HomeMy WebLinkAboutRS_Transportation_Impact_Analysis_2018.pdf
Chick-fil-A
Renton, WA
PRE17-000838
Transportation Impact Analysis
August 13, 2018
Prepared for:
Chick-fil-A Inc.
15635 Alton Parkway, Suite 350
Irvine, CA 92618
Prepared by:
TENW
Transportation Engineering NorthWest
11400 SE 8th Street, Suite 200
Bellevue, WA 98004
Office: (425) 889-6747
Fax: (425) 889-8369
Transportation Impact Analysis
Chick-fil-A – Renton, WA
TENW August 13, 2018
Page i
Table of Contents
FINDINGS/CONCLUSIONS .................................................................................................. 1
INTRODUCTION ................................................................................................................. 3
Project Description ................................................................................................................ 3
Project Approach ................................................................................................................. 3
Primary Data and Information Sources ...................................................................................... 3
EXISTING CONDITIONS ....................................................................................................... 6
Roadway Network ............................................................................................................... 6
Existing Traffic Volumes .......................................................................................................... 6
Public Transportation Services ................................................................................................. 6
Level of Service .................................................................................................................... 9
Collision History ................................................................................................................. 10
FUTURE TRAFFIC CONDITIONS AND TRAFFIC IMPACTS ......................................................... 11
Planned Transportation Improvements ..................................................................................... 11
Project Trip Generation ........................................................................................................ 11
Project Trip Distribution and Assignment .................................................................................. 11
Future Traffic Volumes .......................................................................................................... 12
Future Level of Service ......................................................................................................... 12
Site Access Assessment ........................................................................................................ 13
Parking Analysis ................................................................................................................. 13
Traffic and Parking Management Plan .................................................................................... 14
MITIGATION .................................................................................................................... 15
Appendices
Appendix A – Peak Hour Turning Movement Counts
Appendix B – Level of Service (LOS) Calculations
Appendix C – Trip Generation Calculations
Appendix D – Site Access Level of Service (LOS) and Queue Calculations
Transportation Impact Analysis
Chick-fil-A – Renton, WA
TENW August 13, 2018
Page ii
List of Figures and Tables
Figure 1 Project Site Vicinity ....................................................................................................... 4
Figure 2 Preliminary Site Plan ..................................................................................................... 5
Figure 3 AM Peak Hour Traffic Volumes ....................................................................................... 7
Figure 4 PM Peak Hour Traffic Volumes ........................................................................................ 8
Table 1 Existing Roadway Network Summary – Project Site Vicinity .................................................. 6
Table 2 LOS Criteria for Signalized and Stop-Controlled Intersections1 .............................................. 9
Table 3 2018 Existing Peak Hour Level of Service Summary ......................................................... 10
Table 4 Collision Data Summary, January 1, 2014 to December 31, 2016 .................................... 10
Table 5 Trip Generation Summary ............................................................................................ 11
Table 6 Project Trip Distribution................................................................................................ 11
Table 7 Year 2020 Peak Hour Level of Service Summary ............................................................. 12
Table 8 Site Access Peak Hour LOS & Queue Summary ............................................................... 13
Transportation Impact Analysis
Chick-fil-A – Renton, WA
TENW August 13, 2018
Page 1
FINDINGS/CONCLUSIONS
This transportation impact analysis (TIA) has been prepared for the proposed Chick-fil-A Restaurant
project located at 361 Rainier Avenue S in Renton.
Project Proposal. The project proposal includes a 4,195 square foot (SF) Chick-fil-A fast-food
restaurant with a drive-through window on a site that is currently vacant (formerly occupied by
Diamond LilÊs Restaurant). Vehicular access to the site is proposed at two locations: one via the
Rainier Avenue S / S 3rd Place signalized intersection and the other via a right-in/right-out driveway
north of the signal. Full buildout of the project is estimated to occur in 2020.
Trip Generation. The proposed project is estimated to generate 988 new weekday daily trips
with 86 new trips occurring during the weekday AM peak hour (44 entering, 22 exiting) and 68
new trips occurring during the weekday PM peak hour (35 entering, 33 exiting).
Future Year LOS. LOS analyses were conducted for future year 2020 AM and PM peak hour
conditions at the Rainier Avenue S / S 3rd Place signalized intersection. Based on the analysis
results, the signalized study intersection is expected to operate at LOS C or better in 2020 with the
proposed Chick-fil-A Restaurant project.
Site Access Analysis. The individual movements at the proposed right-in/right-out driveway on
Rainier Avenue S are expected to operate at LOS B or better in 2019 with 95th percentile queues
anticipated to be less than 25 feet during both the AM and PM peak hours.
Parking Evaluation. The project proposes a total of 42 on-site surface parking stalls. Peak parking
demand was estimated based on rates included in the ITE Parking Generation manual, which has
an average peak period parking demand rate for a fast-food restaurant with drive-through window
of 9.98 vehicles per 1,000 SF. Applying the peak parking demand rate to the proposed Chick-fil-A
Restaurant results in a total estimated peak parking demand of 42 stalls (9.98 X 4,195 / 1000).
The 42 proposed on-site parking stalls would accommodate this peak parking demand.
Parking Modification. The project proposes 42 stalls which exceeds the City coded allowance
of 1 stall per 75 SF of dining area. To ensure public safety and minimize impact to adjacent
properties, it is imperative that adequate on-site parking is provided for customers and to
accommodate traffic circulation. Having adequate on-site parking and drive-thru queuing will prevent
parking spill-over onto adjacent businesses and neighborhoods. If delays in the drive-thru are too
long, customers will intuitively park on-site and go inside the restaurant. Without adequate on-site
parking and good circulation, dine-in customers will create parking spillover. This can be avoiding
by allowing the site to provide the amount of proposed parking greater than code allows.
Mitigation.
Off-Site Improvements. Based on the results of the analysis, the existing transportation
facilities are anticipated to accommodate the additional traffic generated by the proposed
Chick-fil-A Restaurant project. No project-specific off-site transportation mitigation is
proposed.
Transportation Impact Analysis
Chick-fil-A – Renton, WA
TENW August 13, 2018
Page 2
Transportation Impact Fees. To mitigate long-term traffic impacts, the City of Renton requires
payment of a traffic impact fee. The CityÊs currently adopted impact fee rates are $90.36
per square foot of fast-food restaurant with drive-through window use and $30.48 per square
foot of sit-down restaurant use. Based on the current site plan, with credit for the former
Diamond LilÊs Restaurant, the net impact fee for the proposed project would be
$225,166.68. The CityÊs impact fee rate is subject to change.
Traffic and Parking Management Plan. During the opening weeks of the Chick-fil-A
Restaurant, it is expected that higher traffic levels and parking needs will be generated similar
to other recent openings in the region. As a result, a Traffic and Parking Management Plan
has been developed that will help direct entering and exiting vehicles for Chick-fil-A drive-
through and walk-up patrons to areas within the site to help reduce impacts to the shared
parking areas and drive aisles of the retail center, and to eliminate queue spill-back onto
adjacent streets.
Implementation of the Traffic and Parking Management Plan is proposed to mitigate short-
term transportation impacts, and payment of the pro-rata transportation costs is proposed to
mitigate long-term transportation impacts of the proposed Chick-fil-A development.
Transportation Impact Analysis
Chick-fil-A – Renton, WA
TENW August 13, 2018
Page 3
INTRODUCTION
This transportation impact analysis (TIA) has been prepared for the proposed Chick-fil-A Restaurant
project located at 361 Rainier Avenue S in Renton as shown in the Figure 1 Vicinity Map.
Project Description
The project proposal includes a 4,195 square foot (SF) Chick-fil-A fast-food restaurant with a drive-
through window and 42 parking stalls on a site that is currently vacant (formerly Diamond LilÊs
Restaurant). Vehicular access to the site is proposed at two locations: one on S 3rd Place west of
Rainier Avenue S signalized intersection, other via a right-in/right-out driveway north of the signal.
Full buildout of the project is anticipated in 2020. A preliminary site plan is provided in Figure 2.
