Capacity Analysis
2031 Total PM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Total PM Synchro 12 ReportCivTech Inc.Page 2
Movement EBT EBR WBL WBT NBL NBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 119 811 0 0
Future Volume (Veh/h) 0 0 119 811 0 0Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0 0 132 901 0 0
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 76 236
pX, platoon unblocked
vC, conflicting volume 0 489 0vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 0 489 0
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 92 100 100
cM capacity (veh/h) 1622 467 1084
Direction, Lane # WB 1 WB 2 WB 3 WB 4
Volume Total 261 257 257 257
Volume Left 132000
Volume Right 0000cSH 1622 1700 1700 1700
Volume to Capacity 0.08 0.15 0.15 0.15
Queue Length 95th (ft)7000Control Delay (s/veh) 4.1 0.0 0.0 0.0
Lane LOS AApproach Delay (s/veh) 1.0
Approach LOS
Intersection Summary
Average Delay 1.0Intersection Capacity Utilization 16.9% ICU Level of Service A
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW /RJDQ$YHQXH QG6WUHHW
7RWDO$0 Timings
2031 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2031 Total AM Synchro 12 ReportCivTech Inc.Page 3
Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 326 24 68 33 46
Future Volume (vph) 326 24 68 33 46Turn Type NA Perm NA NA Perm
Protected Phases 2 8 4
Permitted Phases 8 4Detector Phase 28844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 38.0 37.0 37.0 37.0 37.0Total Split (%) 50.7% 49.3% 49.3% 49.3% 49.3%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead/LagLead-Lag Optimize?
Recall Mode C-Max None None Max MaxAct Effct Green (s) 33.5 32.5 32.5 32.5
Actuated g/C Ratio 0.45 0.43 0.43 0.43
v/c Ratio 0.19 0.13 0.04 0.07Control Delay (s/veh) 4.2 13.4 12.5 4.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 4.2 13.4 12.5 4.3LOS A BBA
Approach Delay (s/veh) 4.2 13.5 7.8Approach LOS A B A
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL and 6:, Start of GreenNatural Cycle: 45
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.20
Intersection Signal Delay (s/veh): 5.9 Intersection LOS: A
Intersection Capacity Utilization 27.9% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 3: Logan Avenue & 2nd Street
5HQWRQ0DUNHW /RJDQ$YHQXH QG6WUHHW
7RWDO30 Timings
2031 Total PM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Total PM Synchro 12 ReportCivTech Inc.Page 3
Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 575 33 24 31 259
Future Volume (vph) 575 33 24 31 259Turn Type NA Perm NA NA Perm
Protected Phases 2 8 4
Permitted Phases 8 4Detector Phase 28844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 38.0 37.0 37.0 37.0 37.0Total Split (%) 50.7% 49.3% 49.3% 49.3% 49.3%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead/LagLead-Lag Optimize?
Recall Mode C-Max None None Max MaxAct Effct Green (s) 33.5 32.5 32.5 32.5
Actuated g/C Ratio 0.45 0.43 0.43 0.43
v/c Ratio 0.29 0.09 0.04 0.36Control Delay (s/veh) 10.4 13.0 12.5 7.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 10.4 13.0 12.5 7.5LOS B BBA
Approach Delay (s/veh) 10.4 13.1 8.1Approach LOS B B A
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL and 6:, Start of GreenNatural Cycle: 45
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.37
Intersection Signal Delay (s/veh): 9.9 Intersection LOS: A
Intersection Capacity Utilization 42.6% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 3: Logan Avenue & 2nd Street
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW /RJDQ$YHQXH QG6WUHHW
7RWDO$0 HCM 7th Signalized Intersection Summary
2031 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2031 Total AM Synchro 12 ReportCivTech Inc.Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 0 20 326 149 24 68 0 0 33 46
Future Volume (veh/h) 0 0 0 20 326 149 24 68 0 0 33 46Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870Adj Flow Rate, veh/h 22 362 166 27 76 0 0 37 51
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Percent Heavy Veh, % 222220022
Cap, veh/h 129 2136 708 219 585 0 0 810 687
Arrive On Green 0.15 0.15 0.15 0.43 0.43 0.00 0.00 0.43 0.43Sat Flow, veh/h 290 4783 1585 365 1349 0 0 1870 1585
Grp Volume(v), veh/h 141 243 166 103 0 0 0 37 51
Grp Sat Flow(s),veh/h/ln 1856 1609 1585 1714 0 0 0 1870 1585Q Serve(g_s), s 5.0 5.0 6.9 0.0 0.0 0.0 0.0 0.9 1.4
Cycle Q Clear(g_c), s 5.0 5.0 6.9 2.5 0.0 0.0 0.0 0.9 1.4
Prop In Lane 0.16 1.00 0.26 0.00 0.00 1.00Lane Grp Cap(c), veh/h 829 1437 708 803 0 0 0 810 687
V/C Ratio(X) 0.17 0.17 0.23 0.13 0.00 0.00 0.00 0.05 0.07
Avail Cap(c_a), veh/h 829 1437 708 803 0 0 0 810 687HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 1.00Uniform Delay (d), s/veh 19.8 19.8 20.6 12.7 0.0 0.0 0.0 12.3 12.4
Incr Delay (d2), s/veh 0.4 0.3 0.8 0.1 0.0 0.0 0.0 0.1 0.2
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 4.0 3.4 5.0 1.8 0.0 0.0 0.0 0.6 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.3 20.1 21.4 12.8 0.0 0.0 0.0 12.4 12.7LnGrp LOS C C C B B B
Approach Vol, veh/h 550 103 88
Approach Delay, s/veh 20.5 12.8 12.5Approach LOS C B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 38.0 37.0 37.0
Change Period (Y+Rc), s 4.5 4.5 4.5Max Green Setting (Gmax), s 33.5 32.5 32.5
Max Q Clear Time (g_c+I1), s 8.9 3.4 4.5
Green Ext Time (p_c), s 3.6 0.3 0.5
Intersection Summary
HCM 7th Control Delay, s/veh 18.5HCM 7th LOS B
5HQWRQ0DUNHW /RJDQ$YHQXH QG6WUHHW
7RWDO30 HCM 7th Signalized Intersection Summary
2031 Total PM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Total PM Synchro 12 ReportCivTech Inc.Page 5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 0 37 575 137 33 24 0 0 31 259
Future Volume (veh/h) 0 0 0 37 575 137 33 24 0 0 31 259Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870Adj Flow Rate, veh/h 41 639 152 37 27 0 0 34 288
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Percent Heavy Veh, % 222220022
Cap, veh/h 149 2321 534 386 263 0 0 810 687
Arrive On Green 0.15 0.15 0.15 0.43 0.43 0.00 0.00 0.43 0.43Sat Flow, veh/h 334 5197 1195 715 606 0 0 1870 1585
Grp Volume(v), veh/h 228 394 211 64 0 0 0 34 288
Grp Sat Flow(s),veh/h/ln 1854 1609 1655 1321 0 0 0 1870 1585Q Serve(g_s), s 8.2 8.2 8.5 0.1 0.0 0.0 0.0 0.8 9.4
Cycle Q Clear(g_c), s 8.2 8.2 8.5 1.5 0.0 0.0 0.0 0.8 9.4
Prop In Lane 0.18 0.72 0.58 0.00 0.00 1.00Lane Grp Cap(c), veh/h 828 1437 739 648 0 0 0 810 687
V/C Ratio(X) 0.27 0.27 0.28 0.10 0.00 0.00 0.00 0.04 0.42
Avail Cap(c_a), veh/h 828 1437 739 648 0 0 0 810 687HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 0.00 0.00 1.00 1.00Uniform Delay (d), s/veh 21.2 21.2 21.3 12.5 0.0 0.0 0.0 12.3 14.7
Incr Delay (d2), s/veh 0.8 0.5 1.0 0.1 0.0 0.0 0.0 0.1 1.9
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 7.1 6.0 6.6 1.1 0.0 0.0 0.0 0.6 6.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 22.0 21.6 22.3 12.5 0.0 0.0 0.0 12.4 16.6LnGrp LOS C C C B B B
Approach Vol, veh/h 832 64 322
Approach Delay, s/veh 21.9 12.5 16.1Approach LOS C B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 38.0 37.0 37.0
Change Period (Y+Rc), s 4.5 4.5 4.5Max Green Setting (Gmax), s 33.5 32.5 32.5
Max Q Clear Time (g_c+I1), s 10.5 11.4 3.5
Green Ext Time (p_c), s 5.6 1.1 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 19.9HCM 7th LOS B
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW 5HQWRQ0DUNHW'ULYHZD\ /RJDQ$YHQXH
7RWDO$0 HCM Unsignalized Intersection Capacity Analysis
2031 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2031 Total AM Synchro 12 ReportCivTech Inc.Page 6
Movement WBL WBR NBT NBR SBL SBT
Lane ConfigurationsTraffic Volume (veh/h) 0 0 76 3 6 65
Future Volume (Veh/h) 0 0 76 3 6 65Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0 0 84 3 7 72
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 259 302
pX, platoon unblocked
vC, conflicting volume 172 86 87vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 172 86 87
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)tF (s) 3.5 3.3 2.2
p0 queue free % 100 100 100
cM capacity (veh/h) 815 973 1509
Direction, Lane # NB 1 SB 1
Volume Total 87 79
Volume Left 0 7
Volume Right 3 0cSH 1700 1509
Volume to Capacity 0.05 0.00
