20-105047-TRAFFIC ANALYSIS-12-29-2020-V1JUMP START ESPRESSO
TRAFFIC IMPACT ANALYSIS
Federal Way, WA
Prepared for: Twin Lakes Plaza LLC
c/o Mr. Court Pixton
Puget Sound Commercial Real Estate
33919 Ninth Avenue S (105)
Federal Way, WA 98003
October 2020
HEATH & ASSOCIATES, INC Transportation and Civil Engineering
10/16/2020
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JUMP START ESPRESSO
TRAFFIC IMPACT ANALYSIS
TABLE OF CONTENTS
1. Introduction ...................................................................................................................3
2. Project Description ........................................................................................................3
3. Existing Conditions ........................................................................................................6
4. Forecast Traffic Demand and Analysis .........................................................................9
5. Conclusions & Mitigation ............................................................................................. 16
Appendix ............................................................................................................................. 17
LIST OF TABLES
1. Project Trip Generation .................................................................................................9
2. Baseline 2020 & Forecast 2023 Peak Hour Level of Service ...................................... 15
3. Estimated Espresso Stand Traffic Impact Fee ............................................................ 16
LIST OF FIGURES
1.Vicinity Map & Roadway System ..................................................................................4
2. Site Plan ........................................................................................................................5
3. Baseline 2020 Peak Hour Volumes ..............................................................................7
4. AM Peak Hour Trip Distribution & Assignment ............................................................ 11
5. PM Peak Hour Trip Distribution & Assignment ............................................................ 12
6. Forecast 2023 AM Peak Hour Volumes ...................................................................... 13
7. Forecast 2023 PM Peak Hour Volumes ...................................................................... 14
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JUMP START ESPRESSO
TRAFFIC IMPACT ANALYSIS
1. INTRODUCTION
The main goals of this study focus on the assessment of existing roadway conditions and
forecasts of newly generated project traffic. The first task includes the review of general
roadway information on the adjacent streets serving the subject site and gathering existing
vehicular volumes within a defined study area. Forecasts of future traffic and dispersion
patterns on the street system are then determined using established trip generation and
distribution techniques. As a final step, appropriate conclusions and mitigation measures
are defined, if needed.
2. PROJECT DESCRIPTION
Jump Start Espresso proposes for the construction of a new coffee stand located in the
city of Federal Way. Development is to encompass a 561 square foot building, 130 square
feet of outdoor/covered seating and a single drive-through. The subject site is bordered to
the south via SW 320th Street. The site is situated on an undeveloped 0.44-acres parcel
(#: 132103-9067). Access to the property is proposed via an existing shared driveway on
SW 320th Street. A total of nine parking stalls are proposed with four on-site and five on
the adjacent parcel to the north through a shared parking agreement. A site map of the
general vicinity is illustrated in Figure 1. A conceptual site design illustrating the overall
project configuration is presented in Figure 2. Illustrated below is a site aerial.
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NFIGURE 2HEATH & ASSOCIATESTRAFFIC AND CIVIL ENGINEERINGSITE PLANJUMP START ESPRESSO5 2214 Tacoma Road Puyallup WA 98371 (253) 770 1401 Fax (253) 770 1473 heathtraffic.com
3. EXISTING CONDITIONS
3.1 Existing Street System
The major roadway serving the proposed project is SW 320th Street, a multi-lane minor
arterial that borders the subject site to the south. The posted speed limit is 35 mph, and
lane widths are approximately 11-13 feet. A two-way left turn lane is provided across the
project frontage and along the majority of the roadway. This TWLTL transitions into left
turn pockets at major intersections. A marked pedestrian crosswalk equipped with a rapid
flashing beacon and a center pedestrian refuge island is provided on the roadway
approximately 120 feet northeast of the subject site. Shoulders are composed of curb,
gutter and sidewalk varying in width.
3.2 Non-Motorist Traffic
Pedestrian and bicycle activity were observed on the nearby street segments studied for
this project. Observations were made during routine peak hour movement counts and
indicated a moderate amount of non-motorist activity across the subject property’s frontage
with 10 pedestrians during the AM peak hour and 7 pedestrians during the PM peak hour.