Project Approach
To analyze the traffic impacts from the project, the following tasks were undertaken:
· Assessed existing conditions through field reconnaissance and reviewed existing
planning documents;
· Described and assessed existing transportation conditions in the area;
· Documented collision histories at study intersections;
· Documented planned transportation improvements in the site vicinity;
· Documented existing traffic volumes and intersection levels of service (LOS) at the
Rainier Avenue S / S 3rd Place study intersection during the weekday AM and PM
peak hours;
· Estimated trip generation and documented trip distribution and assignment of AM
and PM peak hour project-generated traffic;
· Documented traffic forecasts and assumptions for year 2020 conditions at the off-
site study intersection without and with the proposed development;
· Analyzed weekday AM and PM peak hour LOS for year 2020 conditions at the off-
site study intersection without and with the proposed development;
· Assessed operations at the proposed site access locations, including LOS and
queuing during weekday AM and PM peak hour conditions;
· Identified transportation mitigation to the City of Renton.
Primary Data and Information Sources
· City of Renton Comprehensive Plan Transportation Element, June 22, 2015.
· City of Renton 2018 - 2023 Transportation Improvement Program.
· ITE Trip Generation Manual, 10th Edition, 2017.
· AM and PM Peak Hour traffic counts by All Traffic Data, June 2018.
· Highway Capacity Manual (HCM 6th Edition), 2016.
· Washington State Department of Transportation (WSDOT) Collision Data, 2015-
2017.
Transportation Impact Analysis
Chick-fil-A – Renton, WA
TENW August 13, 2018
Page 4
Figure 1 Project Site Vicinity
Transportation Impact Analysis
Chick-fil-A – Renton, WA
TENW August 13, 2018
Page 5
Figure 2 Preliminary Site Plan
Transportation Impact Analysis
Chick-fil-A – Renton, WA
TENW August 13, 2018
Page 6
EXISTING CONDITIONS
Roadway Network
The primary anticipated travel route to and from the site in the City of Renton includes Rainier Avenue
S. Descriptions of this roadway are included in Table 1 below.
Table 1
Existing Roadway Network Summary – Project Site Vicinity
Roadway Orientation Classification
Speed
Limit
Number
of Lanes
Street
Parking Sidewalks
Rainier Avenue S N-S Principal
Arterial 35 6 None Both
Sides
The intersection of Rainier Ave S and S 3rd Place is identified as a study intersection for the purpose
of this traffic analysis. The intersection is signalized with crosswalks on all 4 legs.
Existing Traffic Volumes
Existing weekday AM and PM peak hour traffic volumes at the Rainier Avenue S / S 3rd Place off-
site study intersection were based on counts conducted by All Traffic Data in June 2018. Figure 3
illustrates the 2018 existing AM and PM peak hour traffic volumes at the study intersection. The
detailed peak hour turning movement count sheets are provided in Appendix A.
Public Transportation Services
Public transportation in the immediate project vicinity is served by King County Metro Transit. The
closet transit stop is located on Rainier Avenue S, south of S 3rd Place. This stop provide access to
King County Metro Transit routes 102, 167, 169, and RapidRide F Line.
Route 102 offers weekday service between Fairwood and Downtown Seattle. Weekday service
runs from approximately 4:45 a.m. to 7:00 p.m. with approximate 15-minute headways.
Route 167 offers weekday service between South Renton Park & Ride and University District.
Weekday service runs from approximately 6:00 a.m. to 6:30 p.m. with approximate 30-minute
headways.
Route 169 offers weekday service between Kent Station and the Renton Transit Center. Weekday
service runs from approximately 4:30 a.m. to 1:00 a.m. with approximate 30-minute headways.
RapidRide F Line offers weekday and weekend service between Burien, Tukwila International Blvd
Link Station, the Renton Transit Center, and The Landing. Weekday service runs from approximately
4:45 a.m. to 1:00 a.m. with approximate 15-minute headways.
Transportation Impact Analysis
Chick-fil-A – Renton, WA
TENW August 13, 2018
Page 7
Figure 3 AM Peak Hour Traffic Volumes
Transportation Impact Analysis
Chick-fil-A – Renton, WA
TENW August 13, 2018
Page 8
Figure 4 PM Peak Hour Traffic Volumes
Transportation Impact Analysis
Chick-fil-A – Renton, WA
TENW August 13, 2018
Page 9
Level of Service
Level of service (LOS) analyses were conducted at the Rainier Avenue S / S 3rd Place off-site study
intersection during the weekday AM and PM peak hours.
LOS generally refers to the degree of congestion on a roadway or intersection. It is a measure of
vehicle operating speed, travel time, travel delays, and driving comfort. A letter scale from A to F
generally describes intersection LOS. At signalized intersections, LOS A represents free-flow
conditions (motorists experience little or no delays), and LOS F represents forced-flow conditions
where motorists experience an average delay in excess of 80 seconds per vehicle.
The LOS reported for signalized intersections represents the average control delay (sec/veh) and can
be reported for the overall intersection, for each approach, and for each lane group (additional v/c
ratio criteria apply to lane group LOS only).
The LOS reported at stop-controlled intersections is based on the average control delay and can be
reported for each controlled minor approach, controlled minor lane group, and controlled major-
street movement (and for the overall intersection at all-way stop controlled intersections. Additional
v/c ratio criteria apply to lane group or movement LOS only). Table 2 outlines the current HCM 6th
Edition LOS criteria for signalized and stop-controlled intersections based on these methodologies.
Table 2
LOS Criteria for Signalized and Stop-Controlled Intersections1
SIGNALIZED INTERSECTIONS STOP-CONTROLLED INTERSECTIONS
LOS by Volume-to
Capacity (V/C) Ratio2
LOS by Volume-to
Capacity (V/C) Ratio3
Control Delay
(sec/veh) £ 1.0 > 1.0
Control Delay
(sec/veh) £ 1.0 > 1.0
£ 10 A F £ 10 A F
> 10 to £ 20 B F > 10 to £ 15 B F
> 20 to £ 35 C F > 15 to £ 25 C F
> 35 to £ 55 D F > 25 to £ 35 D F
> 55 to £ 80 E F > 35 to £ 50 E F
> 80 F F > 50 F F
1 Source: Highway Capacity Manual (6th Edition), Transportation Research Board, 2016.
2 For approach-based and intersection-wide assessments at signals, LOS is defined solely by control delay.
3 For two-way stop controlled intersections, the LOS criteria apply to each lane on a given approach and to each approach
on the minor street. LOS is not calculated for major-street approaches or for the intersection as a whole at two-way stop
controlled intersections. For approach-based and intersection-wide assessments at all-way stop controlled intersections,
LOS is solely defined by control delay.
Level of service calculations for intersections were based on methodology and procedures outlined
in the latest Highway Capacity Manual (6th Edition) using Synchro 10.1 traffic analysis software.
The 2018 existing AM and PM peak hour LOS analysis results for the Rainier Avenue S / S 3rd Place
study intersection are summarized in Table 3. The 2018 existing LOS worksheets are included in
Appendix B.
Transportation Impact Analysis
Chick-fil-A – Renton, WA
TENW August 13, 2018
Page 10
Table 3
2018 Existing Peak Hour Level of Service Summary
2018 Existing
Time Period / Study Intersection LOS
Delay
(sec)
AM Peak Hour
Rainier Avenue S / S 3rd Place B 12.8
PM Peak Hour
Rainier Avenue S / S 3rd Place C 25.7
1. Results based on HCM Methodologies (6th Edition).
As shown in Table 3, the existing Rainier Avenue S / S 3rd Place signalized intersection currently
operates at LOS C or better during both the AM and PM peak hours.
Collision History
Historic collisions at the study intersections were analyzed for the three-year period from 2015 to
2017. Collision data was provided by WSDOT. Summaries of the total and yearly average
collisions during this period are provided in Table 4.