Queue Length 95th (ft) 0 0Control Delay (s/veh) 0.0 0.7
Lane LOS AApproach Delay (s/veh) 0.0 0.7
Approach LOS
Intersection Summary
Average Delay 0.3Intersection Capacity Utilization 11.7% ICU Level of Service A
Analysis Period (min) 15
5HQWRQ0DUNHW 5HQWRQ0DUNHW'ULYHZD\ /RJDQ$YHQXH
7RWDO30 HCM Unsignalized Intersection Capacity Analysis
2031 Total PM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Total PM Synchro 12 ReportCivTech Inc.Page 6
Movement WBL WBR NBT NBR SBL SBT
Lane ConfigurationsTraffic Volume (veh/h) 0013162
Future Volume (Veh/h) 0013162Sign Control Stop Free Free
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 0013182
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 259 302
pX, platoon unblocked
vC, conflicting volume 41 3 4vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 41 3 4
tC, single (s) 6.4 6.2 4.1
tC, 2 stage (s)tF (s) 3.5 3.3 2.2
p0 queue free % 100 100 99
cM capacity (veh/h) 960 1082 1618
Direction, Lane # NB 1 SB 1
Volume Total 4 20
Volume Left 0 18
Volume Right 3 0cSH 1700 1618
Volume to Capacity 0.00 0.01
Queue Length 95th (ft) 0 1Control Delay (s/veh) 0.0 6.5
Lane LOS AApproach Delay (s/veh) 0.0 6.5
Approach LOS
Intersection Summary
Average Delay 5.4Intersection Capacity Utilization 11.0% ICU Level of Service A
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW /RJDQ$YHQXH 'ULYHZD\QRIUG6WUHHW
7RWDO$0 HCM 7th TWSC
2031 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2031 Total AM Synchro 12 ReportCivTech Inc.Page 8
Intersection
Int Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 1 6 0 73 70 7
Future Vol, veh/h 1 6 0 73 70 7Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 1 7 08178 8
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 163 82 - 0 - 0 Stage 1 82 - - - - -
Stage 2 81 - - - - -
Critical Hdwy 6.42 6.22 - - - -Critical Hdwy Stg 15.42-----
Critical Hdwy Stg 25.42-----Follow-up Hdwy 3.518 3.318 - - - -
Pot Cap-1 Maneuver 828 978 0 - - -
Stage 1 942 - 0 - - - Stage 2 942 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 828 978 - - - -Mov Cap-2 Maneuver 828 - - - - -
Stage 1 942 - - - - - Stage 2 942 - - - - -
Approach EB NB SB
HCM Control Delay, s/v 8.71 0 0HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 978 - -
HCM Lane V/C Ratio - 0.007 - -HCM Control Delay (s/veh) - 8.7 - -
HCM Lane LOS - A - -HCM 95th %tile Q(veh) - 0 - -
5HQWRQ0DUNHW /RJDQ$YHQXH 'ULYHZD\QRIUG6WUHHW
7RWDO30 HCM 7th TWSC
2031 Total PM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Total PM Synchro 12 ReportCivTech Inc.Page 8
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 0 0 3 2 0
Future Vol, veh/h 0 0 0 3 2 0Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0 0 0 3 2 0
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 2 - 0 - 0 Stage 1 ------
Stage 2 ------
Critical Hdwy - 6.22 - - - -Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------Follow-up Hdwy -3.318----
Pot Cap-1 Maneuver 0 1082 0 - - -
Stage 1 0 - 0 - - - Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 1082 ----Mov Cap-2 Maneuver ------
Stage 1 ------ Stage 2 ------
Approach EB NB SB
HCM Control Delay, s/v 0 0 0HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h)----
HCM Lane V/C Ratio ----HCM Control Delay (s/veh) - 0 - -
HCM Lane LOS - A - -HCM 95th %tile Q(veh) ----
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW UG6WUHHW /RJDQ$YHQXH
7RWDO$0 Timings
2031 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2031 Total AM Synchro 12 ReportCivTech Inc.Page 9
Lane Group EBT NBR SBL
Lane ConfigurationsTraffic Volume (vph) 246 16 77
Future Volume (vph) 246 16 77Turn Type NA Perm Prot
Protected Phases 2 4
Permitted Phases 3Detector Phase 2 3 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 23.0
Total Split (s) 25.0 10.0 15.0Total Split (%) 50.0% 20.0% 30.0%
Yellow Time (s) 3.5 3.5 4.0
All-Red Time (s) 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 5.0
Lead/Lag Lead LagLead-Lag Optimize? Yes Yes
Recall Mode C-Max None MaxAct Effct Green (s) 20.5 5.5 18.0
Actuated g/C Ratio 0.41 0.11 0.36
v/c Ratio 0.24 0.02 0.13Control Delay (s/veh) 10.2 0.0 13.4
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 10.2 0.0 13.4LOS BAB
Approach Delay (s/veh) 10.2Approach LOS B
Intersection Summary
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2:EBTL and 6:, Start of GreenNatural Cycle: 70
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.24
Intersection Signal Delay (s/veh): 10.4 Intersection LOS: B
Intersection Capacity Utilization 28.1% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 6: 3rd Street & Logan Avenue
5HQWRQ0DUNHW UG6WUHHW /RJDQ$YHQXH
7RWDO30 Timings
2031 Total PM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Total PM Synchro 12 ReportCivTech Inc.Page 9
Lane Group EBT NBR SBL
Lane ConfigurationsTraffic Volume (vph) 975 21 2
Future Volume (vph) 975 21 2Turn Type NA Perm Prot
Protected Phases 2 4
Permitted Phases 3Detector Phase 2 3 4
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0Minimum Split (s) 22.5 22.5 23.0
Total Split (s) 25.0 10.0 15.0Total Split (%) 50.0% 20.0% 30.0%
Yellow Time (s) 3.5 3.5 4.0
All-Red Time (s) 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 5.0
Lead/Lag Lead LagLead-Lag Optimize? Yes Yes
Recall Mode C-Max None MaxAct Effct Green (s) 20.5 5.5 18.0
Actuated g/C Ratio 0.41 0.11 0.36
v/c Ratio 0.77 0.04 0.00Control Delay (s/veh) 17.4 0.1 13.5
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 17.4 0.1 13.5LOS BAB
Approach Delay (s/veh) 17.5Approach LOS B
Intersection Summary
Cycle Length: 50
Actuated Cycle Length: 50
Offset: 0 (0%), Referenced to phase 2:EBTL and 6:, Start of GreenNatural Cycle: 75
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.78
Intersection Signal Delay (s/veh): 17.1 Intersection LOS: B
Intersection Capacity Utilization 46.4% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 6: 3rd Street & Logan Avenue
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW UG6WUHHW /RJDQ$YHQXH
7RWDO$0 HCM Signalized Intersection Capacity Analysis
2031 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2031 Total AM Synchro 12 ReportCivTech Inc.Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 68246200000167700
Future Volume (vph) 68246200000167700Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 5.0
Lane Util. Factor 0.95 1.00 1.00Frt 0.99 0.86 1.00
Flt Protected 0.98 1.00 0.95
Satd. Flow (prot) 3498 1611 1770Flt Permitted 0.98 1.00 0.95
Satd. Flow (perm) 3498 1611 1770
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 76273200000188600
RTOR Reduction (vph)0100000018000
Lane Group Flow (vph) 0 35000000008600
Turn Type Perm NA Perm Prot
Protected Phases 2 4
Permitted Phases 2 3Actuated Green, G (s) 16.9 1.1 18.0
Effective Green, g (s) 16.9 1.1 18.0
Actuated g/C Ratio 0.34 0.02 0.36Clearance Time (s) 4.5 4.5 5.0
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 1182 35 637v/s Ratio Prot c0.05
v/s Ratio Perm 0.10 c0.00
v/c Ratio 0.29 0.01 0.13Uniform Delay, d1 12.1 23.9 10.7
Progression Factor 1.00 1.00 1.00Incremental Delay, d2 0.6 0.1 0.4
Delay (s) 12.8 24.0 11.2
Level of Service B C BApproach Delay (s/veh) 12.8 0.0 24.0 11.2
Approach LOS B A C B
Intersection Summary
HCM 2000 Control Delay (s/veh) 13.0 HCM 2000 Level of Service BHCM 2000 Volume to Capacity ratio 0.21
Actuated Cycle Length (s) 50.0 Sum of lost time (s) 14.0
Intersection Capacity Utilization 28.1% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
5HQWRQ0DUNHW UG6WUHHW /RJDQ$YHQXH
7RWDO30 HCM Signalized Intersection Capacity Analysis
2031 Total PM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Total PM Synchro 12 ReportCivTech Inc.Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (vph) 3975330000021200
Future Volume (vph) 3975330000021200Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.5 4.5 5.0
Lane Util. Factor 0.95 1.00 1.00Frt 0.99 0.86 1.00
Flt Protected 0.99 1.00 0.95
Satd. Flow (prot) 3521 1611 1770Flt Permitted 0.99 1.00 0.95
Satd. Flow (perm) 3521 1611 1770
Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Adj. Flow (vph) 3 1083 370000023200
RTOR Reduction (vph)0500000022000