No bicyclists were observed during either peak hour. SW 320th Street offers complete
sidewalk, providing connection to nearby residential developments and Decatur High
School to the northeast. By providing covered, outdoor seating, the espresso stand has the
ability to serve pedestrians passing by the development.
3.3 Existing Peak Hour Volumes
Traffic counts were performed at the proposed shared access intersection on SW 320th
Street to determine baseline vehicular activity. Field data was collected in September of
2019 during the peak weekday periods between 7:00-9:00 AM and 4:00-6:00 PM. The
one-hour reflecting highest overall volumes (peak hour) for each time period was then
used to analyze worst-case conditions. These volumes were grossed up by a compound
annual growth rate of 1.5 percent to represent baseline 2020 volumes. This growth rate
was derived from the Federal Way Comprehensive Plan, which estimates an average
growth rate of 0.65 percent per year by 20351. Baseline 2020 AM and PM peak hour
intersection volumes are illustrated in Figure 3 on the following page. Full count sheets
have been included in the appendix for reference.
1 Federal Way Comprehensive Plan—Chapter 2: Land Use
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3.4 Public Transit
A review of King County Metro’s service system indicates that a bus stop for Route 187
(Federal Way TC to Twin Lakes) is located directly at the project’s frontage on SW 320th
Street. Weekday hours of operation span from 5:03 AM – 10:09 PM, with service
approximately every 30 minutes. Saturday service is provided from 8:00 AM – 9:39 PM
with 60-minute headways. Sunday service is provided from 9:00 AM – 7:38 PM with 60-
minute headways. Refer to the King County Metro Schedule for detailed route information.
3.5 Roadway Improvements
A review of the current City of Federal Way 2020-2026 Capital Projects document
indicates that improvement projects are currently planned in the vicinity of the site.
Descriptions of the nearest projects are provided below.
21st Ave S at S 320th St— Intersection (Project #27): This project intends to install a
traffic and signalized pedestrian crosswalk. The project is to be completed from 2021-
2022 with a total estimated cost of $1,035,000.
SW 320th St at 47th Ave SW – Intersection (Project #39): This project intends to install
a traffic signal and pedestrian improvements. The project is to be completed by 2023
with a total estimated cost of $569,000.
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4. FORECAST TRAFFIC DEMAND AND ANALYSIS
4.1 Project Trip Generation
Trip generation is used to determine the magnitude of project impacts on the surrounding
street system. This is usually denoted by the quantity or specific number of new trips that
enter and exit a project during a designated time period, such as a specific peak hour (AM
or PM) or an entire day. Data presented in this report was derived from the Institute of
Transportation Engineer's publication Trip Generation, 10th Edition Manual.
Two Land Use Codes (LUC) were found applicable with respect to defining the proposed
project: LUC 937 Coffee Shop with Drive-Through Window and LUC 938 Coffee Shop with
Drive-Through Window and No Indoor Seating. As the project intends to offer outdoor
covered seating area (130 sq. ft.) and given the size of the proposed stand (561 sq. ft.),
LUC 937 was deemed most representative of the project. The LUC 938 sample set
contains all 90 sq. ft. stands and would therefore present unrealistic forecasts for larger
stands/buildings. The LUC 937 sample sizes range from 390 sq. ft. up to about 5,000 sq.
ft. and is more applicable for the proposed Jump Start Espresso project.
Square footage was used as the input variable and average rates were applied to
determine trip ends. The outdoor seating space was included in the trip calculations. It
should also be noted that coffee stands generate a majority of trips from pass-by (i.e.,
customers already on the adjacent street system) in addition to new primary trips. Table 1
summarizes the total estimated project trip generation. Included are the average weekday
daily traffic (AWDT) and the AM and PM peak hours as well as pass-by volumes. Refer to
the appendix for trip generation output.