Table 4
Collision Data Summary, January 1, 2014 to December 31, 2016
Location 2015 2016 2017
Three-Year
Total
Collisions
Average
Annual
Collisions
Intersection
Rainier Avenue S / S 3rd Place 7 2 7 16 5.33
Segment
Rainier Avenue S between
SW Sunset Blvd and S 3rd Pl 8 6 10 24 8.00
Source: WSDOT Collision Records.
Transportation Impact Analysis
Chick-fil-A – Renton, WA
TENW August 13, 2018
Page 11
FUTURE TRAFFIC CONDITIONS AND TRAFFIC IMPACTS
Planned Transportation Improvements
This section documents the known planned transportation improvements included in the City of
RentonÊs 2018-2023 Transportation Improvement Program (TIP). Based on the most recent TIP, there
are no planned improvements in the project study area.
Project Trip Generation
The trip generation estimate for the proposed 4,195 SF Chick-fil-A Restaurant with drive-thru was
based on methodology included in the Institute of Transportation Engineers (ITE) Trip Generation
Manual, 10th edition for Land Use Code (LUC) 934 (Fast-Food Restaurant with Drive-Through
Window).
Adjustments to the trip generation estimates were made to account for pass-by trips which are made
by vehicles that are already on adjacent streets and make intermediate stops at the site en-route to a
primary destination (e.g. on the way home from work). The resulting net new weekday daily, AM,
and PM peak hour trip generation associated with the proposed project is summarized in Table 5.
Table 5
Trip Generation Summary
Net New Trips Generated
Weekday Time Period In Out Total
Weekday Daily 494 494 988
Weekday AM Peak Hour 44 42 86
Weekday PM Peak Hour 35 33 68
As shown in Table 5, the proposed project is estimated to generate 988 net new weekday daily
trips, with 86 net new trips occurring during the weekday AM peak hour (44 entering, 42 exiting),
and 68 net new trips occurring during the weekday PM peak hour (35 entering, 33 exiting). Detailed
trip generation calculations are included in Attachment C.
Project Trip Distribution and Assignment
The distribution and assignment of the net new AM and PM peak hour project trips were estimated
based existing traffic counts in the area and anticipated travel patterns. The following Table 6
summarizes the general trip distribution patterns. The project trip distribution and assignment through
the site driveways and the study intersection are shown in Figure 4.
Table 6
Project Trip Distribution
Route (Direction) Trip Distribution
Rainier Avenue S (north) 50%
Rainier Avenue S (south) 45%
S 3rd Place (east) 5%
TOTAL 100%
Transportation Impact Analysis
Chick-fil-A – Renton, WA
TENW August 13, 2018
Page 12
Future Traffic Volumes
Year 2020 No Action (without project) peak hour traffic volumes were estimated by applying a 3
percent annual background growth rate to the existing volumes (confirmed by City staff). The 2020
With-Project traffic volumes were determined by adding the trip assignment from the proposed
development to the future 2020 No Action traffic volumes.
The 2020 No Action and 2020 With-Project AM and PM peak hour traffic volumes were shown
previously in Figures 3 and 4.
Future Level of Service
Future year 2020 Level of Service (LOS) analyses were conducted at the Rainier Avenue S / S 3rd
Place off-site study intersection for year 2020 weekday AM and PM peak hour No Action (without
project) conditions and for year 2020 With-Project conditions.
Existing intersection geometry was assumed at the study intersection as there are no planned
improvements at this intersection.
The 2020 weekday AM and PM peak hour LOS results at the study intersection without and with the
proposed project are summarized in Table 7. The LOS worksheets are included in Appendix C.
Table 7
Year 2020 Peak Hour Level of Service Summary
2020 No Action 2020 With-Project
Time Period / Study Intersection LOS
Delay
(sec) LOS
Delay
(sec)
AM Peak Hour
Rainier Avenue S / S 3rd Place B 13.3 B 18.2
PM Peak Hour
Rainier Avenue S / S 3rd Place C 26.9 C 29.9
1. Results based on HCM Methodologies (6th Edition).
As shown in Table 7, the Rainier Avenue / S 3rd Place signalized intersection is anticipated to
operate at LOS C or better in 2020 during both the weekday AM and PM peak hours with or without
the proposed Chick-fil-A project.
Transportation Impact Analysis
Chick-fil-A – Renton, WA
TENW August 13, 2018
Page 13
Site Access Assessment
Vehicular access to the site is proposed at two driveway locations:
(1) on S 3rd Place just west of the Rainier Avenue S signalized intersection
(2) a right-in/right-out driveway north of the signal.
To evaluate operations of the proposed site access on Rainier Avenue S, level of service (LOS) and
queuing were analyzed, which are described next.
LOS and Queue Analysis
The LOS and queue calculations were conducted using Synchro 10.1 software based on
methodology outlined in the latest edition of the Highway Capacity Manual (6th Edition). The
reported queues are estimated 95th percentile queues that are exceeded only 5 percent of the time.
Table 8 summarizes the results of the 2020 with-project LOS and queue analyses. The LOS and
queue calculation sheets are included in Appendix D.
Table 8
Site Access Peak Hour LOS & Queue Summary
AM Peak Hour PM Peak Hour
Study Intersection (movement) LOS
Delay
(sec)
95th %
Queue LOS
Delay
(sec)
95th %
Queue
Rainier Avenue S / RIRO Driveway
Eastbound Right-Turn B 13.4 < 25’ C 22.0 < 25’
1. Results based on HCM Methodologies (6th Edition).
As shown in Table 8, the exiting right-turn movement at the proposed site access driveway on Rainier
Avenue S is expected to operate at an acceptable level (LOS C or better) during the weekday AM
and PM peak hours in 2020 with the proposed project. Vehicle queues are all estimated to be
statistically 1 vehicle or less.
Parking Analysis
A parking analysis was completed for the proposed Chick-fil-A Restaurant project to evaluate the
estimated peak parking demand as it compares proposed parking supply, and to propose a
modification to allow more than the maximum allowed by code (1 stall per 75 SF of dining area).
Parking Supply. The project proposes a total of 42 on-site surface parking stalls.
Parking Demand. The peak parking demand for the proposed 4,195 SF fast-food restaurant was
estimated based on rates included in the ITE Parking Generation manual, 4th edition for LUC 934
(Fast-Food Restaurant with Drive-Through Window). Per ITE, the average peak period parking
demand rate for a fast-food restaurant with drive-through window is 9.98 vehicles per 1,000 SF.
Applying the peak parking demand rate to the proposed Chick-fil-A Restaurant results in a total
Transportation Impact Analysis
Chick-fil-A – Renton, WA
TENW August 13, 2018
Page 14
estimated peak parking demand of 42 stalls (9.98 X 4,195 / 1000). The 42 proposed on-site
parking stalls would accommodate this peak parking demand.
Code Required Parking Supply. Per City of Renton Municipal Code section 4-4-080 (Parking,
Loading, and Driveway Regulations), a minimum and maximum of 1 stall per 75 SF of dining area
is required. The proposed Chick-fil-A Restaurant consists of 1,473 SF of dining area, which results
in a minimum and maximum required parking supply of 20 stalls (1,473 SF / 75).
Code Required Drive-Through Stacking. City of Renton Municipal Code section 4-4-080 (Parking,
Loading, and Driveway Regulations), the drive-through facility shall provide sufficient on-site vehicle
stacking space (typically 5 spaces per window are required). The proposed Chick-fil-A Restaurant
includes drive-through stacking space for 15 vehicles, which is intended to minimize drive-through
impacts to on-site circulation and parking.
Justification for Parking Modification. To ensure public safety and minimize impact to adjacent
properties, it is imperative that adequate on-site parking is provided for customers and to
accommodate traffic circulation. Having adequate on-site parking and drive-thru queuing will prevent
parking spill-over onto adjacent businesses and neighborhoods. If delays in the drive-thru are too
long, customers will intuitively park on-site and go inside the restaurant. Without adequate on-site
parking and good circulation, dine-in customers will create parking spillover. This can be avoided
by allowing the site to provide the amount of proposed parking greater than code allows.