Lane Group Flow (vph) 0 11180000001200
Turn Type Perm NA Perm Prot
Protected Phases 2 4
Permitted Phases 2 3Actuated Green, G (s) 16.9 1.1 18.0
Effective Green, g (s) 16.9 1.1 18.0
Actuated g/C Ratio 0.34 0.02 0.36Clearance Time (s) 4.5 4.5 5.0
Vehicle Extension (s) 3.0 3.0 3.0
Lane Grp Cap (vph) 1190 35 637v/s Ratio Prot c0.00
v/s Ratio Perm 0.32 c0.00
v/c Ratio 0.93 0.01 0.00Uniform Delay, d1 16.0 23.9 10.2
Progression Factor 1.00 1.00 1.00Incremental Delay, d2 15.0 0.1 0.0
Delay (s) 31.1 24.0 10.2
Level of Service C C BApproach Delay (s/veh) 31.1 0.0 24.0 10.2
Approach LOS C A C B
Intersection Summary
HCM 2000 Control Delay (s/veh) 30.9 HCM 2000 Level of Service CHCM 2000 Volume to Capacity ratio 0.44
Actuated Cycle Length (s) 50.0 Sum of lost time (s) 14.0
Intersection Capacity Utilization 46.4% ICU Level of Service AAnalysis Period (min) 15
c Critical Lane Group
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW %XUQHWW$YHQXH QG6WUHHW
7RWDO$0 Timings
2031 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2031 Total AM Synchro 12 ReportCivTech Inc.Page 12
Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 421 76 18 7 24
Future Volume (vph) 421 76 18 7 24Turn Type NA Prot NA NA Perm
Protected Phases 2384
Permitted Phases 4Detector Phase 23844
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 5.0 5.0Minimum Split (s) 23.0 23.0 23.0 23.0 23.0
Total Split (s) 27.0 25.0 48.0 23.0 23.0Total Split (%) 36.0% 33.3% 64.0% 30.7% 30.7%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes
Recall Mode C-Max Max Max Max MaxAct Effct Green (s) 22.0 20.0 43.0 18.0 18.0
Actuated g/C Ratio 0.29 0.27 0.57 0.24 0.24
v/c Ratio 0.35 0.17 0.01 0.01 0.05Control Delay (s/veh) 21.4 22.4 7.0 22.0 0.2
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 21.4 22.4 7.0 22.0 0.2LOS CCACA
Approach Delay (s/veh) 21.4 19.5 5.2Approach LOS C B A
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL, Start of GreenNatural Cycle: 70
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.36
Intersection Signal Delay (s/veh): 20.3 Intersection LOS: C
Intersection Capacity Utilization 30.2% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 7: Burnett Avenue & 2nd Street
5HQWRQ0DUNHW %XUQHWW$YHQXH QG6WUHHW
7RWDO30 Timings
2031 Total PM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Total PM Synchro 12 ReportCivTech Inc.Page 12
Lane Group WBT NBL NBT SBT SBR
Lane ConfigurationsTraffic Volume (vph) 572 216 37 18 21
Future Volume (vph) 572 216 37 18 21Turn Type NA Prot NA NA Perm
Protected Phases 2384
Permitted Phases 4Detector Phase 23844
Switch Phase
Minimum Initial (s) 5.0 5.0 4.0 5.0 5.0Minimum Split (s) 23.0 23.0 23.0 23.0 23.0
Total Split (s) 27.0 25.0 48.0 23.0 23.0Total Split (%) 36.0% 33.3% 64.0% 30.7% 30.7%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag LagLead-Lag Optimize? Yes Yes Yes
Recall Mode C-Max Max Max Max MaxAct Effct Green (s) 22.0 20.0 43.0 18.0 18.0
Actuated g/C Ratio 0.29 0.27 0.57 0.24 0.24
v/c Ratio 0.48 0.50 0.03 0.04 0.05Control Delay (s/veh) 23.0 27.8 7.1 22.3 0.1
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 23.0 27.8 7.1 22.3 0.1LOS CCACA
Approach Delay (s/veh) 23.0 24.8 10.5Approach LOS C C B
Intersection Summary
Cycle Length: 75
Actuated Cycle Length: 75
Offset: 0 (0%), Referenced to phase 2:WBTL, Start of GreenNatural Cycle: 70
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.51
Intersection Signal Delay (s/veh): 23.0 Intersection LOS: C
Intersection Capacity Utilization 40.8% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 7: Burnett Avenue & 2nd Street
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW %XUQHWW$YHQXH QG6WUHHW
7RWDO$0 HCM 7th Signalized Intersection Summary
2031 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2031 Total AM Synchro 12 ReportCivTech Inc.Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (veh/h) 0003842118761800724
Future Volume (veh/h) 0003842118761800724Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870Adj Flow Rate, veh/h 4246820842000827
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Percent Heavy Veh, % 222220022
Cap, veh/h 125 1395 59 475 1072 0 0 449 380
Arrive On Green 0.29 0.29 0.29 0.27 0.57 0.00 0.00 0.24 0.24Sat Flow, veh/h 427 4756 202 1781 1870 0 0 1870 1585
Grp Volume(v), veh/h 182167181842000827
Grp Sat Flow(s),veh/h/ln 1849 1702 1834 1781 1870 0 0 1870 1585Q Serve(g_s), s 5.8 5.8 5.8 2.7 0.3 0.0 0.0 0.2 1.0
Cycle Q Clear(g_c), s 5.8 5.8 5.8 2.7 0.3 0.0 0.0 0.2 1.0
Prop In Lane 0.23 0.11 1.00 0.00 0.00 1.00Lane Grp Cap(c), veh/h 542 499 538 475 1072 0 0 449 380
V/C Ratio(X) 0.34 0.33 0.34 0.18 0.02 0.00 0.00 0.02 0.07
Avail Cap(c_a), veh/h 542 499 538 475 1072 0 0 449 380HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00Uniform Delay (d), s/veh 20.8 20.8 20.8 21.2 6.9 0.0 0.0 21.8 22.0
Incr Delay (d2), s/veh 1.7 1.8 1.7 0.8 0.0 0.0 0.0 0.1 0.4
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 4.7 4.4 4.7 2.2 0.2 0.0 0.0 0.2 0.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 22.4 22.6 22.5 22.0 6.9 0.0 0.0 21.8 22.4LnGrp LOS CCCCA CC
Approach Vol, veh/h 530 104 35
Approach Delay, s/veh 22.5 19.1 22.3Approach LOS C B C
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 27.0 25.0 23.0 48.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0Max Green Setting (Gmax), s 22.0 20.0 18.0 43.0
Max Q Clear Time (g_c+I1), s 7.8 4.7 3.0 2.3
Green Ext Time (p_c), s 2.7 0.1 0.1 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 21.9HCM 7th LOS C
5HQWRQ0DUNHW %XUQHWW$YHQXH QG6WUHHW
7RWDO30 HCM 7th Signalized Intersection Summary
2031 Total PM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Total PM Synchro 12 ReportCivTech Inc.Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (veh/h) 0 0 0 60 572 16 216 37 0 0 18 21
Future Volume (veh/h) 0 0 0 60 572 16 216 37 0 0 18 21Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870Adj Flow Rate, veh/h 67 636 18 240 41 0 0 20 23
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Percent Heavy Veh, % 222220022
Cap, veh/h 147 1396 39 475 1072 0 0 449 380
Arrive On Green 0.29 0.29 0.29 0.27 0.57 0.00 0.00 0.24 0.24Sat Flow, veh/h 501 4758 135 1781 1870 0 0 1870 1585
Grp Volume(v), veh/h 247 227 247 240 41 0 0 20 23
Grp Sat Flow(s),veh/h/ln 1845 1702 1846 1781 1870 0 0 1870 1585Q Serve(g_s), s 8.2 8.2 8.2 8.6 0.7 0.0 0.0 0.6 0.8
Cycle Q Clear(g_c), s 8.2 8.2 8.2 8.6 0.7 0.0 0.0 0.6 0.8
Prop In Lane 0.27 0.07 1.00 0.00 0.00 1.00Lane Grp Cap(c), veh/h 541 499 542 475 1072 0 0 449 380
V/C Ratio(X) 0.46 0.45 0.46 0.51 0.04 0.00 0.00 0.04 0.06
Avail Cap(c_a), veh/h 541 499 542 475 1072 0 0 449 380HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 1.00Uniform Delay (d), s/veh 21.6 21.6 21.6 23.3 7.0 0.0 0.0 21.9 22.0
Incr Delay (d2), s/veh 2.8 3.0 2.8 3.8 0.1 0.0 0.0 0.2 0.3
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 6.8 6.3 6.8 7.1 0.5 0.0 0.0 0.5 0.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 24.4 24.6 24.4 27.1 7.0 0.0 0.0 22.1 22.3LnGrp LOS CCCCA CC
Approach Vol, veh/h 721 281 43
Approach Delay, s/veh 24.4 24.2 22.2Approach LOS C C C
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 27.0 25.0 23.0 48.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0Max Green Setting (Gmax), s 22.0 20.0 18.0 43.0
Max Q Clear Time (g_c+I1), s 10.2 10.6 2.8 2.7
Green Ext Time (p_c), s 3.4 0.5 0.1 0.2
Intersection Summary
HCM 7th Control Delay, s/veh 24.3HCM 7th LOS C
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW UG6WUHHW %XUQHWW$YHQXH
7RWDO$0 Timings
2031 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2031 Total AM Synchro 12 ReportCivTech Inc.Page 15
Lane Group EBT EBR NBT NBR SBL SBT
Lane ConfigurationsTraffic Volume (vph) 234 41 47 30 32 19
Future Volume (vph) 234 41 47 30 32 19Turn Type NA Perm NA Perm Perm NA
Protected Phases 6 8 4
Permitted Phases 6 8 4Detector Phase 668844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 4.0 4.0Minimum Split (s) 29.0 29.0 23.0 23.0 23.0 23.0
Total Split (s) 35.0 35.0 25.0 25.0 25.0 25.0Total Split (%) 58.3% 58.3% 41.7% 41.7% 41.7% 41.7%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/LagLead-Lag Optimize?
