Edmonds Westgate TIA.pdfGTC #15-164
Gibson Traffic Consultants
2802 Wetmore Avenue
Suite 220
Everett, WA 98201
425.339.8266
Edmonds Westgate Development
Traffic Impact Analysis
Prepared For: Studio Meng Strazzara
Jurisdiction: City of Edmonds
October 2016
Edmonds Westgate Property Traffic Impact Analysis
Gibson Traffic Consultants, Inc. October 2016
info@gibsontraffic.com i GTC #15-164
TABLE OF CONTENTS
1. PROJECT DESCRIPTION ..................................................................................................... 1
2. TRIP GENERATION .............................................................................................................. 1
3. TRIP DISTRIBUTION ........................................................................................................... 2
4. SITE ACCESS ROADWAY/DRIVEWAYS AND SAFETY ................................................ 5
4.1 Sight Distance Requirements ........................................................................................... 5
4.2 Channelization Warrants .................................................................................................. 5
4.3 State Intersection Separation ............................................................................................ 5
4.4 Access Level of Service Analysis .................................................................................... 6
4.5 Collision Summary ......................................................................................................... 13
5. TRAFFIC VOLUMES & LEVEL OF SERVICE ................................................................. 14
6. LEVEL OF SERVICE ANALYSIS ...................................................................................... 15
7. MITIGATION RECOMMENDATIONS ............................................................................. 15
8. CONCLUSIONS ................................................................................................................... 16
LIST OF FIGURES
Figure 1: Site Vicinity Map ........................................................................................................... 3
Figure 2: Development Trip Distribution – PM Peak-Hour .......................................................... 4
Figure 3: Existing Turning Movements ......................................................................................... 7
Figure 4: 2018 Baseline Turning Movements ............................................................................... 8
Figure 5: 2018 Future with Development Turning Movements .................................................... 9
Figure 6: 2023 Baseline Turning Movements .............................................................................. 10
Figure 7: 2023 Future with Development Turning Movements ................................................... 11
LIST OF TABLES
Table 1: Trip Generation Summary ................................................................................................ 2
Table 2: Level of Service Criteria for Intersections ..................................................................... 12
Table 3: Collision Data Summary................................................................................................. 13
Table 4: 2018 and 2023 Level of Service Summary – PM Peak-Hour ........................................ 15
Table 5: Traffic Mitigation Fee Calculation ................................................................................. 16
ATTACHMENTS
Count Data ..................................................................................................................................... A
Turning Movement Calculations .................................................................................................... B
Level of Service Calculations ......................................................................................................... C
WSDOT Collision Data ................................................................................................................. D
Edmonds Westgate Property Traffic Impact Analysis
Gibson Traffic Consultants, Inc. October 2016
info@gibsontraffic.com 1 GTC #15-164
1. PROJECT DESCRIPTION
The Edmonds Westgate development is located near the southwest corner of the intersection of
SR-104 and 100th Avenue W in the city of Edmonds. A site vicinity map that shows the study
intersection is included in Figure 1. The development will consist of 80 mid-rise apartment units
and 2,800 Square Feet (SF) of specialty retail. The development is proposed to be constructed in
one phase with build-out scheduled for the year 2018. The development site is currently
undeveloped.
The development is proposing to use four existing street access points, two onto SR-104 and two
onto 100th Avenue W.
2. TRIP GENERATION
The Institute of Transportation Engineers (ITE) Trip Generation, 9th Edition (2012) is the
nationally accepted source for trip generation estimates for specific land uses. The average rates
for Land Use Code (LUC) 223 mid-rise apartment and LUC 826 specialty retail have been used
for the trip generation calculations for the proposed development. Industry standard pass-by
rates have been applied to the trip generation. ITE does not document the pass-by reduction for
the specialty retail land use; however, the industry standard pass-by reduction for this use is
25%. This pass-by reduction has been applied to the daily, AM peak-hour and PM peak-hour
trip generation calculations.
The Edmonds Westgate development, based on 80 mid-rise apartments and 2,800 SF specialty
retail, is anticipated to generate 427 new average daily trips with 37 PM peak-hour trips (21
inbound/16 outbound). The trip generation is summarized in Table 1.