Traffic and Parking Management Plan
During Opening Weeks, a combination of manual control and signage is proposed to be utilized.
Manual control will include presence of a Chick-fil-A staff, certified flagger, and/or police officer that
will be positioned strategically on the site to help direct entering Chick-fil-A vehicle traffic. Any traffic
in the public ROW will be managed by a police officer. Signage will direct customers and used to
restrict parking for Chick-fil-A customers in neighboring properties. The following measures are
proposed:
· Chick-fil-A drive-through traffic will be directed to access the drive-through from either access
on Rainier and 3rd Place. A police officer will be positioned at the Rainier Ave S driveway
to ensure drive-through queues do not extend back onto Rainier Ave S.
· A Chick-fil-A staff member will be positioned at the exit of the drive-through to direct exiting
traffic to use the southwest access to S 3rd Place.
· Signage will be located at the southwest access indicating no Chick-fil-A parking on adjacent
businesses.
These traffic management plan measures are intended to help direct entering vehicles to the on-site
drive-through queue area and eliminate queue spill-back onto adjacent streets. It is expected that the
duration of the management plan will be reviewed and collaborated with City staff.
Transportation Impact Analysis
Chick-fil-A – Renton, WA
TENW August 13, 2018
Page 15
MITIGATION
The following measures are proposed to mitigation the transportation and parking impacts of the
proposed 4,195 SF Chick-fil-A restaurant with drive-through.
Off-Site Improvements. Based on the results of the analysis, the existing transportation facilities are
anticipated to accommodate the additional traffic generated by the proposed project. No project-
specific off-site transportation improvements are proposed.
Transportation Impact Fees. To mitigate long-term traffic impacts, the City of Renton requires payment
of a traffic impact fee. The CityÊs currently adopted impact fee rates are $90.36 per SF of fast-food
restaurant with drive-through window use and $30.48 per SF of sit-down restaurant use.
Based on the proposed 4,195 SF fast-food restaurant with drive-through window, the impact fee
associated with the proposed use would be $379,060.20 (4,195 SF X $90.36/SF). Based on
5,049 SF of existing sit-down restaurant use, the impact fee credit associated with the existing use
would be $153,893.52 (5,049 SF X $30.48/SF). The resulting net impact fee for the proposed
project is $225,166.68.
Traffic and Parking Management Plan. During the opening weeks of the Chick-fil-A Restaurant, it is
expected that higher traffic levels and parking needs will be generated similar to other recent
openings in the region. As a result, a Traffic and Parking Management Plan has been developed
that will help direct entering and exiting vehicles for Chick-fil-A drive-through and walk-up patrons to
areas within the site to help reduce impacts to the shared parking areas and drive aisles of the retail
center, and to eliminate queue spill-back onto adjacent streets.
Implementation of the Traffic and Parking Management Plan is proposed to mitigate short-term
transportation impacts, and payment of the pro-rata transportation costs is proposed to mitigate long-
term transportation impacts of the proposed Chick-fil-A development.
Transportation Impact Analysis
Chick-fil-A – Renton, WA
Appendix A
Peak Hour Turning Movement Counts
Peak Hour:07:15 AM - 08:15 AM
RAINER AVE S RAINER AVE SS 3RD PLACCESS RD
(303) 216-2439
www.alltrafficdata.net
Location:4 RAINER AVE S & S 3RD PL AM
Thursday, June 28, 2018Date and Start Time:
All Vehicles Pedestrians/Bicycles in Crosswalk
Traffic Counts - All Vehicles
Heavy Vehicles
Peak Hour
Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk412961
27
19
25
13
28
741 1,453
107
30
1,399737
66
93 N
S
EW
0
0 689251,36284ACCESS RD
S 3RD PLRAINER AVE SRAINER AVE S2,313
2
4112N
S
EW 0410
1 1
102Interval
Start Time RightLeftThru Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn
7:00 AM 2,303071054012362049952521865
7:15 AM 2,313062059183430115255531627
7:30 AM 2,297064034163820017460541227
7:45 AM 2,271073048133472420661871718
8:00 AM 2,19809407618290041575351116319
8:15 AM 0 4 4 0 6 7 0 7 300 0 2 173 539817110
8:30 AM 0 6 3 0 3 9 0 9 319 0 6 178 5791112518
8:45 AM 0 6 9 0 2 6 0 16 272 4 10 182 545916112
Count Total 0 51 30 0 35 53 4 69 2,615 6 31 1,321 4,501551242186
Peak Hour 0 28 13 0 19 27 4 25 1,362 2 9 689 2,3132561841
HV%PHF
0.69
0.89
0.89
0.84
4.5%
3.7%
6.8%
5.5%
6.2%0.94
EB
WB
NB
SB
All 0003
0
1
0
0
3
41 99
4
2
9542
3
0 N
S
EW
0
0 4109320Heavy VehiclesInterval
Start Time EB NB TotalWBSB
7:00 AM 0 26 0 8 34
7:15 AM 1 20 1 10 32
7:30 AM 0 26 3 9 38
7:45 AM 0 23 0 12 35
8:00 AM 2 26 0 10 38
8:15 AM 0 26 1 10 37
8:30 AM 0 23 0 10 33
8:45 AM 0 22 0 15 37
Count Total 3 192 5 84 284
Peak Hour 3 95 4 41 143
Pedestrians/Bicycles on CrosswalkInterval
Start Time EB NB TotalWBSB
7:00 AM 1 0 0 0 1
7:15 AM 5 0 2 1 8
7:30 AM 2 0 2 1 5
7:45 AM 3 0 0 0 3
8:00 AM 2 1 0 0 3
8:15 AM 0 1 2 0 3
8:30 AM 3 0 1 1 5
8:45 AM 7 2 1 1 11
Count Total 23 4 8 4 39
Peak Hour 12 1 4 2 19
Peak Hour:04:15 PM - 05:15 PM
RAINER AVE S RAINER AVE SS 3RD PLACCESS RD
(303) 216-2439
www.alltrafficdata.net
Location:4 RAINER AVE S & S 3RD PL PM
Thursday, June 28, 2018Date and Start Time:
All Vehicles Pedestrians/Bicycles in Crosswalk
Traffic Counts - All Vehicles
Heavy Vehicles
Peak Hour
Traffic Counts - Heavy Vehicles and Pedestrians/Bicycles in Crosswalk11397589
49
26
92
79
92
1,514 1,396
164
180
1,3141,446
263
233 N
S
EW
0
0 1,317711,2062611ACCESS RD
S 3RD PLRAINER AVE SRAINER AVE S3,255
5
221611N
S
EW 913511
1 4
38Interval
Start Time RightLeftThru Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
HourRightLeftThruU-Turn RightLeftThruU-Turn RightLeftThruU-Turn
4:00 PM 3,2200231605141192671143597982818627
4:15 PM 3,2550202005143232960163258062819730
4:30 PM 3,248020160892223105303418331721428
4:45 PM 3,2510262507152122954143107832018629
5:00 PM 3,1770261806114143050153418332731926
5:15 PM 0 29 25 0 5 10 5 19 288 5 14 325 7992416628
5:30 PM 0 26 29 0 9 12 1 25 298 4 18 344 8362817619
5:45 PM 0 32 15 0 7 14 3 27 270 3 16 249 7092121625
Count Total 0 202 164 0 52 99 21 161 2,329 22 137 2,594 6,39719316150212
Peak Hour 0 92 79 0 26 49 11 71 1,206 9 75 1,317 3,255928926113
HV%PHF
0.93
0.85
0.97
0.94
0.0%
0.6%
2.8%
3.1%
2.6%0.98
EB
WB
NB
SB
All 2001
0
0
0
0
0
47 37
1
1
3745
0
2 N
S
EW
0
0 4503610Heavy VehiclesInterval
Start Time EB NB TotalWBSB
4:00 PM 0 7 0 12 19
4:15 PM 0 12 0 16 28
4:30 PM 0 7 0 11 18
4:45 PM 0 10 1 10 21
5:00 PM 0 8 0 10 18
5:15 PM 2 3 0 14 19
5:30 PM 0 11 0 11 22