Table 1: Project Trip Generation
Land Use Size AWDT AM Peak-Hour Trips PM Peak-Hour Trips
In Out Total In Out Total
Coffee w/
Drive-Thru
691
sq. ft. 88 4 3 7 3 3 6
Pass-by
(89% AM 2; 80% PM 3) 478 27 27 54 12 12 24
Total Driveway Trips 566 31 30 61 15 15 30
2 Pass-by rates were derived from ITE Trip Generation Handbook, 3rd Edition (2017).
3 Pass-by rates were derived from the city of Federal Way’s Traffic Impact Fee Schedule. AWDT pass-by rate was derived
by taking the average of the AM and PM peak hour rates.
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Based on Table 1, the project is anticipated to generate a site total of 61 AM (31 inbound /
30 outbound) and 30 PM (15 inbound / 15 outbound) peak hour trips. As shown, a number
of these trips are expected to be in the form of pass-by. Pass-by trips are defined as
vehicles already captured on the adjacent roadway and are subsequently attracted to the
site for a convenience-based stop. These trips are not considered as new trips but will
impact the site’s access point. Coffee stands are largely influenced by location and spur of
the moment stops. With SW 320th Street supporting a significant amount of vehicular
volumes already passing the site, a number of trips are assumed to use the proposed
services.
4.2 Distribution & Assignment
Trip distribution describes the anticipated travel routes for inbound and outbound project
traffic relative to the local street system. Figures 4 and 5 illustrate AM and PM peak hour
intersection trip distributions, which were derived based on existing travel patterns
identified from field counts and proximity to nearby arterials. Also illustrated are pass-by
trips, which enter and depart the site with the same travel direction.
4.3 Future Peak Hour Volumes
A 3-year horizon of 2023 was used for future traffic delay analysis. Forecast 2023
background traffic volumes were once again derived by applying a 1.5 percent compound
annual growth rate per year to the baseline 2020 traffic volumes shown in Figure 3.
Forecast 2023 AM and PM peak hour volumes without and with project are shown in
Figures 6 and 7, respectively.
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4.4 Future Level of Service
Peak hour delays were determined through the use of the Highway Capacity Manual 6th
Edition. Capacity analysis is used to determine level of service (LOS) which is an
established measure of congestion for transportation facilities. The range4 for intersection
level of service is LOS A to LOS F with the former indicating the best operating conditions
with low control delays and the latter indicating the worst conditions with heavy control
delays. Detailed descriptions of intersection LOS are given in the 2016 Highway Capacity
Manual. Level of service calculations were made through the use of the Synchro 10
analysis program. For side-street stop-controlled intersections, LOS is determined by the
approach with the highest delay. Table 2 below summarizes calculated delays at the
access intersection.
Table 2: Baseline 2020 & Forecast 2023 Peak Hour Level of Service
Delays Given in Seconds per Vehicle
Baseline 2020 Without 2023 With 2023
Intersection Control Peak Hour LOS Delay LOS Delay LOS Delay
SW 320th St &
Entrance Stop AM A 9.3 A 9.4 B 12.9
PM B 12.9 B 13.2 B 14.9
As indicated in Table 2, forecast 2023 AM and PM peak hour delays are shown to operate
with acceptable service levels of LOS B or better conditions. No forecast operational
deficiencies are identified at the access intersection with the additional vehicular demand
as a result of the proposed development.
4 Signalized Intersections - Level of Service Stop Controlled Intersections – Level of Service
Control Delay per Control Delay per
Level of Service Vehicle (sec) Level of Service Vehicle (sec)
A 10 A 10
B 10 and 20 B 10 and 15
C 20 and 35 C 15 and 25
D 35 and 55 D 25 and 35
E 55 and 80 E 35 and 50
F 80 F 50
Highway Capacity Manual, 6th Edition
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5. CONCLUSIONS AND MITIGATION MEASURES
Jump Start Espresso is a proposed drive-through espresso stand in the city of Federal
Way encompassing a 561 square foot building and 130 square feet of covered, outdoor
seating. The subject property is located on parcel #: 132103-9067 (0.44-acres). Primary
access to the site is proposed via one existing, shared driveway entrance extending
northwest from SW 320th Street. A total of 4 parking stalls will be provided on-site with an
additional 5 provided just north of the subject site via a shared parking agreement, meeting
the City’s parking stall requirements. A site plan illustrating the overall configuration of the
project is presented in Figure 2.