Edmonds Westgate Property Traffic Impact Analysis
Gibson Traffic Consultants, Inc. October 2016
info@gibsontraffic.com 2 GTC #15-164
Table 1: Trip Generation Summary
Lloyd Site Average Daily Trips PM Peak-Hour Trips
Inbound Outbound Total Inbound Outbound Total
LUC 223,
Mid-Rise
Apartments,
80 Units
Generation Rate 4.18 trips per unit 0.39 trips per unit
Splits 50% 50% 100% 58% 42% 100%
Trips 167 167 334 18 13 31
LUC 826,
Specialty
Retail,
2,800 SF
Generation Rate 44.32 trips per KSF 2.71 trips per unit
Splits 50% 50% 100% 44% 56% 100%
Trips 63 61 124 4 4 8
LUC 826,
Specialty
Retail (Pass-
By),
2,800 SF
Generation Rate -25% of trips -25% of trips
Splits 50% 50% 100% 44% 56 100%
Trips -16 -15 -31 -1 -1 -2
TOTAL 214 213 427 21 16 37
The trip generation studies and calculations are included in the attachments.
3. TRIP DISTRIBUTION
The distribution of trips generated by the Edmonds Westgate development are based on previous
trip distributions approved by the City of Edmonds and changed to reflect the current mix of
development uses. The trip distribution for the development anticipates that 40% of the
development’s trips will travel to and from west/north, twenty-five percent on SR-104 and
fifteen percent on 100th Avenue W/ 9th Avenue S. Approximately 15% of the developments
traffic will travel to and from the south along 100th Avenue W. The remaining 45% is anticipated
to travel to and from the east along SR-104. The distribution of daily and PM peak-hour trips
generated by the development are shown in Figure 2.
TRAFFIC IMPACT STUDY
CITY OF EDMONDS
G IBSON T RAFFIC C ONSULTANTS
EDMONDS WESTGATE
DEVELOPMENT
(80 APTS & 2,800 SF RETAIL)
N
8T
H
A
V
E
N
W
3R
D
A
V
E
N
W
F
I
R
D
A
L
E
A
V
E
9T
H
A
V
E
S
220TH ST SW
228TH ST SW
(NW 205TH ST)
244TH ST SW
N 185TH ST
B
E
A
C
H R
D
N 175TH ST
ME
R
I
D
I
A
N
A
V
E
N
AU
R
O
R
A
A
V
E
FR
E
E
M
O
N
T
A
V
E
N
GR
E
E
N
W
O
O
D
A
V
E
N
98
T
H
A
V
E
W
N
W RIC
H
M
O
N
D
RICHMOND
BEACH RD
10
0
T
H
A
V
E
W
L
A
K
E
V
I
E
W
D
R
236TH ST SW
SITE
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T
H
P
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W
232ND ST SW
LEGEND
SITE VICINITY MAP
PROJECT SITE
FIGURE 1
#1
##
STUDY INTERSECTION
#2
#3
TRAFFIC IMPACT STUDY
CITY OF EDMONDS
G IBSON T RAFFIC C ONSULTANTS
EDMONDS WESTGATE
DEVELOPMENT
(80 APTS & 2,800 SF RETAIL)
N
8T
H
A
V
E
N
W
3R
D
A
V
E
N
W
F
I
R
D
A
L
E
A
V
E
9T
H
A
V
E
S
220TH ST SW
228TH ST SW
(NW 205TH ST)
244TH ST SW
N 185TH ST
B
E
A
C
H R
D
N 175TH ST
ME
R
I
D
I
A
N
A
V
E
N
AU
R
O
R
A
A
V
E
FR
E
E
M
O
N
T
A
V
E
N
GR
E
E
N
W
O
O
D
A
V
E
N
98
T
H
A
V
E
W
N
W RIC
H
M
O
N
D
RICHMOND
BEACH RD
10
0
T
H
A
V
E
W
L
A
K
E
V
I
E
W
D
R
236TH ST SW
SITE
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T
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232ND ST SW
LEGEND
25
AWDT
PEAKPM NEW PM PEAK HOUR TRIPS
NEW DAILY TRAFFIC
TRIP DISTRIBUTION %
FIGURE 2
DEVELOPMENT
TRIP DISTRIBUTION
PM PEAK-HOUR
10
1
9
2
45
8
1 21
1
5
40
171
97
2
64
15
3
4107
525
15 64
2
3
Edmonds Westgate Property Traffic Impact Analysis
Gibson Traffic Consultants, Inc. October 2016
info@gibsontraffic.com 5 GTC #15-164
4. SITE ACCESS ROADWAY/DRIVEWAYS AND SAFETY
The development is proposing to utilize four existing access points, two along SR-104 and two
along 100th Avenue W. The frontage of the development currently has curb, gutter, and sidewalk
along SR-104 and 100th Avenue W.