Recall Mode C-Max C-Max Max Max Max MaxAct Effct Green (s) 30.0 30.0 20.0 20.0 20.0
Actuated g/C Ratio 0.50 0.50 0.33 0.33 0.33
v/c Ratio 0.18 0.05 0.08 0.05 0.10Control Delay (s/veh) 8.5 3.0 14.2 5.5 14.6
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 8.5 3.0 14.2 5.5 14.6LOS AABA B
Approach Delay (s/veh) 7.9 10.9 14.6Approach LOS A B B
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2: and 6:EBTL, Start of GreenNatural Cycle: 55
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.18
Intersection Signal Delay (s/veh): 9.2 Intersection LOS: A
Intersection Capacity Utilization 28.1% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 8: 3rd Street & Burnett Avenue
5HQWRQ0DUNHW UG6WUHHW %XUQHWW$YHQXH
7RWDO30 Timings
2031 Total PM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Total PM Synchro 12 ReportCivTech Inc.Page 15
Lane Group EBT EBR NBT NBR SBL SBT
Lane ConfigurationsTraffic Volume (vph) 698 146 80 93 59 54
Future Volume (vph) 698 146 80 93 59 54Turn Type NA Perm NA Perm Perm NA
Protected Phases 6 8 4
Permitted Phases 6 8 4Detector Phase 668844
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 4.0 4.0Minimum Split (s) 29.0 29.0 23.0 23.0 23.0 23.0
Total Split (s) 35.0 35.0 25.0 25.0 25.0 25.0Total Split (%) 58.3% 58.3% 41.7% 41.7% 41.7% 41.7%
Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0
Lead/LagLead-Lag Optimize?
Recall Mode C-Max C-Max Max Max Max MaxAct Effct Green (s) 30.0 30.0 20.0 20.0 20.0
Actuated g/C Ratio 0.50 0.50 0.33 0.33 0.33
v/c Ratio 0.54 0.18 0.14 0.17 0.24Control Delay (s/veh) 11.7 2.2 14.8 4.5 16.1
Queue Delay 1.3 0.0 0.0 0.0 0.0
Total Delay (s/veh) 13.0 2.2 14.8 4.5 16.1LOS BABA B
Approach Delay (s/veh) 11.5 9.3 16.2Approach LOS B A B
Intersection Summary
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 0 (0%), Referenced to phase 2: and 6:EBTL, Start of GreenNatural Cycle: 55
Control Type: Actuated-CoordinatedMaximum v/c Ratio: 0.54
Intersection Signal Delay (s/veh): 11.6 Intersection LOS: B
Intersection Capacity Utilization 48.2% ICU Level of Service AAnalysis Period (min) 15
Splits and Phases: 8: 3rd Street & Burnett Avenue
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW UG6WUHHW %XUQHWW$YHQXH
7RWDO$0 HCM 7th Signalized Intersection Summary
2031 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2031 Total AM Synchro 12 ReportCivTech Inc.Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (veh/h) 55234410000473032190
Future Volume (veh/h) 55234410000473032190Initial Q (Qb), veh 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0Adj Flow Rate, veh/h 61 260 46 0 52 33 36 21 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Percent Heavy Veh, % 222 022220
Cap, veh/h 342 1464 793 0 623 528 390 207 0
Arrive On Green 0.50 0.50 0.50 0.00 0.33 0.33 0.33 0.33 0.00Sat Flow, veh/h 684 2929 1585 0 1870 1585 877 621 0
Grp Volume(v), veh/h 164 157 46 0 52 33 57 0 0
Grp Sat Flow(s),veh/h/ln 1836 1777 1585 0 1870 1585 1498 0 0Q Serve(g_s), s 2.9 2.9 0.9 0.0 1.1 0.9 0.1 0.0 0.0
Cycle Q Clear(g_c), s 2.9 2.9 0.9 0.0 1.1 0.9 1.3 0.0 0.0
Prop In Lane 0.37 1.00 0.00 1.00 0.63 0.00Lane Grp Cap(c), veh/h 918 888 793 0 623 528 597 0 0
V/C Ratio(X) 0.18 0.18 0.06 0.00 0.08 0.06 0.10 0.00 0.00
Avail Cap(c_a), veh/h 918 888 793 0 623 528 597 0 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.99 0.99 0.99 0.00 1.00 1.00 1.00 0.00 0.00Uniform Delay (d), s/veh 8.2 8.2 7.7 0.0 13.7 13.6 13.8 0.0 0.0
Incr Delay (d2), s/veh 0.4 0.4 0.1 0.0 0.3 0.2 0.3 0.0 0.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 2.0 1.9 0.5 0.0 0.9 0.6 1.0 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 8.7 8.7 7.9 0.0 14.0 13.8 14.1 0.0 0.0LnGrp LOS AAA BBB
Approach Vol, veh/h 367 85 57
Approach Delay, s/veh 8.6 13.9 14.1Approach LOS A B B
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 25.0 35.0 25.0
Change Period (Y+Rc), s 5.0 5.0 5.0Max Green Setting (Gmax), s 20.0 30.0 20.0
Max Q Clear Time (g_c+I1), s 3.3 4.9 3.1
Green Ext Time (p_c), s 0.2 2.0 0.3
Intersection Summary
HCM 7th Control Delay, s/veh 10.1HCM 7th LOS B
5HQWRQ0DUNHW UG6WUHHW %XUQHWW$YHQXH
7RWDO30 HCM 7th Signalized Intersection Summary
2031 Total PM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Total PM Synchro 12 ReportCivTech Inc.Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane ConfigurationsTraffic Volume (veh/h) 1556981460000809359540
Future Volume (veh/h) 1556981460000809359540Initial Q (Qb), veh 000 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0Adj Flow Rate, veh/h 172 776 162 0 89 103 66 60 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90Percent Heavy Veh, % 222 022220
Cap, veh/h 328 1479 793 0 623 528 318 262 0
Arrive On Green 0.50 0.50 0.50 0.00 0.33 0.33 0.33 0.33 0.00Sat Flow, veh/h 656 2959 1585 0 1870 1585 679 787 0
Grp Volume(v), veh/h 482 466 162 0 89 103 126 0 0
Grp Sat Flow(s),veh/h/ln 1838 1777 1585 0 1870 1585 1466 0 0Q Serve(g_s), s 10.7 10.7 3.4 0.0 2.0 2.8 1.4 0.0 0.0
Cycle Q Clear(g_c), s 10.7 10.7 3.4 0.0 2.0 2.8 3.4 0.0 0.0
Prop In Lane 0.36 1.00 0.00 1.00 0.52 0.00Lane Grp Cap(c), veh/h 919 888 793 0 623 528 580 0 0
V/C Ratio(X) 0.52 0.52 0.20 0.00 0.14 0.19 0.22 0.00 0.00
Avail Cap(c_a), veh/h 919 888 793 0 623 528 580 0 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.56 0.56 0.56 0.00 1.00 1.00 1.00 0.00 0.00Uniform Delay (d), s/veh 10.2 10.2 8.4 0.0 14.0 14.3 14.4 0.0 0.0
Incr Delay (d2), s/veh 1.2 1.2 0.3 0.0 0.5 0.8 0.9 0.0 0.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(95%),veh/ln 6.3 6.1 1.9 0.0 1.5 1.8 2.3 0.0 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 11.4 11.4 8.7 0.0 14.5 15.1 15.2 0.0 0.0LnGrp LOS BBA BBB
Approach Vol, veh/h 1110 192 126
Approach Delay, s/veh 11.0 14.8 15.2Approach LOS B B B
Timer - Assigned Phs 4 6 8
Phs Duration (G+Y+Rc), s 25.0 35.0 25.0
Change Period (Y+Rc), s 5.0 5.0 5.0Max Green Setting (Gmax), s 20.0 30.0 20.0
Max Q Clear Time (g_c+I1), s 5.4 12.7 4.8
Green Ext Time (p_c), s 0.5 6.4 0.6
Intersection Summary
HCM 7th Control Delay, s/veh 11.9HCM 7th LOS B
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW %XUQHWW$YHQXH 5HQWRQ0DUNHW'ULYHZD\
7RWDO$0 HCM 7th TWSC
2031 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2031 Total AM Synchro 12 ReportCivTech Inc.Page 19
Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 14 0 102 45 0
Future Vol, veh/h 0 14 0 102 45 0Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length - - - - - -
Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0160113500
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 50 - 0 - 0 Stage 1 - - - - - -
Stage 2 - - - - - -
Critical Hdwy -6.22----Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.318 - - - -