Based on ITE data, the project is estimated to generate 61 total AM and 30 total PM peak
hour trips. A portion of site traffic is considered as pass-by (54 AM and 24 PM trips) and do
not result in net new traffic to the adjacent street system. Forecast 2023 AM and PM peak
hour delays are anticipated to operate at LOS B or better indicating no operational
deficiencies at the access intersection. The roadway system is shown to have sufficient
capacity to support the incoming project demands.
Based on this analysis, recommended mitigation is as follows:
1.Pay traffic impact fees as required by the city of Federal Way. A review of the City’s
current 2020 Fee Schedule, indicate the following rates:
Espresso with Drive-Through: $34.99/sqft
However, this fee was determined based on LUC 938 Coffee Shop with Drive-Through
Window and No Indoor Seating. As previously mentioned, LUC 938 was determined to not
be most representative of the project given the sample sites contained within the manual
are all 90 square feet. LUC 937 Coffee Shop with Drive-Through Window was determined
a better fit in terms of sample sizes and project description. As no fee rate is available in
the City’s adopted fee schedule for LUC 937, an example using the City’s methodology is
shown below. Actual fees will be determined and calculated by the City based on the
current fee schedule in effect at time of building permit issuance.
Table 3: Estimated Espresso Stand Traffic Impact Fee5
Land Use
ITE
Land
Use
Code
Unit of
Measure
Basic PM
Peak
Hour Rate
New Trip
Rate*
New Trip
Rate
Average
Trip Length*
Trip Length
Adjustment*
Fee Per
Land Use
Unit
Espresso w/
Drive-Thru 937 Sq. Ft. 43.38 20% 8.7 2.0 0.65 $19.78/sf
5 *Values based on City of Federal Way’s Espresso with Drive-Through category under the 2019 Fee Schedule and base
rate of $3,503 per PM peak hour trip.
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JUMP START ESPRESSO
TRAFFIC IMPACT ANALYSIS
APPENDIX
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LEVEL OF SERVICE
The following are excerpts from the 2016 Highway Capacity Manual - Transportation
Research Board Special Report 209.
Six LOS are defined for each type of facility that has analysis procedures available.
Letters designate each level, from A to F, with LOS A representing the best operating
conditions and LOS F the worst. Each level of service represents a range of operating
conditions and the driver’s perception of those conditions.
Level-of-Service definitions
Level of service A represents primarily free-flow operations at average travel speeds,
usually about 90 percent of the free-flow speed for the arterial classification. Vehicles are
seldom impeded in their ability to maneuver in the traffic stream. Delay at signalized
intersections is minimal.
Level of service B represents reasonably unimpeded operations at average travel speeds,
usually about 70 percent of the free-flow speed for the arterial classification. The ability to
maneuver in the traffic stream is only slightly restricted and delays are not bothersome.
Level of service C represents stable operations; however, ability to maneuver and change
lanes in midblock locations may be more restricted than in LOS B, and longer queues,
adverse signal coordination, or both may contribute to lower average travel speeds of
about 50 percent of the average free-flow speed for the arterial classification.
Level of service D borders on a range in which small increases in flow may cause
substantial increases in approach delay and hence decreases in arterial speed. LOS D
may be due to adverse signal progression, inappropriate signal timing, high volumes, or
some combination of these. Average travel speeds are about 40 percent of free-flow
speed.
Level of service E is characterized by significant delays and average travel speeds of one-
third the free-flow speed or less. Such operations are caused by some combination of
adverse progression, high signal density, high volumes, extensive delays at critical
intersections, and inappropriate signal timing.
Level of service F characterizes arterial flow at extremely low speeds, from less than one-
third to one-quarter of the free-flow speed. Intersection congestion is likely at critical
signalized locations, with long delays and extensive queuing.