5:45 PM 0 7 1 11 19
Count Total 2 65 2 95 164
Peak Hour 0 37 1 47 85
Pedestrians/Bicycles on CrosswalkInterval
Start Time EB NB TotalWBSB
4:00 PM 1 5 13 2 21
4:15 PM 8 4 3 0 15
4:30 PM 1 4 8 2 15
4:45 PM 0 6 5 1 12
5:00 PM 2 2 6 2 12
5:15 PM 8 5 3 1 17
5:30 PM 3 9 2 7 21
5:45 PM 3 6 6 0 15
Count Total 26 41 46 15 128
Peak Hour 11 16 22 5 54
Transportation Impact Analysis
Chick-fil-A – Renton, WA
Appendix B
Level of Service (LOS) Calculations
Transportation Impact Analysis
Chick-fil-A – Renton, WA
2018 Existing
Lanes, Volumes, Timings
1: Rainier Ave S & S 3rd Pl 07/18/2018
Chick-Fil-A Renton Synchro 10 Report
2018 Existing - AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 28 13 25 19 27 61 29 1362 8 11 689 41
Future Volume (vph) 28 13 25 19 27 61 29 1362 8 11 689 41
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 0 0 225 0 150 0
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 25 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 25 25 35 35
Link Distance (ft) 578 783 719 265
Travel Time (s) 15.8 21.4 14.0 5.2
Confl. Peds. (#/hr) 2 1 1 2 4 12
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles (%) 5% 5% 5% 4% 4% 4% 7% 7% 7% 6% 6% 6%
Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Perm Prot NA Perm
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 522166
Switch Phase
Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0
Minimum Split (s) 42.0 42.0 43.0 43.0 9.0 28.0 28.0 9.0 26.0 26.0
Total Split (s) 55.0 55.0 55.0 55.0 19.0 83.0 83.0 18.0 82.0 82.0
Total Split (%) 35.3% 35.3% 35.3% 35.3% 12.2% 53.2% 53.2% 11.5% 52.6% 52.6%
Yellow Time (s) 4.0 4.0 4.0 4.0 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 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max C-Max None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 36 (23%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 1: Rainier Ave S & S 3rd Pl
HCM 6th Signalized Intersection Summary
1: Rainier Ave S & S 3rd Pl 07/18/2018
Chick-Fil-A Renton Synchro 10 Report
2018 Existing - AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 28 13 25 19 27 61 29 1362 8 11 689 41
Future Volume (veh/h) 28 13 25 19 27 61 29 1362 8 11 689 41
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1826 1826 1826 1841 1841 1841 1796 1796 1796 1811 1811 1811
Adj Flow Rate, veh/h 30 14 27 20 29 65 31 1449 9 12 733 44
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, %555444777666
Cap, veh/h 111 59 113 157 53 119 39 2689 1196 18 2668 1181
Arrive On Green 0.11 0.11 0.11 0.11 0.11 0.11 0.02 0.79 0.79 0.01 0.78 0.78
Sat Flow, veh/h 1266 555 1071 1338 503 1127 1711 3413 1518 1725 3441 1523
Grp Volume(v), veh/h 30 0 41 20 0 94 31 1449 9 12 733 44
Grp Sat Flow(s),veh/h/ln 1266 0 1626 1338 0 1630 1711 1706 1518 1725 1721 1523
Q Serve(g_s), s 3.6 0.0 3.6 2.2 0.0 8.5 2.8 24.4 0.2 1.1 9.5 1.0
Cycle Q Clear(g_c), s 12.1 0.0 3.6 5.8 0.0 8.5 2.8 24.4 0.2 1.1 9.5 1.0
Prop In Lane 1.00 0.66 1.00 0.69 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 111 0 172 157 0 172 39 2689 1196 18 2668 1181
V/C Ratio(X) 0.27 0.00 0.24 0.13 0.00 0.55 0.79 0.54 0.01 0.67 0.27 0.04
Avail Cap(c_a), veh/h 383 0 521 444 0 523 154 2689 1196 144 2668 1181
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 72.0 0.0 64.0 66.7 0.0 66.2 75.8 6.1 3.5 76.9 5.0 4.1
Incr Delay (d2), s/veh 1.9 0.0 1.0 0.5 0.0 3.8 28.8 0.8 0.0 35.4 0.3 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.2 0.0 1.6 0.8 0.0 3.8 1.6 8.0 0.1 0.7 3.2 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.8 0.0 65.0 67.2 0.0 70.0 104.6 6.9 3.5 112.4 5.3 4.1
LnGrp LOS EAEEAEFAAFAA
Approach Vol, veh/h 71 114 1489 789
Approach Delay, s/veh 68.7 69.5 8.9 6.8
Approach LOS EEAA
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.6 127.9 21.5 8.6 125.9 21.5
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 13.0 78.0 50.0 14.0 77.0 50.0
Max Q Clear Time (g_c+I1), s 3.1 26.4 14.1 4.8 11.5 10.5
Green Ext Time (p_c), s 0.0 37.5 0.5 0.0 17.5 1.0
Intersection Summary
HCM 6th Ctrl Delay 12.8
HCM 6th LOS B
Lanes, Volumes, Timings
1: Rainier Ave S & S 3rd Pl 07/18/2018
Chick-Fil-A Renton Synchro 10 Report
2018 Existing - PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 92 79 92 26 49 89 82 1206 26 84 1317 113
Future Volume (vph) 92 79 92 26 49 89 82 1206 26 84 1317 113
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 0 0 225 0 150 0
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 25 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 25 25 35 35
Link Distance (ft) 578 783 719 242
Travel Time (s) 15.8 21.4 14.0 4.7
Confl. Peds. (#/hr) 5 16 16 5 22 11
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 3% 3% 3% 3% 3% 3%
Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Perm Prot NA Perm
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 522166
Switch Phase
Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0
Minimum Split (s) 42.0 42.0 43.0 43.0 9.0 28.0 28.0 9.0 26.0 26.0
Total Split (s) 45.0 45.0 45.0 45.0 22.0 89.0 89.0 22.0 89.0 89.0
Total Split (%) 28.8% 28.8% 28.8% 28.8% 14.1% 57.1% 57.1% 14.1% 57.1% 57.1%
Yellow Time (s) 4.0 4.0 4.0 4.0 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 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max C-Max None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 40 (26%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 1: Rainier Ave S & S 3rd Pl
HCM 6th Signalized Intersection Summary
1: Rainier Ave S & S 3rd Pl 07/18/2018
Chick-Fil-A Renton Synchro 10 Report
2018 Existing - PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 92 79 92 26 49 89 82 1206 26 84 1317 113
Future Volume (veh/h) 92 79 92 26 49 89 82 1206 26 84 1317 113
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.98 0.98 0.99 0.98 1.00 0.98 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1885 1885 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 94 81 94 27 50 91 84 1231 27 86 1344 115
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, %000111333333
Cap, veh/h 208 161 187 181 120 218 104 2258 990 106 2262 1000
Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.06 0.64 0.64 0.06 0.64 0.64
Sat Flow, veh/h 1247 791 918 1202 589 1072 1767 3526 1545 1767 3526 1559
Grp Volume(v), veh/h 94 0 175 27 0 141 84 1231 27 86 1344 115
Grp Sat Flow(s),veh/h/ln 1247 0 1709 1202 0 1662 1767 1763 1545 1767 1763 1559
Q Serve(g_s), s 11.1 0.0 14.2 3.2 0.0 11.5 7.3 30.1 1.0 7.5 34.4 4.5
Cycle Q Clear(g_c), s 22.6 0.0 14.2 17.4 0.0 11.5 7.3 30.1 1.0 7.5 34.4 4.5
Prop In Lane 1.00 0.54 1.00 0.65 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 208 0 347 181 0 338 104 2258 990 106 2262 1000
V/C Ratio(X) 0.45 0.00 0.50 0.15 0.00 0.42 0.81 0.55 0.03 0.81 0.59 0.11
Avail Cap(c_a), veh/h 274 0 438 245 0 426 193 2258 990 193 2262 1000