Pot Cap-1 Maneuver 0 1018 0 - - 0
Stage 1 0 - 0 - - 0 Stage 2 0 - 0 - - 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - 1018 - - - -Mov Cap-2 Maneuver - - - - - -
Stage 1 - - - - - - Stage 2 - - - - - -
Approach EB NB SB
HCM Control Delay, s/v 8.59 0 0HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT
Capacity (veh/h) - 1018 -
HCM Lane V/C Ratio - 0.015 -HCM Control Delay (s/veh) - 8.6 -
HCM Lane LOS - A -HCM 95th %tile Q(veh) - 0 -
5HQWRQ0DUNHW %XUQHWW$YHQXH 5HQWRQ0DUNHW'ULYHZD\
7RWDO30 HCM 7th TWSC
2031 Total PM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Total PM Synchro 12 ReportCivTech Inc.Page 19
Intersection
Int Delay, s/veh 0.8
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 33 0 235 78 0
Future Vol, veh/h 0 33 0 235 78 0Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - None
Storage Length ------
Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2Mvmt Flow 0370261870
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 87 - 0 - 0 Stage 1 ------
Stage 2 ------
Critical Hdwy - 6.22 - - - -Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------Follow-up Hdwy -3.318----
Pot Cap-1 Maneuver 0 972 0 - - 0
Stage 1 0 - 0 - - 0 Stage 2 0 - 0 - - 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - 972 ----Mov Cap-2 Maneuver ------
Stage 1 ------ Stage 2 ------
Approach EB NB SB
HCM Control Delay, s/v 8.85 0 0HCM LOS A
Minor Lane/Major Mvmt NBTEBLn1 SBT
Capacity (veh/h) - 972 -
HCM Lane V/C Ratio - 0.038 -HCM Control Delay (s/veh) - 8.8 -
HCM Lane LOS - A -HCM 95th %tile Q(veh) - 0.1 -
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
5HQWRQ0DUNHW QG6WUHHW %XUQHWW3ODFH
7RWDO$0 HCM Unsignalized Intersection Capacity Analysis
2031 Total AM 24-0640 Renton Market 12:49 am 09/09/2024 2031 Total AM Synchro 12 ReportCivTech Inc.Page 20
Movement EBL EBT WBT WBR SBL SBR
Lane ConfigurationsTraffic Volume (veh/h) 00359502
Future Volume (Veh/h) 00359502Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 00399602
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 258 54
pX, platoon unblocked
vC, conflicting volume 405 402 103vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 405 402 103
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 100 100 100
cM capacity (veh/h) 1150 576 932
Direction, Lane # WB 1 WB 2 WB 3 WB 4 SB 1
Volume Total 114 114 114 63 2
Volume Left 00000
Volume Right 00062cSH 1700 1700 1700 1700 932
Volume to Capacity 0.07 0.07 0.07 0.04 0.00
Queue Length 95th (ft)00000Control Delay (s/veh) 0.0 0.0 0.0 0.0 8.9
Lane LOS AApproach Delay (s/veh) 0.0 8.9
Approach LOS A
Intersection Summary
Average Delay 0.0Intersection Capacity Utilization 15.3% ICU Level of Service A
Analysis Period (min) 15
5HQWRQ0DUNHW QG6WUHHW %XUQHWW3ODFH
7RWDO30 HCM Unsignalized Intersection Capacity Analysis
2031 Total PM 24-0640 Renton Market 3:04 pm 10/03/2024 2031 Total PM Synchro 12 ReportCivTech Inc.Page 20
Movement EBL EBT WBT WBR SBL SBR
Lane ConfigurationsTraffic Volume (veh/h) 00359502
Future Volume (Veh/h) 00359502Sign Control Free Free Stop
Grade 0% 0% 0%
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90Hourly flow rate (vph) 00399602
Pedestrians
Lane Width (ft)Walking Speed (ft/s)
Percent BlockageRight turn flare (veh)
Median type None None
Median storage veh)Upstream signal (ft) 258 54
pX, platoon unblocked
vC, conflicting volume 405 402 103vC1, stage 1 conf vol
vC2, stage 2 conf volvCu, unblocked vol 405 402 103
tC, single (s) 4.1 6.8 6.9
tC, 2 stage (s)tF (s) 2.2 3.5 3.3
p0 queue free % 100 100 100
cM capacity (veh/h) 1150 576 932
Direction, Lane # WB 1 WB 2 WB 3 WB 4 SB 1
Volume Total 114 114 114 63 2
Volume Left 00000
Volume Right 00062cSH 1700 1700 1700 1700 932
Volume to Capacity 0.07 0.07 0.07 0.04 0.00
Queue Length 95th (ft)00000Control Delay (s/veh) 0.0 0.0 0.0 0.0 8.9
Lane LOS AApproach Delay (s/veh) 0.0 8.9
Approach LOS A
Intersection Summary
Average Delay 0.0Intersection Capacity Utilization 15.3% ICU Level of Service A
Analysis Period (min) 15
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
45
APPENDIX L:
QUEUE STORAGE ANALYSIS
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Queue Storage CalculationsRenton Market
Signalized Intersections
2031
Average Vehicle Length, VL (Per Table 9-23, AASHTO "Green Book" 2018, p 9-99)Table 9-23
Y Truck%VL (ft)
Intersection Cycle Length (sec):N 0% 25
2% 25
Cycles per Hour:(calculated)Queuing Cycles:2 10% 32
15% 35
Truck % =VL (ft) =25 Average Vehicle Length 20% 38
25% 41
Equation Used Storage Length, SL, = 2 x (vehicles/hour)/(cycles/hour) x Average Vehicle Length
Cycle
Length
Move-
ment
AM Peak
(veh/hr)
Midday
Peak
(veh/hr)
PM Peak
(veh/hr)
Max vehs per
2 cycles
AASHTO
Storage
Length
(ft)
75 SB Right 46 0 259 11 275'
60 SB Left 76 0 3 3 75'
60 NB Right 10 0 21 1 25'
60 NB Right 30 0 93 4 100'
60 EB Right 41 0 146 5 125'
"Yield" for turns indicates that, while movement may or may not be subject to a Yield sign, vehicles must yield to oncoming traffic and may experience
Logan Ave & 2nd St
*Note: Truck/Passenger Vehicle split is projected based on percentage and not reflective of acctual vehicle classification counts.
Intersection
Burnett Ave & 3rd St
Logan Ave/Smithers Ave/3rd St
Page 1
Appendix K
September 2024
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Queue Storage CalculationsRenton Market
Unsignalized Intersections
2031
Truck % =VL (ft) =25'Average Vehicle Length Table 9-23
Truck%VL (ft)
Left Turns (Per AASHTO "Green Book" 2018, pp 9-96 to 9-99)0% 25
Equation 9-3 Equation 9-4 2% 25
U.S. Customary U.S. Customary 5% 28
10% 32
20% 38
25% 41
Per Section 9.7.2.2 Storage Length
c (veh/hr) =calculated Left-Turn CapacityVO (veh/hr) =Opposing Major Road Volume
t c (sec) = 6.25 85th %-ile Critical Gap
tf (sec) = 2.50 Follow-Up Gap
SL (ft) =calculated Storage Length
P(n>N) =0.005 (a probability, no units)
v (veh/hr) =enter below Left-Turn Vehicle Volume
Left Turns if above is unsuitable : storage length = 2 x (vehicles/hour)/(60 minutes/hour) x average vehicle length
Right Turns : storage length = 2 x (vehicles/hour)/(60 minutes/hour) x average vehicle length
Move-
ment
AM Peak
(veh/hr)
Midday
Peak
(veh/hr)
PM Peak
(veh/hr)
Veh per 2
minutes
Opposing
VO (veh/hr)
AASHTO Storage
Length (ft)
SB Right 2 0 13 1
No Calculation 25'
"Yield" for turns indicates that, while movement may or may not be subject to a Yield sign, vehicles must yield to oncoming traffic and may experience delays.
Burnett Pl & 2nd St
*Note: Truck/Passenger Vehicle split is projected based on percentage and not reflective of acctual vehicle classification counts.