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Coffee/Donut Shop with Drive-Through Window
(937)
Vehicle Trip Ends vs: 1000 Sq. Ft. GFA
On a: Weekday
Setting/Location: General Urban/Suburban
Number of Studies: 2
Avg. 1000 Sq. Ft. GFA: 2
Directional Distribution: 50% entering, 50% exiting
Vehicle Trip Generation per 1000 Sq. Ft. GFA
Average Rate Range of Rates Standard Deviation
820.38 738.66 - 869.00 *
Data Plot and Equation Caution – Small Sample Size
T = Trip EndsX = 1000 Sq. Ft. GFA
Study Site Average Rate
Fitted Curve Equation: Not Given R²= ****
Trip Gen Manual,10th Ed + Supplement Institute of Transportation Engineers
0 0.5 1.0 1.5 2.00
500
1,000
1,500
2,000
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Coffee/Donut Shop with Drive-Through Window
(937)
Vehicle Trip Ends vs:1000 Sq. Ft. GFA
On a:Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 7 and 9 a.m.
Setting/Location:General Urban/Suburban
Number of Studies:61
Avg. 1000 Sq. Ft. GFA:2
Directional Distribution:51% entering, 49% exiting
Vehicle Trip Generation per 1000 Sq. Ft. GFA
Average Rate Range of Rates Standard Deviation
88.99 18.32 - 353.57 48.19
Data Plot and Equation
T = Trip EndsX = 1000 Sq. Ft. GFA
Study Site Average Rate
Fitted Curve Equation: Not Given R²= ****
Trip Gen Manual,10th Ed + Supplement Institute of Transportation Engineers
0 1 2 3 4 5 60
100
200
300
400
500
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Coffee/Donut Shop with Drive-Through Window
(937)
Vehicle Trip Ends vs:1000 Sq. Ft. GFA
On a:Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 4 and 6 p.m.
Setting/Location:General Urban/Suburban
Number of Studies:26
Avg. 1000 Sq. Ft. GFA:2
Directional Distribution:50% entering, 50% exiting
Vehicle Trip Generation per 1000 Sq. Ft. GFA
Average Rate Range of Rates Standard Deviation
43.38 2.09 - 92.31 18.88
Data Plot and Equation
T = Trip EndsX = 1000 Sq. Ft. GFA
Study Site Average Rate
Fitted Curve Equation: Not Given R²= ****
Trip Gen Manual,10th Ed + Supplement Institute of Transportation Engineers
0 1 2 3 4 5 60
100
200
300
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Coffee/Donut Shop with Drive-Through Window
and No Indoor Seating (938)
Vehicle Trip Ends vs:1000 Sq. Ft. GFA
On a:Weekday,
Peak Hour of Adjacent Street Traffic,
One Hour Between 4 and 6 p.m.
Setting/Location:General Urban/Suburban
Number of Studies:4
Avg. 1000 Sq. Ft. GFA:0.09
Directional Distribution:50% entering, 50% exiting
Vehicle Trip Generation per 1000 Sq. Ft. GFA
Average Rate Range of Rates Standard Deviation
83.33 55.56 - 111.11 26.45
Data Plot and Equation Caution – Small Sample Size
T = Trip EndsX = 1000 Sq. Ft. GFA
Study Site Average Rate
Fitted Curve Equation: Not Given R²= ****
Trip Gen Manual,10th Ed + Supplement Institute of Transportation Engineers
0 0.2 0.4 0.6 0.8 1.00
2
4
6
8
10
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Project Name: Jumpstart Espresso
Intersection: SW 320th St & Entrance Date of Count: Thursday, 9/12/2019
Jurisdiction: City of Federal Way Project Number: 4353
HV R T L HV R T L HV R T L HV R T L Total
7:00 AM 0100518300000302290314
7:15 AM 0200209400000101810277
7:30 AM 0000205500000201582215
7:45 AM 0000304700000101450192
8:00 AM 0300208400000101250212
8:15 AM 0000208400000301311216
8:30 AM 0001306200000101512216
8:45 AM 00006178000001013722189:00
0601252587000001301,257 7 1,860
7:00 AM to 8:00 AM Total
030012127900000707132998
7:00 7:00 7:00 7:00 0.2 314
277
215
33 192
300
1
282 279 280
7:00 AM ‐ 8:00 AM 0 993
997 2 Intersection PHF:0.79
715 713 713
0
1 84 0 229
2 94 0 181
0 55 0 160
0 47 0 145
1 84 0 229 3 84 0 125
2 94 0 181 0 84 0 132
0 55 0 160 1 62 0 153
0 47 0 145 0 79 0 139
Northbound
SW 320th St
Project Entrance
Heath & Associates, Inc.