SR-104/Edmonds Way (principal arterial) has a 5-lane section along the development’s frontage,
which provides two lanes in each direction, an acceleration lane for left turns out of the site for
the west access and a left-turn lane for cars at the intersection of SR-14 at 100th Avenue W. Left
turns into the site off of SR-104 are prohibited. The east access on SR-104, is restricted to right-
in, right-out access only due to the proximity to the signalized intersection located at SR-14 and
100th Avenue W. This access would likely to be the lease used access due to the restrictions and
the proximity to the adjacent retail.
100th Avenue W (minor arterial) has a 5-lane section along the development’s frontage, which
provides two lanes in each direction and a center two-way-left-turn lane. On the north access on
100th Avenue W, access is restricted to right-in, right-out access only. At the south access there
is separate left and right turn lanes. Additionally, the center two-way-left-turn-lane will act as an
inbound left-turn lane for the full access and provide storage for a two-stage outbound left-turn.
4.1 Sight Distance Requirements
Since the development will be utilizing existing access locations, no changes to the existing sight
distance would be made.
4.2 Channelization Warrants
Since the development will be utilizing existing access locations and there is already access
restrictions or left-turn channelization and there are two through lanes across the frontage right-
turn channelization isn’t warranted.
4.3 State Intersection Separation
Since the development will be utilizing existing access locations no changes are being proposed
to the existing accesses.
Edmonds Westgate Property Traffic Impact Analysis
Gibson Traffic Consultants, Inc. October 2016
info@gibsontraffic.com 6 GTC #15-164
4.4 Access Level of Service Analysis
Level of service analysis has been performed at one (1) off-site study intersections and two of
the site access intersections to determine if the intersections would operate at acceptable levels
of service. The two accesses along 100th Avenue W have been conservatively combined into one
intersection. The existing turning movements at the study intersections are shown in Figure 3.
The analysis has been performed for the year 2018, which is the year the development is
anticipated to be completed. Additionally, in accordance with City of Edmonds requirements,
five (5) years from the horizon year, 2023 was also analyzed. An annually compounding growth
rate of 1%, based on growth data contained in WSDOT’s 2015 Annual Traffic Report along SR-
104, was applied to the existing volumes to determine the 2018 and 2023 baseline volumes. The
2018 and 2023 baseline volumes represent the future volumes before the development is
constructed. The 2018 and 2023 baseline turning movements at the study intersections are
shown in Figure 4 and Figure 6 respectively.
The 2018 and 2023 future with development volumes were calculated by adding the
development trips and pass-by trips, to the 2018 and 2023 baseline volumes. The 2018 and 2023
future with development turning movements at the study intersections are shown in Figure 5 and
Figure 7 respectively.