Intersection
Page 2
Appendix K
September 2024
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market – Renton, Washington Traffic Impact Analysis
46
APPENDIX M:
SIGHT DISTANCE ANALYSIS
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market Sight Distance Analysis Renton Market Sight Distance Analysis
Location: Logan Avenue Location: Logan Avenue
Assumptions and/or Givens Intersection Sight Distances
Elements of Design from AASHTO 6th Edition AASHTO Ref AASHTO Ref
Driver Eye Height Case B─Intersections with Stop Control on the Minor Road §9.5.3.2, p 9-42
Passenger Vehicle 3.50 ft §3.2.6.1, p 3-15
Truck 7.60 ft §3.2.6.1, p 3-15 Case B1─Left Turn from the Minor Road §9.5.3.2.1, p 9-43
Object Height
Stopping Sight Distance 2.00 ft §3.2.6.2, p 3-15 Design Vehicle Time Gap (tg)
Passing Sight Distance 3.50 ft §3.2.6.2, p 3-15 Passenger Car 7.5 sec Tbl 9-6, p 9-44
Vehicle Height 4.25 ft §3.2.6.1, p 3-15 Single-Unit Tuck 9.5 sec Tbl 9-6, p 9-44
Driver Eye Location Combination Truck 11.5 sec Tbl 9-6, p 9-44
From Edge of Major Rd Traveled Way 14.50 ft §9.5.3.2.1, p 9-43
Deceleration Rate (a)Time gap adjustments
Passenger Vehicle 11.20 ft/sec2 §3.2.2.2, p 3-4 Add'l lanes to cross (1st is assumed)
Truck N/A ft Passenger Car 0.5 sec See Notes
Brake reaction time (t) 2.50 sec §3.2.2.1, p 3-3 Trucks 0.7 sec below
Minor Approach Upgrade (Per each 1%>3%) 0.2 sec Tbl 9-5, p 9-37
Site Specific Data (Bike & turn lanes are outside traveled way and are not considered)Major Street Design Speed (Vmajor)35 MPH Site data
Grades - Approaching Minor Street from: (─ = approaching downhill)Major Road Lanes on Left Approach 1.0 §9.5.3.2.1, p 9-44
Left (GL)%Minor Road Approach Upgrade, if >3% 0 % §9.5.3.2.1, p 9-44Right (GR)%
Approach Grade Adjustment Factor Left 1.0 Tbl 9-5, p 9-42
Right 1.0 Time Gap based on site data
Major Road Through Lanes on Each Approach 1.0 (Use 1 for RI/RO[/LI] only)Design Vehicle Gap+Adj for Approach Grade>3%+Adjs for Add'l Lanes & Median
Median Width (in "Lane Equivalents") (Use 0 for RI/RO[/LI] only) Passenger Car 7.5 sec
Minor Road Approach Upgrade, if >3% % Single-Unit Tuck 9.5 sec
Minor Road Access (check restricted)x Combination Truck 11.5 sec
LI LO/Th RO
ISD to left & right along Major Road ISD=1.47Vmajortg (ft) Eq 9-1, p 9-45
Stopping Sight Distance = Brake Reaction Distance + Braking Distance
Neglecting Effect of Grade V2 Eq 3-2, p 3-5 ISD to Left
a and Right
Passenger Car calculated ISD= 385.9 ft
Calculated d= 246.2 ft design ISD= 390 ft
Design d= 250 ft
Single-Unit Tuck calculated ISD= 488.8 ft
With Effect of Grade V2 Eq 3-3, p 3-5 design ISD= 490 ft
a
32.2 Combination Truck calculated ISD= 591.7 ft
design ISD= 595 ft
Calculated d= 246.4 ft - left
250 ft - right
Design d= 246.4 ft - left
250 ft - right
SSD's do not consider design for truck operations, since better visibility is
considered to offset longer braking distance. §3.2.2.5, p 3-6
Appendix L Appendix L
Page 1 of 4 Page 2 of 4 September 2024
d=1.47Vt+1.075
d=1.47Vt+
30(( )±G)
September 2024
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market Sight Distance Analysis Renton Market Sight Distance Analysis
Location: Logan Avenue Location: Logan Avenue
Intersection Sight Distances (cont'd)Intersection Sight Distances (cont'd)
AASHTO Ref AASHTO Ref
Case B2─Right Turn from the Minor Road §9.5.3.2.2, p 9-47 Case F─Left Turns from the Major Road §9.5.3.6, p 9-56
&
Case B3─Crossing Maneuver from the Minor Road §9.5.3.2.3, p 9-48 Design Vehicle Time Gap (tg)
Passenger Car 5.5 sec Tbl 9-16, p 9-57
Design Vehicle Time Gap (tg) Single-Unit Tuck 6.5 sec Tbl 9-16, p 9-57
Passenger Car 6.5 sec Tbl 9-8, p 9-47 Combination Truck 7.5 sec Tbl 9-16, p 9-57
Single-Unit Tuck 8.5 sec &
Combination Truck 10.5 sec Tbl 9-10, p 9-49 Time gap adjustments
Add'l lanes to cross (1 assumed)
Time gap adjustments Passenger Car 0.5 sec See Notes to
Add'l lanes to cross (1st is assumed) - Case B-3 Only* Trucks 0.7 sec Tbl 9-16, p 9-57
Passenger Car 0.5 sec See Notes
Trucks 0.7 sec below Site data
Minor Approach Upgrade (Per each 1%>3%)Opposing Lanes (adj'd for x-wide median) 0.0
Case B-2 Only 0.1 sec Tbl 9-8, p 9-47
Case B-3 Only 0.2 sec Tbl 9-10, p 9-49 Time Gap based on site data
Design Vehicle Gap+Adj for Add'l Opposing Lanes
Site data Passenger Car 5.5 sec
Major Road Lanes on Left Approach 1.0 §9.5.3.2.2, p 9-47 Single-Unit Tuck 6.5 sec
Minor Road Approach Upgrade, if >3% 0 % §9.5.3.2.2, p 9-47 Combination Truck 7.5 sec
ISD to front along Major Road ISD=1.47Vmajortg (ft) Eq 9-1, p 9-45
Time Gap based on site data (sec) B2 & B3 B3 Only Passenger Car calculated ISD= 283.0 ft
Design Vehicle Gap+Adj for Approach Grade>3%(+Adjs for Add'l Lanes & Median for B3)design ISD= 285 ft
Passenger Car 6.5 6.5
Single-Unit Tuck 8.5 8.5 Single-Unit Tuck calculated ISD= 334.4 ft
Combination Truck 10.5 10.5 design ISD= 335 ft
ISD to left (B2/B3) & right (B3) along Major Rd ISD=1.47Vmajortg (ft) Eq 9-1, p 9-45 Combination Truck calculated ISD= 385.9 ft
design ISD= 390 ft
ISD to Left ISD to right
(B2 & B3) (B3 Only) The differences between Case F and Cases B1, B2 & B3 are reduced
Passenger Car calculated ISD= 334.4 334.4 time gaps and no time gap adjustment for any minor approach upgrade. §9.5.3.6, p 9-58
design ISD= 335 335
SIGHT DISTANCE SUMMARY
Single-Unit Tuck calculated ISD=437.3 437.3 Governing Combo
design ISD= 440 440 Sight Distance Type Case Car SU Truck Truck
Combination Truck calculated ISD=540.2 540.2 Stopping
design ISD= 545 545 Without effect of grade 250 N/A N/A
With effect of grade on left 250 N/A N/A
*Number of major road lanes is irrelevant in Case B2.With effect of grade on right 250 N/A N/A
Intersection
The differences between Case B1 and Cases B2 & B3 are reduced To Right B1 390 490 595
time gaps and time gap adjustment for the minor approach upgrade. §9.5.3.2.3, p 9-48 To Left B2/B3 335 440 545
On Major Road F Restricted Restricted Restricted
Appendix L Appendix L
Page 3 of 4 September 2024 Page 4 of 4 September 2024
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market Sight Distance Analysis Renton Market Sight Distance Analysis
Location: 2nd Street Egress Location: 2nd Street Egress
Assumptions and/or Givens Intersection Sight Distances
Elements of Design from AASHTO 6th Edition AASHTO Ref AASHTO Ref
Driver Eye Height Case B─Intersections with Stop Control on the Minor Road §9.5.3.2, p 9-42
Passenger Vehicle 3.50 ft §3.2.6.1, p 3-15
Truck 7.60 ft §3.2.6.1, p 3-15 Case B1─Left Turn from the Minor Road §9.5.3.2.1, p 9-43
Object Height
Stopping Sight Distance 2.00 ft §3.2.6.2, p 3-15 Design Vehicle Time Gap (tg)
Passing Sight Distance 3.50 ft §3.2.6.2, p 3-15 Passenger Car 7.5 sec Tbl 9-6, p 9-44
Vehicle Height 4.25 ft §3.2.6.1, p 3-15 Single-Unit Tuck 9.5 sec Tbl 9-6, p 9-44
Driver Eye Location Combination Truck 11.5 sec Tbl 9-6, p 9-44
From Edge of Major Rd Traveled Way 14.50 ft §9.5.3.2.1, p 9-43
Deceleration Rate (a)Time gap adjustments
Passenger Vehicle 11.20 ft/sec2 §3.2.2.2, p 3-4 Add'l lanes to cross (1st is assumed)
Truck N/A ft Passenger Car 0.5 sec See Notes
Brake reaction time (t) 2.50 sec §3.2.2.1, p 3-3 Trucks 0.7 sec below
Minor Approach Upgrade (Per each 1%>3%) 0.2 sec Tbl 9-5, p 9-37
Site Specific Data (Bike & turn lanes are outside traveled way and are not considered)Major Street Design Speed (Vmajor)35 MPH Site data
Grades - Approaching Minor Street from: (─ = approaching downhill)Major Road Lanes on Left Approach 4.0 §9.5.3.2.1, p 9-44
Left (GL)%Minor Road Approach Upgrade, if >3% 0 % §9.5.3.2.1, p 9-44Right (GR)%
Approach Grade Adjustment Factor Left 1.0 Tbl 9-5, p 9-42
Right 1.0 Time Gap based on site data
Major Road Through Lanes on Each Approach 4.0 (Use 1 for RI/RO[/LI] only)Design Vehicle Gap+Adj for Approach Grade>3%+Adjs for Add'l Lanes & Median
Median Width (in "Lane Equivalents") (Use 0 for RI/RO[/LI] only) Passenger Car 9.0 sec