2214 Tacoma Road
Puyallup, WA 98371
6
Peak Hour
Peak Total
Heavy Veh.
PHF
Total
SW 320th St
Soutbound
0.78
Westbound EastboundTime
Period Project Entrance SW 320th St
SW 320th St
1.0%0.0% 4.2%
0.38 0.74
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Project Name: Jumpstart Espresso
Intersection: SW 320th St & Entrance Date of Count: Wednesday, 9/11/2019
Jurisdiction: City of Federal Way Project Number: 4353
HV R T L HV R T L HV R T L HV R T L Total
4:00 PM 02000118900000401142308
4:15 PM 0402102080000000962312
4:30 PM 0400002180000030770299
4:45 PM 07002126200000001102382
5:00 PM 0601102100000000925314
5:15 PM 05002022400000001003332
5:30 PM 04000021200000201072325
5:45 PM 020111192000000010333026:00
03404731,715 0000090799192,574
4:45 PM to 5:45 PM Total
02201519080000020409121,353
4:45 4:45 4:45 4:45 0.2 382
314
332
23 13 325
22 0 1
1
930 908 909
4:45 AM ‐ 5:45 PM 0 1,319
1,351 12 Intersection PHF:0.89
421 409 410
0
2 190 0 116
6 208 0 98
4 218 0 77
7 263 0 112
7 263 0 112 7 210 0 97
7 210 0 97 5 224 0 103
5 224 0 103 4 212 0 109
4 212 0 109 3 193 0 106
0.94
Westbound EastboundTime
Period Project Entrance SW 320th St
SW 320th St
1.1%0.0% 0.4%
0.82 0.86
Northbound
SW 320th St
Project Entrance
Heath & Associates, Inc.
2214 Tacoma Road
Puyallup, WA 98371
36
Peak Hour
Peak Total
Heavy Veh.
PHF
Total
SW 320th St
Soutbound
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HCM 6th TWSC Baseline 2020 AM Peak Hour
1: SW 320th St & Entrance 09/24/2020
HCM 6th TWSC Synchro 10 Light Report
Page 1
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 2 724 283 1 0 3
Future Vol, veh/h 2 724 283 1 0 3
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 200 - - - 0 -
Veh in Median Storage, # - 0 0 - 1 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 79 79 79 79 79 79
Heavy Vehicles, % 1 14411
Mvmt Flow 3 916 358 1 0 4
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 359 0 - 0 823 180
Stage 1 - - - - 359 -
Stage 2 - - - - 464 -
Critical Hdwy 4.12 - - - 6.82 6.92
Critical Hdwy Stg 1 - - - - 5.82 -
Critical Hdwy Stg 2 - - - - 5.82 -
Follow-up Hdwy 2.21 - - - 3.51 3.31
Pot Cap-1 Maneuver 1204 - - - 314 835
Stage 1 - - - - 680 -
Stage 2 - - - - 602 -
Platoon blocked, %- - -
Mov Cap-1 Maneuver 1204 - - - 313 835
Mov Cap-2 Maneuver - - - - 433 -
Stage 1 - - - - 679 -
Stage 2 - - - - 602 -
Approach EB WB SB
HCM Control Delay, s 0 0 9.3
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)1204 - - - 835
HCM Lane V/C Ratio 0.002 - - - 0.005
HCM Control Delay (s)8 - - - 9.3
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh)0 - - - 0
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HCM 6th TWSC Baseline 2020 PM Peak Hour
1: SW 320th St & Entrance 09/24/2020
HCM 6th TWSC Synchro 10 Light Report
Page 1
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 12 415 922 1 1 22
Future Vol, veh/h 12 415 922 1 1 22
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 200 - - - 0 -
Veh in Median Storage, # - 0 0 - 1 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 1 11111
Mvmt Flow 13 466 1036 1 1 25