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 63.9 0.0 55.2 62.9 0.0 54.1 72.5 15.5 10.3 72.4 16.2 10.8
Incr Delay (d2), s/veh 2.2 0.0 1.6 0.5 0.0 1.2 13.7 1.0 0.1 13.6 1.2 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.7 0.0 6.4 1.0 0.0 5.0 3.7 12.1 0.4 3.8 13.8 1.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.1 0.0 56.8 63.4 0.0 55.3 86.2 16.4 10.3 86.0 17.3 11.0
LnGrp LOS EAEEAEFBBFBB
Approach Vol, veh/h 269 168 1342 1545
Approach Delay, s/veh 60.0 56.6 20.7 20.7
Approach LOS E E C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.4 104.9 36.7 14.2 105.1 36.7
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 17.0 84.0 40.0 17.0 84.0 40.0
Max Q Clear Time (g_c+I1), s 9.5 32.1 24.6 9.3 36.4 19.4
Green Ext Time (p_c), s 0.1 31.6 1.7 0.1 34.2 1.2
Intersection Summary
HCM 6th Ctrl Delay 25.7
HCM 6th LOS C
Transportation Impact Analysis
Chick-fil-A – Renton, WA
2020 No Action
Lanes, Volumes, Timings
1: Rainier Ave S & S 3rd Pl 07/18/2018
Chick-Fil-A Renton Synchro 10 Report
2020 Without Project - AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 30 14 27 20 29 65 31 1445 8 12 731 43
Future Volume (vph) 30 14 27 20 29 65 31 1445 8 12 731 43
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 0 0 225 0 150 0
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 25 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 25 25 35 35
Link Distance (ft) 578 783 719 265
Travel Time (s) 15.8 21.4 14.0 5.2
Confl. Peds. (#/hr) 2 1 1 2 4 12
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles (%) 5% 5% 5% 4% 4% 4% 7% 7% 7% 6% 6% 6%
Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Perm Prot NA Perm
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 522166
Switch Phase
Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0
Minimum Split (s) 42.0 42.0 43.0 43.0 9.0 28.0 28.0 9.0 26.0 26.0
Total Split (s) 55.0 55.0 55.0 55.0 19.0 83.0 83.0 18.0 82.0 82.0
Total Split (%) 35.3% 35.3% 35.3% 35.3% 12.2% 53.2% 53.2% 11.5% 52.6% 52.6%
Yellow Time (s) 4.0 4.0 4.0 4.0 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 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max C-Max None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 36 (23%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
Splits and Phases: 1: Rainier Ave S & S 3rd Pl
HCM 6th Signalized Intersection Summary
1: Rainier Ave S & S 3rd Pl 07/18/2018
Chick-Fil-A Renton Synchro 10 Report
2020 Without Project - AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 30 14 27 20 29 65 31 1445 8 12 731 43
Future Volume (veh/h) 30 14 27 20 29 65 31 1445 8 12 731 43
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1826 1826 1826 1841 1841 1841 1796 1796 1796 1811 1811 1811
Adj Flow Rate, veh/h 32 15 29 21 31 69 33 1537 9 13 778 46
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, %555444777666
Cap, veh/h 112 61 118 161 56 124 42 2670 1188 19 2646 1171
Arrive On Green 0.11 0.11 0.11 0.11 0.11 0.11 0.02 0.78 0.78 0.01 0.77 0.77
Sat Flow, veh/h 1260 554 1072 1335 506 1125 1711 3413 1518 1725 3441 1523
Grp Volume(v), veh/h 32 0 44 21 0 100 33 1537 9 13 778 46
Grp Sat Flow(s),veh/h/ln 1260 0 1626 1335 0 1631 1711 1706 1518 1725 1721 1523
Q Serve(g_s), s 3.9 0.0 3.9 2.3 0.0 9.1 3.0 27.8 0.2 1.2 10.5 1.1
Cycle Q Clear(g_c), s 12.9 0.0 3.9 6.1 0.0 9.1 3.0 27.8 0.2 1.2 10.5 1.1
Prop In Lane 1.00 0.66 1.00 0.69 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 112 0 180 161 0 180 42 2670 1188 19 2646 1171
V/C Ratio(X) 0.29 0.00 0.24 0.13 0.00 0.55 0.79 0.58 0.01 0.68 0.29 0.04
Avail Cap(c_a), veh/h 377 0 521 441 0 523 154 2670 1188 144 2646 1171
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 71.9 0.0 63.4 66.2 0.0 65.7 75.7 6.7 3.7 76.9 5.4 4.3
Incr Delay (d2), s/veh 2.0 0.0 1.0 0.5 0.0 3.8 27.0 0.9 0.0 35.2 0.3 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.3 0.0 1.7 0.8 0.0 4.0 1.6 9.2 0.1 0.7 3.6 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.8 0.0 64.4 66.8 0.0 69.5 102.7 7.6 3.7 112.1 5.7 4.4
LnGrp LOS EAEEAEFAAFAA
Approach Vol, veh/h 76 121 1579 837
Approach Delay, s/veh 68.4 69.0 9.6 7.2
Approach LOS EEAA
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.7 127.0 22.2 8.8 124.9 22.2
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 13.0 78.0 50.0 14.0 77.0 50.0
Max Q Clear Time (g_c+I1), s 3.2 29.8 14.9 5.0 12.5 11.1
Green Ext Time (p_c), s 0.0 37.6 0.5 0.0 18.9 1.0
Intersection Summary
HCM 6th Ctrl Delay 13.3
HCM 6th LOS B
Lanes, Volumes, Timings
1: Rainier Ave S & S 3rd Pl 07/18/2018
Chick-Fil-A Renton Synchro 10 Report
2020 Without Project - PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 98 84 98 28 52 94 87 1279 28 90 1397 120
Future Volume (vph) 98 84 98 28 52 94 87 1279 28 90 1397 120
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 0 0 225 0 150 0
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 25 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 25 25 35 35
Link Distance (ft) 578 783 719 242
Travel Time (s) 15.8 21.4 14.0 4.7
Confl. Peds. (#/hr) 5 16 16 5 22 11
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 3% 3% 3% 3% 3% 3%
Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Perm Prot NA Perm
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 522166
Switch Phase
Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0
Minimum Split (s) 42.0 42.0 43.0 43.0 9.0 28.0 28.0 9.0 26.0 26.0
Total Split (s) 45.0 45.0 45.0 45.0 22.0 89.0 89.0 22.0 89.0 89.0
Total Split (%) 28.8% 28.8% 28.8% 28.8% 14.1% 57.1% 57.1% 14.1% 57.1% 57.1%
Yellow Time (s) 4.0 4.0 4.0 4.0 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 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max C-Max None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 40 (26%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 1: Rainier Ave S & S 3rd Pl
HCM 6th Signalized Intersection Summary
1: Rainier Ave S & S 3rd Pl 07/18/2018
Chick-Fil-A Renton Synchro 10 Report
2020 Without Project - PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 98 84 98 28 52 94 87 1279 28 90 1397 120
Future Volume (veh/h) 98 84 98 28 52 94 87 1279 28 90 1397 120
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.98 0.98 0.99 0.98 1.00 0.98 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1885 1885 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 100 86 100 29 53 96 89 1305 29 92 1426 122
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, %000111333333
Cap, veh/h 207 164 191 179 123 223 109 2228 977 112 2235 988
Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.06 0.63 0.63 0.06 0.63 0.63
Sat Flow, veh/h 1239 790 919 1191 591 1071 1767 3526 1545 1767 3526 1559
Grp Volume(v), veh/h 100 0 186 29 0 149 89 1305 29 92 1426 122