Minor Road Approach Upgrade, if >3% % Single-Unit Tuck 11.6 sec
Minor Road Access (check restricted)xx Combination Truck 13.6 sec
LI LO/Th RO
ISD to left & right along Major Road ISD=1.47Vmajortg (ft) Eq 9-1, p 9-45
Stopping Sight Distance = Brake Reaction Distance + Braking Distance
Neglecting Effect of Grade V2 Eq 3-2, p 3-5 ISD to Left
a and Right
Passenger Car calculated ISD= 463.1 ft
Calculated d= 246.2 ft design ISD= 465 ft
Design d= 250 ft
Single-Unit Tuck calculated ISD= 596.8 ft
With Effect of Grade V2 Eq 3-3, p 3-5 design ISD= 600 ft
a
32.2 Combination Truck calculated ISD= 699.7 ft
design ISD= 700 ft
Calculated d= 246.4 ft - left
250 ft - right
Design d= 246.4 ft - left
250 ft - right
SSD's do not consider design for truck operations, since better visibility is
considered to offset longer braking distance. §3.2.2.5, p 3-6
Appendix L Appendix L
Page 1 of 4 Page 2 of 4 September 2024
d=1.47Vt+1.075
d=1.47Vt+
30(( )±G)
September 2024
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market Sight Distance Analysis Renton Market Sight Distance Analysis
Location: 2nd Street Egress Location: 2nd Street Egress
Intersection Sight Distances (cont'd)Intersection Sight Distances (cont'd)
AASHTO Ref AASHTO Ref
Case B2─Right Turn from the Minor Road §9.5.3.2.2, p 9-47 Case F─Left Turns from the Major Road §9.5.3.6, p 9-56
&
Case B3─Crossing Maneuver from the Minor Road §9.5.3.2.3, p 9-48 Design Vehicle Time Gap (tg)
Passenger Car 5.5 sec Tbl 9-16, p 9-57
Design Vehicle Time Gap (tg) Single-Unit Tuck 6.5 sec Tbl 9-16, p 9-57
Passenger Car 6.5 sec Tbl 9-8, p 9-47 Combination Truck 7.5 sec Tbl 9-16, p 9-57
Single-Unit Tuck 8.5 sec &
Combination Truck 10.5 sec Tbl 9-10, p 9-49 Time gap adjustments
Add'l lanes to cross (1 assumed)
Time gap adjustments Passenger Car 0.5 sec See Notes to
Add'l lanes to cross (1st is assumed) - Case B-3 Only* Trucks 0.7 sec Tbl 9-16, p 9-57
Passenger Car 0.5 sec See Notes
Trucks 0.7 sec below Site data
Minor Approach Upgrade (Per each 1%>3%)Opposing Lanes (adj'd for x-wide median) 3.0
Case B-2 Only 0.1 sec Tbl 9-8, p 9-47
Case B-3 Only 0.2 sec Tbl 9-10, p 9-49 Time Gap based on site data
Design Vehicle Gap+Adj for Add'l Opposing Lanes
Site data Passenger Car 7.0 sec
Major Road Lanes on Left Approach 4.0 §9.5.3.2.2, p 9-47 Single-Unit Tuck 8.6 sec
Minor Road Approach Upgrade, if >3% 0 % §9.5.3.2.2, p 9-47 Combination Truck 9.6 sec
ISD to front along Major Road ISD=1.47Vmajortg (ft) Eq 9-1, p 9-45
Time Gap based on site data (sec) B2 & B3 B3 Only Passenger Car calculated ISD= 360.2 ft
Design Vehicle Gap+Adj for Approach Grade>3%(+Adjs for Add'l Lanes & Median for B3)design ISD= 365 ft
Passenger Car 8.0 9.5
Single-Unit Tuck 10.6 12.7 Single-Unit Tuck calculated ISD= 442.5 ft
Combination Truck 12.6 14.7 design ISD= 445 ft
ISD to left (B2/B3) & right (B3) along Major Rd ISD=1.47Vmajortg (ft) Eq 9-1, p 9-45 Combination Truck calculated ISD= 493.9 ft
design ISD= 495 ft
ISD to Left ISD to right
(B2 & B3) (B3 Only) The differences between Case F and Cases B1, B2 & B3 are reduced
Passenger Car calculated ISD= 411.6 488.8 time gaps and no time gap adjustment for any minor approach upgrade. §9.5.3.6, p 9-58
design ISD= 415 490
SIGHT DISTANCE SUMMARY
Single-Unit Tuck calculated ISD=545.4 653.4 Governing Combo
design ISD= 550 655 Sight Distance Type Case Car SU Truck Truck
Combination Truck calculated ISD=648.3 756.3 Stopping
design ISD= 650 760 Without effect of grade 250 N/A N/A
With effect of grade on left 250 N/A N/A
*Number of major road lanes is irrelevant in Case B2.With effect of grade on right 250 N/A N/A
Intersection
The differences between Case B1 and Cases B2 & B3 are reduced To Right B3 490 655 760
time gaps and time gap adjustment for the minor approach upgrade. §9.5.3.2.3, p 9-48 To Left B2/B3 415 550 650
On Major Road F Restricted Restricted Restricted
Appendix L Appendix L
Page 3 of 4 September 2024 Page 4 of 4 September 2024
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market Sight Distance Analysis Renton Market Sight Distance Analysis
Location: 2nd Street Ingress Location: 2nd Street Ingress
Assumptions and/or Givens Intersection Sight Distances
Elements of Design from AASHTO 6th Edition AASHTO Ref AASHTO Ref
Driver Eye Height Case B─Intersections with Stop Control on the Minor Road §9.5.3.2, p 9-42
Passenger Vehicle 3.50 ft §3.2.6.1, p 3-15
Truck 7.60 ft §3.2.6.1, p 3-15 Case B1─Left Turn from the Minor Road §9.5.3.2.1, p 9-43
Object Height
Stopping Sight Distance 2.00 ft §3.2.6.2, p 3-15 Design Vehicle Time Gap (tg)
Passing Sight Distance 3.50 ft §3.2.6.2, p 3-15 Passenger Car 7.5 sec Tbl 9-6, p 9-44
Vehicle Height 4.25 ft §3.2.6.1, p 3-15 Single-Unit Tuck 9.5 sec Tbl 9-6, p 9-44
Driver Eye Location Combination Truck 11.5 sec Tbl 9-6, p 9-44
From Edge of Major Rd Traveled Way 14.50 ft §9.5.3.2.1, p 9-43
Deceleration Rate (a)Time gap adjustments
Passenger Vehicle 11.20 ft/sec2 §3.2.2.2, p 3-4 Add'l lanes to cross (1st is assumed)
Truck N/A ft Passenger Car 0.5 sec See Notes
Brake reaction time (t) 2.50 sec §3.2.2.1, p 3-3 Trucks 0.7 sec below
Minor Approach Upgrade (Per each 1%>3%) 0.2 sec Tbl 9-5, p 9-37
Site Specific Data (Bike & turn lanes are outside traveled way and are not considered)Major Street Design Speed (Vmajor)35 MPH Site data
Grades - Approaching Minor Street from: (─ = approaching downhill)Major Road Lanes on Left Approach 4.0 §9.5.3.2.1, p 9-44
Left (GL)%Minor Road Approach Upgrade, if >3% 0 % §9.5.3.2.1, p 9-44Right (GR)%
Approach Grade Adjustment Factor Left 1.0 Tbl 9-5, p 9-42
Right 1.0 Time Gap based on site data
Major Road Through Lanes on Each Approach 4.0 (Use 1 for RI/RO[/LI] only)Design Vehicle Gap+Adj for Approach Grade>3%+Adjs for Add'l Lanes & Median
Median Width (in "Lane Equivalents") (Use 0 for RI/RO[/LI] only) Passenger Car 9.0 sec
Minor Road Approach Upgrade, if >3% % Single-Unit Tuck 11.6 sec
Minor Road Access (check restricted)xx Combination Truck 13.6 sec
LI LO/Th RO
ISD to left & right along Major Road ISD=1.47Vmajortg (ft) Eq 9-1, p 9-45
Stopping Sight Distance = Brake Reaction Distance + Braking Distance
Neglecting Effect of Grade V2 Eq 3-2, p 3-5 ISD to Left
a and Right
Passenger Car calculated ISD= 463.1 ft
Calculated d= 246.2 ft design ISD= 465 ft
Design d= 250 ft
Single-Unit Tuck calculated ISD= 596.8 ft
With Effect of Grade V2 Eq 3-3, p 3-5 design ISD= 600 ft
a
32.2 Combination Truck calculated ISD= 699.7 ft
design ISD= 700 ft
Calculated d= 246.4 ft - left
250 ft - right
Design d= 246.4 ft - left
250 ft - right
SSD's do not consider design for truck operations, since better visibility is
considered to offset longer braking distance. §3.2.2.5, p 3-6
Appendix L Appendix L
Page 1 of 4 Page 2 of 4 September 2024
d=1.47Vt+1.075
d=1.47Vt+
30(( )±G)
September 2024
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market Sight Distance Analysis Renton Market Sight Distance Analysis
Location: 2nd Street Ingress Location: 2nd Street Ingress
Intersection Sight Distances (cont'd)Intersection Sight Distances (cont'd)
AASHTO Ref AASHTO Ref
Case B2─Right Turn from the Minor Road §9.5.3.2.2, p 9-47 Case F─Left Turns from the Major Road §9.5.3.6, p 9-56
&
Case B3─Crossing Maneuver from the Minor Road §9.5.3.2.3, p 9-48 Design Vehicle Time Gap (tg)
Passenger Car 5.5 sec Tbl 9-16, p 9-57
Design Vehicle Time Gap (tg) Single-Unit Tuck 6.5 sec Tbl 9-16, p 9-57
Passenger Car 6.5 sec Tbl 9-8, p 9-47 Combination Truck 7.5 sec Tbl 9-16, p 9-57
Single-Unit Tuck 8.5 sec &
Combination Truck 10.5 sec Tbl 9-10, p 9-49 Time gap adjustments
Add'l lanes to cross (1 assumed)
Time gap adjustments Passenger Car 0.5 sec See Notes to
Add'l lanes to cross (1st is assumed) - Case B-3 Only* Trucks 0.7 sec Tbl 9-16, p 9-57
Passenger Car 0.5 sec See Notes
Trucks 0.7 sec below Site data