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1037 0 - 0 1296 519
Stage 1 - - - - 1037 -
Stage 2 - - - - 259 -
Critical Hdwy 4.12 - - - 6.82 6.92
Critical Hdwy Stg 1 - - - - 5.82 -
Critical Hdwy Stg 2 - - - - 5.82 -
Follow-up Hdwy 2.21 - - - 3.51 3.31
Pot Cap-1 Maneuver 672 - - - 155 504
Stage 1 - - - - 305 -
Stage 2 - - - - 764 -
Platoon blocked, %- - -
Mov Cap-1 Maneuver 672 - - - 152 504
Mov Cap-2 Maneuver - - - - 247 -
Stage 1 - - - - 299 -
Stage 2 - - - - 764 -
Approach EB WB SB
HCM Control Delay, s 0.3 0 12.9
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h)672 - - - 482
HCM Lane V/C Ratio 0.02 - - - 0.054
HCM Control Delay (s) 10.5 - - - 12.9
HCM Lane LOS B - - - B
HCM 95th %tile Q(veh)0.1 - - - 0.2
26
2214 Tacoma Road Puyallup WA 98371 (253) 770 1401 Fax (253) 770 1473 heathtraffic.com
HCM 6th TWSC Forecast 2023 AM Peak Hour Without Project
1: SW 320th St & Entrance 09/24/2020
09/23/2019 Baseline Synchro 10 Light Report
Page 1
Intersection
Int Delay, s/veh 0
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 2 757 296 1 0 3
Future Vol, veh/h 2 757 296 1 0 3
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 200 - - - 0 -
Veh in Median Storage, # - 0 0 - 1 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 79 79 79 79 79 79
Heavy Vehicles, % 1 14411
Mvmt Flow 3 958 375 1 0 4
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 376 0 - 0 861 188
Stage 1 - - - - 376 -
Stage 2 - - - - 485 -
Critical Hdwy 4.12 - - - 6.82 6.92
Critical Hdwy Stg 1 - - - - 5.82 -
Critical Hdwy Stg 2 - - - - 5.82 -
Follow-up Hdwy 2.21 - - - 3.51 3.31
Pot Cap-1 Maneuver 1186 - - - 297 825
Stage 1 - - - - 667 -
Stage 2 - - - - 588 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1186 - - - 296 825
Mov Cap-2 Maneuver - - - - 419 -
Stage 1 - - - - 665 -
Stage 2 - - - - 588 -
Approach EB WB SB
HCM Control Delay, s 0 0 9.4
HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)1186 - - - 825
HCM Lane V/C Ratio 0.002 - - - 0.005
HCM Control Delay (s) 8 - - - 9.4
HCM Lane LOS A - - - A
HCM 95th %tile Q(veh) 0 - - - 0
27
2214 Tacoma Road Puyallup WA 98371 (253) 770 1401 Fax (253) 770 1473 heathtraffic.com
HCM 6th TWSC Forecast 2023 PM Peak Hour Without Project
1: SW 320th St & Entrance 09/24/2020
09/23/2019 Baseline Synchro 10 Light Report
Page 1
Intersection
Int Delay, s/veh 0.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 13 434 964 1 1 23
Future Vol, veh/h 13 434 964 1 1 23
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 200 - - - 0 -
Veh in Median Storage, # - 0 0 - 1 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 1 11111
Mvmt Flow 15 488 1083 1 1 26
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1084 0 - 0 1358 542
Stage 1 - - - - 1084 -
Stage 2 - - - - 274 -
Critical Hdwy 4.12 - - - 6.82 6.92
Critical Hdwy Stg 1 - - - - 5.82 -
Critical Hdwy Stg 2 - - - - 5.82 -
Follow-up Hdwy 2.21 - - - 3.51 3.31
Pot Cap-1 Maneuver 645 - - - 141 487
Stage 1 - - - - 288 -
Stage 2 - - - - 750 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 645 - - - 138 487
Mov Cap-2 Maneuver - - - - 232 -
Stage 1 - - - - 281 -