Grp Sat Flow(s),veh/h/ln 1239 0 1709 1191 0 1663 1767 1763 1545 1767 1763 1559
Q Serve(g_s), s 11.9 0.0 15.1 3.5 0.0 12.2 7.8 33.7 1.1 8.0 38.8 4.8
Cycle Q Clear(g_c), s 24.1 0.0 15.1 18.5 0.0 12.2 7.8 33.7 1.1 8.0 38.8 4.8
Prop In Lane 1.00 0.54 1.00 0.64 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 207 0 356 179 0 346 109 2228 977 112 2235 988
V/C Ratio(X) 0.48 0.00 0.52 0.16 0.00 0.43 0.81 0.59 0.03 0.82 0.64 0.12
Avail Cap(c_a), veh/h 267 0 438 236 0 426 193 2228 977 193 2235 988
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 64.2 0.0 54.9 63.1 0.0 53.7 72.3 16.8 10.8 72.1 17.6 11.3
Incr Delay (d2), s/veh 2.5 0.0 1.7 0.6 0.0 1.2 13.4 1.1 0.1 13.3 1.4 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 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.0 0.0 6.8 1.1 0.0 5.3 3.9 13.6 0.4 4.1 15.7 1.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 66.7 0.0 56.6 63.7 0.0 54.9 85.7 17.9 10.8 85.5 19.0 11.6
LnGrp LOS EAEEADFBBFBB
Approach Vol, veh/h 286 178 1423 1640
Approach Delay, s/veh 60.1 56.4 22.0 22.1
Approach LOS E E C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.9 103.6 37.5 14.6 103.9 37.5
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 17.0 84.0 40.0 17.0 84.0 40.0
Max Q Clear Time (g_c+I1), s 10.0 35.7 26.1 9.8 40.8 20.5
Green Ext Time (p_c), s 0.1 32.3 1.7 0.1 33.5 1.3
Intersection Summary
HCM 6th Ctrl Delay 26.9
HCM 6th LOS C
Transportation Impact Analysis
Chick-fil-A – Renton, WA
2020 With-Project
Lanes, Volumes, Timings
1: Rainier Ave S & S 3rd Pl 08/07/2018
Chick-Fil-A Renton Synchro 10 Report
2020 With Project - AM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 76 16 44 20 32 64 78 1418 8 12 735 46
Future Volume (vph) 76 16 44 20 32 64 78 1418 8 12 735 46
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 0 0 225 0 150 0
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 25 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 25 25 35 35
Link Distance (ft) 578 783 719 265
Travel Time (s) 15.8 21.4 14.0 5.2
Confl. Peds. (#/hr) 2 1 1 2 4 12
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles (%) 5% 5% 5% 4% 4% 4% 7% 7% 7% 6% 6% 6%
Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Perm Prot NA Perm
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 522166
Switch Phase
Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0
Minimum Split (s) 42.0 42.0 43.0 43.0 9.0 28.0 28.0 9.0 26.0 26.0
Total Split (s) 55.0 55.0 55.0 55.0 19.0 83.0 83.0 18.0 82.0 82.0
Total Split (%) 35.3% 35.3% 35.3% 35.3% 12.2% 53.2% 53.2% 11.5% 52.6% 52.6%
Yellow Time (s) 4.0 4.0 4.0 4.0 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 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max C-Max None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 36 (23%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 100
Control Type: Actuated-Coordinated
Splits and Phases: 1: Rainier Ave S & S 3rd Pl
HCM 6th Signalized Intersection Summary
1: Rainier Ave S & S 3rd Pl 08/07/2018
Chick-Fil-A Renton Synchro 10 Report
2020 With Project - AM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 76 16 44 20 32 64 78 1418 8 12 735 46
Future Volume (veh/h) 76 16 44 20 32 64 78 1418 8 12 735 46
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1826 1826 1826 1841 1841 1841 1796 1796 1796 1811 1811 1811
Adj Flow Rate, veh/h 81 17 47 21 34 68 83 1509 9 13 782 49
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, %555444777666
Cap, veh/h 159 63 173 192 80 160 102 2547 1133 19 2401 1062
Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.06 0.75 0.75 0.01 0.70 0.70
Sat Flow, veh/h 1258 427 1181 1312 546 1093 1711 3413 1518 1725 3441 1522
Grp Volume(v), veh/h 81 0 64 21 0 102 83 1509 9 13 782 49
Grp Sat Flow(s),veh/h/ln 1258 0 1608 1312 0 1639 1711 1706 1518 1725 1721 1522
Q Serve(g_s), s 9.8 0.0 5.5 2.3 0.0 8.8 7.5 31.4 0.2 1.2 13.9 1.6
Cycle Q Clear(g_c), s 18.6 0.0 5.5 7.8 0.0 8.8 7.5 31.4 0.2 1.2 13.9 1.6
Prop In Lane 1.00 0.73 1.00 0.67 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 159 0 236 192 0 240 102 2547 1133 19 2401 1062
V/C Ratio(X) 0.51 0.00 0.27 0.11 0.00 0.42 0.82 0.59 0.01 0.68 0.33 0.05
Avail Cap(c_a), veh/h 378 0 515 420 0 525 154 2547 1133 144 2401 1062
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 69.0 0.0 59.2 62.6 0.0 60.6 72.5 9.0 5.1 76.9 9.2 7.4
Incr Delay (d2), s/veh 3.5 0.0 0.9 0.4 0.0 1.7 18.0 1.0 0.0 35.2 0.4 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.3 0.0 2.3 0.8 0.0 3.8 3.8 11.0 0.1 0.7 5.2 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.6 0.0 60.0 63.0 0.0 62.3 90.5 10.0 5.1 112.1 9.6 7.4
LnGrp LOS EAEEAEFBAFAA
Approach Vol, veh/h 145 123 1601 844
Approach Delay, s/veh 67.0 62.4 14.2 11.0
Approach LOS EEBB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.7 121.4 27.9 14.3 113.9 27.9
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 13.0 78.0 50.0 14.0 77.0 50.0
Max Q Clear Time (g_c+I1), s 3.2 33.4 20.6 9.5 15.9 10.8
Green Ext Time (p_c), s 0.0 34.8 1.0 0.1 18.9 1.0
Intersection Summary
HCM 6th Ctrl Delay 18.2
HCM 6th LOS B
Lanes, Volumes, Timings
1: Rainier Ave S & S 3rd Pl 08/07/2018
Chick-Fil-A Renton Synchro 10 Report
2020 Without Project - PM Peak Hour
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 130 87 114 28 56 92 119 1263 28 89 1395 124
Future Volume (vph) 130 87 114 28 56 92 119 1263 28 89 1395 124
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900
Storage Length (ft) 100 0 0 0 225 0 150 0
Storage Lanes 1 0 1 0 1 1 1 1
Taper Length (ft) 25 25 25 25
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 25 25 35 35
Link Distance (ft) 578 783 719 242
Travel Time (s) 15.8 21.4 14.0 4.7
Confl. Peds. (#/hr) 5 16 16 5 22 11
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Heavy Vehicles (%) 0% 0% 0% 1% 1% 1% 3% 3% 3% 3% 3% 3%
Shared Lane Traffic (%)
Turn Type Perm NA Perm NA Prot NA Perm Prot NA Perm
Protected Phases 4 8 5 2 1 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 522166
Switch Phase
Minimum Initial (s) 6.0 6.0 6.0 6.0 4.0 6.0 6.0 4.0 6.0 6.0
Minimum Split (s) 42.0 42.0 43.0 43.0 9.0 28.0 28.0 9.0 26.0 26.0
Total Split (s) 45.0 45.0 45.0 45.0 22.0 89.0 89.0 22.0 89.0 89.0
Total Split (%) 28.8% 28.8% 28.8% 28.8% 14.1% 57.1% 57.1% 14.1% 57.1% 57.1%
Yellow Time (s) 4.0 4.0 4.0 4.0 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 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0
Lead/Lag Lead Lag Lag Lead Lag Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes
Recall Mode None None None None None C-Max C-Max None C-Max C-Max
Intersection Summary
Area Type: Other
Cycle Length: 156
Actuated Cycle Length: 156
Offset: 40 (26%), Referenced to phase 2:NBT and 6:SBT, Start of Green
Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 1: Rainier Ave S & S 3rd Pl