Minor Approach Upgrade (Per each 1%>3%)Opposing Lanes (adj'd for x-wide median) 3.0
Case B-2 Only 0.1 sec Tbl 9-8, p 9-47
Case B-3 Only 0.2 sec Tbl 9-10, p 9-49 Time Gap based on site data
Design Vehicle Gap+Adj for Add'l Opposing Lanes
Site data Passenger Car 7.0 sec
Major Road Lanes on Left Approach 4.0 §9.5.3.2.2, p 9-47 Single-Unit Tuck 8.6 sec
Minor Road Approach Upgrade, if >3% 0 % §9.5.3.2.2, p 9-47 Combination Truck 9.6 sec
ISD to front along Major Road ISD=1.47Vmajortg (ft) Eq 9-1, p 9-45
Time Gap based on site data (sec) B2 & B3 B3 Only Passenger Car calculated ISD= 360.2 ft
Design Vehicle Gap+Adj for Approach Grade>3%(+Adjs for Add'l Lanes & Median for B3)design ISD= 365 ft
Passenger Car 8.0 9.5
Single-Unit Tuck 10.6 12.7 Single-Unit Tuck calculated ISD= 442.5 ft
Combination Truck 12.6 14.7 design ISD= 445 ft
ISD to left (B2/B3) & right (B3) along Major Rd ISD=1.47Vmajortg (ft) Eq 9-1, p 9-45 Combination Truck calculated ISD= 493.9 ft
design ISD= 495 ft
ISD to Left ISD to right
(B2 & B3) (B3 Only) The differences between Case F and Cases B1, B2 & B3 are reduced
Passenger Car calculated ISD= 411.6 488.8 time gaps and no time gap adjustment for any minor approach upgrade. §9.5.3.6, p 9-58
design ISD= 415 490
SIGHT DISTANCE SUMMARY
Single-Unit Tuck calculated ISD=545.4 653.4 Governing Combo
design ISD= 550 655 Sight Distance Type Case Car SU Truck Truck
Combination Truck calculated ISD=648.3 756.3 Stopping
design ISD= 650 760 Without effect of grade 250 N/A N/A
With effect of grade on left 250 N/A N/A
*Number of major road lanes is irrelevant in Case B2.With effect of grade on right 250 N/A N/A
Intersection
The differences between Case B1 and Cases B2 & B3 are reduced To Right B3 Restricted Restricted Restricted
time gaps and time gap adjustment for the minor approach upgrade. §9.5.3.2.3, p 9-48 To Left B2/B3 415 550 650
On Major Road F 365 445 495
Appendix L Appendix L
Page 3 of 4 September 2024 Page 4 of 4 September 2024
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market Sight Distance Analysis Renton Market Sight Distance Analysis
Location: Burnett Avenue Location: Burnett Avenue
Assumptions and/or Givens Intersection Sight Distances
Elements of Design from AASHTO 6th Edition AASHTO Ref AASHTO Ref
Driver Eye Height Case B─Intersections with Stop Control on the Minor Road §9.5.3.2, p 9-42
Passenger Vehicle 3.50 ft §3.2.6.1, p 3-15
Truck 7.60 ft §3.2.6.1, p 3-15 Case B1─Left Turn from the Minor Road §9.5.3.2.1, p 9-43
Object Height
Stopping Sight Distance 2.00 ft §3.2.6.2, p 3-15 Design Vehicle Time Gap (tg)
Passing Sight Distance 3.50 ft §3.2.6.2, p 3-15 Passenger Car 7.5 sec Tbl 9-6, p 9-44
Vehicle Height 4.25 ft §3.2.6.1, p 3-15 Single-Unit Tuck 9.5 sec Tbl 9-6, p 9-44
Driver Eye Location Combination Truck 11.5 sec Tbl 9-6, p 9-44
From Edge of Major Rd Traveled Way 14.50 ft §9.5.3.2.1, p 9-43
Deceleration Rate (a)Time gap adjustments
Passenger Vehicle 11.20 ft/sec2 §3.2.2.2, p 3-4 Add'l lanes to cross (1st is assumed)
Truck N/A ft Passenger Car 0.5 sec See Notes
Brake reaction time (t) 2.50 sec §3.2.2.1, p 3-3 Trucks 0.7 sec below
Minor Approach Upgrade (Per each 1%>3%) 0.2 sec Tbl 9-5, p 9-37
Site Specific Data (Bike & turn lanes are outside traveled way and are not considered)Major Street Design Speed (Vmajor)35 MPH Site data
Grades - Approaching Minor Street from: (─ = approaching downhill)Major Road Lanes on Left Approach 1.0 §9.5.3.2.1, p 9-44
Left (GL)%Minor Road Approach Upgrade, if >3% 0 % §9.5.3.2.1, p 9-44Right (GR)%
Approach Grade Adjustment Factor Left 1.0 Tbl 9-5, p 9-42
Right 1.0 Time Gap based on site data
Major Road Through Lanes on Each Approach 1.0 (Use 1 for RI/RO[/LI] only)Design Vehicle Gap+Adj for Approach Grade>3%+Adjs for Add'l Lanes & Median
Median Width (in "Lane Equivalents") (Use 0 for RI/RO[/LI] only) Passenger Car 7.5 sec
Minor Road Approach Upgrade, if >3% % Single-Unit Tuck 9.5 sec
Minor Road Access (check restricted)xx Combination Truck 11.5 sec
LI LO/Th RO
ISD to left & right along Major Road ISD=1.47Vmajortg (ft) Eq 9-1, p 9-45
Stopping Sight Distance = Brake Reaction Distance + Braking Distance
Neglecting Effect of Grade V2 Eq 3-2, p 3-5 ISD to Left
a and Right
Passenger Car calculated ISD= 385.9 ft
Calculated d= 246.2 ft design ISD= 390 ft
Design d= 250 ft
Single-Unit Tuck calculated ISD= 488.8 ft
With Effect of Grade V2 Eq 3-3, p 3-5 design ISD= 490 ft
a
32.2 Combination Truck calculated ISD= 591.7 ft
design ISD= 595 ft
Calculated d= 246.4 ft - left
250 ft - right
Design d= 246.4 ft - left
250 ft - right
SSD's do not consider design for truck operations, since better visibility is
considered to offset longer braking distance. §3.2.2.5, p 3-6
Appendix L Appendix L
Page 1 of 4 Page 2 of 4 September 2024
d=1.47Vt+1.075
d=1.47Vt+
30(( )±G)
September 2024
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942
Renton Market Sight Distance Analysis Renton Market Sight Distance Analysis
Location: Burnett Avenue Location: Burnett Avenue
Intersection Sight Distances (cont'd)Intersection Sight Distances (cont'd)
AASHTO Ref AASHTO Ref
Case B2─Right Turn from the Minor Road §9.5.3.2.2, p 9-47 Case F─Left Turns from the Major Road §9.5.3.6, p 9-56
&
Case B3─Crossing Maneuver from the Minor Road §9.5.3.2.3, p 9-48 Design Vehicle Time Gap (tg)
Passenger Car 5.5 sec Tbl 9-16, p 9-57
Design Vehicle Time Gap (tg) Single-Unit Tuck 6.5 sec Tbl 9-16, p 9-57
Passenger Car 6.5 sec Tbl 9-8, p 9-47 Combination Truck 7.5 sec Tbl 9-16, p 9-57
Single-Unit Tuck 8.5 sec &
Combination Truck 10.5 sec Tbl 9-10, p 9-49 Time gap adjustments
Add'l lanes to cross (1 assumed)
Time gap adjustments Passenger Car 0.5 sec See Notes to
Add'l lanes to cross (1st is assumed) - Case B-3 Only* Trucks 0.7 sec Tbl 9-16, p 9-57
Passenger Car 0.5 sec See Notes
Trucks 0.7 sec below Site data
Minor Approach Upgrade (Per each 1%>3%)Opposing Lanes (adj'd for x-wide median) 0.0
Case B-2 Only 0.1 sec Tbl 9-8, p 9-47
Case B-3 Only 0.2 sec Tbl 9-10, p 9-49 Time Gap based on site data
Design Vehicle Gap+Adj for Add'l Opposing Lanes
Site data Passenger Car 5.5 sec
Major Road Lanes on Left Approach 1.0 §9.5.3.2.2, p 9-47 Single-Unit Tuck 6.5 sec
Minor Road Approach Upgrade, if >3% 0 % §9.5.3.2.2, p 9-47 Combination Truck 7.5 sec
ISD to front along Major Road ISD=1.47Vmajortg (ft) Eq 9-1, p 9-45
Time Gap based on site data (sec) B2 & B3 B3 Only Passenger Car calculated ISD= 283.0 ft
Design Vehicle Gap+Adj for Approach Grade>3%(+Adjs for Add'l Lanes & Median for B3)design ISD= 285 ft
Passenger Car 6.5 6.5
Single-Unit Tuck 8.5 8.5 Single-Unit Tuck calculated ISD= 334.4 ft
Combination Truck 10.5 10.5 design ISD= 335 ft
ISD to left (B2/B3) & right (B3) along Major Rd ISD=1.47Vmajortg (ft) Eq 9-1, p 9-45 Combination Truck calculated ISD= 385.9 ft
design ISD= 390 ft
ISD to Left ISD to right
(B2 & B3) (B3 Only) The differences between Case F and Cases B1, B2 & B3 are reduced
Passenger Car calculated ISD= 334.4 334.4 time gaps and no time gap adjustment for any minor approach upgrade. §9.5.3.6, p 9-58
design ISD= 335 335
SIGHT DISTANCE SUMMARY
Single-Unit Tuck calculated ISD=437.3 437.3 Governing Combo
design ISD= 440 440 Sight Distance Type Case Car SU Truck Truck
Combination Truck calculated ISD=540.2 540.2 Stopping
design ISD= 545 545 Without effect of grade 250 N/A N/A
With effect of grade on left 250 N/A N/A
*Number of major road lanes is irrelevant in Case B2.With effect of grade on right 250 N/A N/A
Intersection
The differences between Case B1 and Cases B2 & B3 are reduced To Right B3 Restricted Restricted Restricted
time gaps and time gap adjustment for the minor approach upgrade. §9.5.3.2.3, p 9-48 To Left B2/B3 335 440 545
On Major Road F Restricted Restricted Restricted
Appendix L Appendix L
Page 3 of 4 September 2024 Page 4 of 4 September 2024
Docusign Envelope ID: 771C088A-AD2F-443F-9D07-1EF19280E942