Stage 2 - - - - 750 -
Approach EB WB SB
HCM Control Delay, s 0.3 0 13.2
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)645 - - - 466
HCM Lane V/C Ratio 0.023 - - - 0.058
HCM Control Delay (s) 10.7 - - - 13.2
HCM Lane LOS B - - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.2
28
2214 Tacoma Road Puyallup WA 98371 (253) 770 1401 Fax (253) 770 1473 heathtraffic.com
HCM 6th TWSC Forecast 2023 AM Peak Hour With Project
1: SW 320th St & Entrance 10/12/2020
09/23/2019 Baseline Synchro 10 Light Report
Page 1
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 24 738 288 10 20 13
Future Vol, veh/h 24 738 288 10 20 13
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 200 - - - 0 -
Veh in Median Storage, # - 0 0 - 1 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 79 79 79 79 79 79
Heavy Vehicles, % 1 14411
Mvmt Flow 30 934 365 13 25 16
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 378 0 - 0 899 189
Stage 1 - - - - 372 -
Stage 2 - - - - 527 -
Critical Hdwy 4.12 - - - 6.82 6.92
Critical Hdwy Stg 1 - - - - 5.82 -
Critical Hdwy Stg 2 - - - - 5.82 -
Follow-up Hdwy 2.21 - - - 3.51 3.31
Pot Cap-1 Maneuver 1184 - - - 280 824
Stage 1 - - - - 670 -
Stage 2 - - - - 559 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1184 - - - 273 824
Mov Cap-2 Maneuver - - - - 398 -
Stage 1 - - - - 653 -
Stage 2 - - - - 559 -
Approach EB WB SB
HCM Control Delay, s 0.3 0 12.9
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)1184 - - - 500
HCM Lane V/C Ratio 0.026 - - - 0.084
HCM Control Delay (s) 8.1 - - - 12.9
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.3
29
2214 Tacoma Road Puyallup WA 98371 (253) 770 1401 Fax (253) 770 1473 heathtraffic.com
HCM 6th TWSC Forecast 2023 PM Peak Hour With Project
1: SW 320th St & Entrance 10/12/2020
09/23/2019 Baseline Synchro 10 Light Report
Page 1
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 18 430 956 11 7 32
Future Vol, veh/h 18 430 956 11 7 32
Conflicting Peds, #/hr 0 00000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 200 - - - 0 -
Veh in Median Storage, # - 0 0 - 1 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 1 11111
Mvmt Flow 20 483 1074 12 8 36
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 1086 0 - 0 1362 543
Stage 1 - - - - 1080 -
Stage 2 - - - - 282 -
Critical Hdwy 4.12 - - - 6.82 6.92
Critical Hdwy Stg 1 - - - - 5.82 -
Critical Hdwy Stg 2 - - - - 5.82 -
Follow-up Hdwy 2.21 - - - 3.51 3.31
Pot Cap-1 Maneuver 644 - - - 140 487
Stage 1 - - - - 289 -
Stage 2 - - - - 744 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 644 - - - 136 487
Mov Cap-2 Maneuver - - - - 230 -
Stage 1 - - - - 280 -
Stage 2 - - - - 744 -
Approach EB WB SB
HCM Control Delay, s 0.4 0 14.9
HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h)644 - - - 406
HCM Lane V/C Ratio 0.031 - - - 0.108
HCM Control Delay (s) 10.8 - - - 14.9
HCM Lane LOS B - - - B
HCM 95th %tile Q(veh) 0.1 - - - 0.4
30
2214 Tacoma Road Puyallup WA 98371 (253) 770 1401 Fax (253) 770 1473 heathtraffic.com
31
2214 Tacoma Road Puyallup WA 98371 (253) 770 1401 Fax (253) 770 1473 heathtraffic.com