HCM 6th Signalized Intersection Summary
1: Rainier Ave S & S 3rd Pl 08/07/2018
Chick-Fil-A Renton Synchro 10 Report
2020 Without Project - PM Peak Hour
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 130 87 114 28 56 92 119 1263 28 89 1395 124
Future Volume (veh/h) 130 87 114 28 56 92 119 1263 28 89 1395 124
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.98 1.00 0.98 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1900 1900 1900 1885 1885 1885 1856 1856 1856 1856 1856 1856
Adj Flow Rate, veh/h 133 89 116 29 57 94 121 1289 29 91 1423 127
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98
Percent Heavy Veh, %000111333333
Cap, veh/h 224 163 213 180 139 230 142 2185 957 111 2124 939
Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.08 0.62 0.62 0.06 0.60 0.60
Sat Flow, veh/h 1238 739 963 1172 631 1040 1767 3526 1545 1767 3526 1558
Grp Volume(v), veh/h 133 0 205 29 0 151 121 1289 29 91 1423 127
Grp Sat Flow(s),veh/h/ln 1238 0 1701 1172 0 1671 1767 1763 1545 1767 1763 1558
Q Serve(g_s), s 16.1 0.0 16.6 3.5 0.0 12.1 10.5 34.2 1.1 7.9 42.0 5.5
Cycle Q Clear(g_c), s 28.2 0.0 16.6 20.2 0.0 12.1 10.5 34.2 1.1 7.9 42.0 5.5
Prop In Lane 1.00 0.57 1.00 0.62 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 224 0 376 180 0 369 142 2185 957 111 2124 939
V/C Ratio(X) 0.59 0.00 0.55 0.16 0.00 0.41 0.85 0.59 0.03 0.82 0.67 0.14
Avail Cap(c_a), veh/h 268 0 436 222 0 428 193 2185 957 193 2124 939
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 64.1 0.0 53.8 62.8 0.0 52.0 70.8 17.8 11.5 72.2 20.7 13.4
Incr Delay (d2), s/veh 3.6 0.0 1.8 0.6 0.0 1.0 22.3 1.2 0.1 13.4 1.7 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 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 5.4 0.0 7.4 1.1 0.0 5.3 5.7 13.9 0.4 4.0 17.4 2.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.7 0.0 55.6 63.3 0.0 53.1 93.1 18.9 11.5 85.6 22.4 13.7
LnGrp LOS EAEEADFBBFCB
Approach Vol, veh/h 338 180 1439 1641
Approach Delay, s/veh 60.3 54.7 25.0 25.2
Approach LOS E D C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.8 101.7 39.5 17.6 99.0 39.5
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 17.0 84.0 40.0 17.0 84.0 40.0
Max Q Clear Time (g_c+I1), s 9.9 36.2 30.2 12.5 44.0 22.2
Green Ext Time (p_c), s 0.1 31.7 1.7 0.1 31.5 1.2
Intersection Summary
HCM 6th Ctrl Delay 29.9
HCM 6th LOS C
Transportation Impact Analysis
Chick-fil-A – Renton, WA
Appendix C
Trip Generation Calculations
ITE
Land Use Area Units 1 LUC 2 In Out Trip Rate In Out Total
Weekday Daily
Proposed Use:
Fast-Food Rest. with Drive-Thru 4,195 GFA 934 50%50%470.95 988 988 1,976
Pass-By Trips 3 50%-494 -494 -988
Net Proposed Trips = 494 494 988
Net New Weekday Daily Trips = 494 494 988
Weekday AM Peak Hour
Proposed Use:
Fast-Food Rest. with Drive-Thru 4,195 GFA 934 51%49%40.19 86 83 169
Pass-By Trips 3 49%-42 -41 -83
Net Proposed Trips = 44 42 86
Net New Weekday AM Peak Hour Trips = 44 42 86
Weekday PM Peak Hour
Proposed Use:
Fast-Food Rest. with Drive-Thru 4,195 GFA 934 52%48%32.67 71 66 137
Pass-By Trips 3 50%-36 -33 -69
Net Proposed Trips = 35 33 68
Net New Weekday PM Peak Hour Trips = 35 33 68
Notes:
1 GFA = Gross Floor Area.
2 Institute of Transportation Engineers, Trip Generation Manual, 10th edition Land Use Code.
3 Pass-by percentage based on studies documents in the ITE Trip Generation Handbook, 3rd Edition, 2017.
Chick-fil-A Renton
Trip Generation Summary
Directional Distribution Trips Generated
8/7/2018 Chick-fil-A Renton - Trip Generation
Transportation Impact Analysis
Chick-fil-A – Renton, WA
Appendix D
Site Access LOS and Queue Calculations
Lanes, Volumes, Timings
2: Rainier Ave S & Site Access 08/07/2018
Chick-Fil-A Renton Synchro 10 Report
2020 With Project - AM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 18 0 1560 777 33
Future Volume (vph) 0 18 0 1560 777 33
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 25 35 35
Link Distance (ft) 296 265 341
Travel Time (s) 8.1 5.2 6.6
Confl. Peds. (#/hr) 14 14 14 14
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 3% 3% 7% 7% 6% 6%
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
HCM 6th TWSC
2: Rainier Ave S & Site Access 08/07/2018
Chick-Fil-A Renton Synchro 10 Report
2020 With Project - AM Peak Hour
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 18 0 1560 777 33
Future Vol, veh/h 0 18 0 1560 777 33
Conflicting Peds, #/hr 14 14 14 0 0 14
Sign Control Stop Stop Free Free Free Free
RT 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, % 3 37766
Mvmt Flow 0 20 0 1696 845 36
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 469 - 0 - 0
Stage 1 ------
Stage 2 ------
Critical Hdwy - 7.16 ----
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy - 3.93 ----
Pot Cap-1 Maneuver 0 461 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 449 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 13.4 0 0
HCM LOS B
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 449 - -
HCM Lane V/C Ratio - 0.044 - -
HCM Control Delay (s) - 13.4 - -
HCM Lane LOS - B - -
HCM 95th %tile Q(veh) - 0.1 - -
Lanes, Volumes, Timings
2: Rainier Ave S & Site Access 08/07/2018
Chick-Fil-A Renton Synchro 10 Report
2020 Without Project - PM Peak Hour
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 15 0 1495 1593 31
Future Volume (vph) 0 15 0 1495 1593 31
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Link Speed (mph) 25 35 35
Link Distance (ft) 242 242 364
Travel Time (s) 6.6 4.7 7.1
Confl. Peds. (#/hr) 16 16 16 16
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles (%) 3% 3% 3% 3% 3% 3%
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
HCM 6th TWSC
2: Rainier Ave S & Site Access 08/07/2018
Chick-Fil-A Renton Synchro 10 Report
2020 Without Project - PM Peak Hour
Intersection
Int Delay, s/veh 0.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 15 0 1495 1593 31
Future Vol, veh/h 0 15 0 1495 1593 31
Conflicting Peds, #/hr 16 16 16 0 0 16
Sign Control Stop Stop Free Free Free Free
RT 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, % 3 33333
Mvmt Flow 0 16 0 1625 1732 34
Major/Minor Minor2 Major1 Major2
Conflicting Flow All - 915 - 0 - 0
Stage 1 ------
Stage 2 ------
Critical Hdwy - 7.16 ----
Critical Hdwy Stg 1 ------
Critical Hdwy Stg 2 ------
Follow-up Hdwy - 3.93 ----
Pot Cap-1 Maneuver 0 235 0 - - -
Stage 1 0 - 0 - - -
Stage 2 0 - 0 - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 228 ----
Mov Cap-2 Maneuver ------
Stage 1 ------
Stage 2 ------
Approach EB NB SB
HCM Control Delay, s 22 0 0
HCM LOS C
Minor Lane/Major Mvmt NBTEBLn1 SBT SBR
Capacity (veh/h) - 228 - -
HCM Lane V/C Ratio - 0.072 - -
HCM Control Delay (s) - 22 - -
HCM Lane LOS - C - -
HCM 95th %tile Q(veh) - 0.2 - -