TRAFFIC IMPACT STUDY
CITY OF EDMONDS
G IBSON T RAFFIC C ONSULTANTS
EDMONDS WESTGATE
DEVELOPMENT
(80 APTS & 2,800 SF RETAIL)
N
8T
H
A
V
E
N
W
3R
D
A
V
E
N
W
F
I
R
D
A
L
E
A
V
E
9T
H
A
V
E
S
220TH ST SW
228TH ST SW
(NW 205TH ST)
244TH ST SW
N 185TH ST
B
E
A
C
H R
D
N 175TH ST
ME
R
I
D
I
A
N
A
V
E
N
AU
R
O
R
A
A
V
E
FR
E
E
M
O
N
T
A
V
E
N
GR
E
E
N
W
O
O
D
A
V
E
N
98
T
H
A
V
E
W
N
W RIC
H
M
O
N
D
RICHMOND
BEACH RD
10
0
T
H
A
V
E
W
L
A
K
E
V
I
E
W
D
R
236TH ST SW
SITE
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232ND ST SW
FIGURE 3
EXISTING
TURNING MOVEMENTS
305 PM PEAK HOUR
TURNING MOVEMENT VOLUMES
LEGEND
834 38 16 39 920 1 1 1 1
20
5
36
3
53
210
655
160
15
6
51
0
25
2
73
513
212
667
5
49
12
0
2
10
83
929
43
0
54
TRAFFIC IMPACT STUDY
CITY OF EDMONDS
G IBSON T RAFFIC C ONSULTANTS
EDMONDS WESTGATE
DEVELOPMENT
(80 APTS & 2,800 SF RETAIL)
N
8T
H
A
V
E
N
W
3R
D
A
V
E
N
W
F
I
R
D
A
L
E
A
V
E
9T
H
A
V
E
S
220TH ST SW
228TH ST SW
(NW 205TH ST)
244TH ST SW
N 185TH ST
B
E
A
C
H R
D
N 175TH ST
ME
R
I
D
I
A
N
A
V
E
N
AU
R
O
R
A
A
V
E
FR
E
E
M
O
N
T
A
V
E
N
GR
E
E
N
W
O
O
D
A
V
E
N
98
T
H
A
V
E
W
N
W RIC
H
M
O
N
D
RICHMOND
BEACH RD
10
0
T
H
A
V
E
W
L
A
K
E
V
I
E
W
D
R
236TH ST SW
SITE
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232ND ST SW
FIGURE 4
2018 BASELINE
TURNING MOVEMENTS
345 PM PEAK HOUR
TURNING MOVEMENT VOLUMES
LEGEND
859 39 16 40 948 1 1 1 1
21
1
37
4
55
216
675
165
16
1
52
5
26
0
75
529
218
669
5
50
12
0
2
10
86
430
44
0
56
TRAFFIC IMPACT STUDY
CITY OF EDMONDS
G IBSON T RAFFIC C ONSULTANTS
EDMONDS WESTGATE
DEVELOPMENT
(80 APTS & 2,800 SF RETAIL)
N
8T
H
A
V
E
N
W
3R
D
A
V
E
N
W
F
I
R
D
A
L
E
A
V
E
9T
H
A
V
E
S
220TH ST SW
228TH ST SW
(NW 205TH ST)
244TH ST SW
N 185TH ST
B
E
A
C
H R
D
N 175TH ST
ME
R
I
D
I
A
N
A
V
E
N
AU
R
O
R
A
A
V
E
FR
E
E
M
O
N
T
A
V
E
N
GR
E
E
N
W
O
O
D
A
V
E
N
98
T
H
A
V
E
W
N
W RIC
H
M
O
N
D
RICHMOND
BEACH RD
10
0
T
H
A
V
E
W
L
A
K
E
V
I
E
W
D
R
236TH ST SW
SITE
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232ND ST SW
2018 FUTURE WITH
DEVELOPMENT
TURNING MOVEMENTS
FIGURE 5
367 PM PEAK HOUR
TURNING MOVEMENT VOLUMES
LEGEND
858 45 16 40 948 15 19
21
1
37
7
55
216
675
174
16
1
52
7
26
0
75
536
218
669
5
62
12
0
2
10
86
434
46
0
59
TRAFFIC IMPACT STUDY
CITY OF EDMONDS
G IBSON T RAFFIC C ONSULTANTS
EDMONDS WESTGATE
DEVELOPMENT
(80 APTS & 2,800 SF RETAIL)
N
8T
H
A
V
E
N
W
3R
D
A
V
E
N
W
F
I
R
D
A
L
E
A
V
E
9T
H
A
V
E
S
220TH ST SW
228TH ST SW
(NW 205TH ST)
244TH ST SW
N 185TH ST
B
E
A
C
H R
D
N 175TH ST
ME
R
I
D
I
A
N
A
V
E
N
AU
R
O
R
A
A
V
E
FR
E
E
M
O
N
T
A
V
E
N
GR
E
E
N
W
O
O
D
A
V
E
N
98
T
H
A
V
E
W
N
W RIC
H
M
O
N
D
RICHMOND
BEACH RD
10
0
T
H
A
V
E
W
L
A
K
E
V
I
E
W
D
R
236TH ST SW
SITE
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FIGURE 6
2023 BASELINE
TURNING MOVEMENTS
345 PM PEAK HOUR
TURNING MOVEMENT VOLUMES
LEGEND
903 41 17 42 996 12 12
22
2
39
3
57
227
709
173
16
9
55
2
27
3
79
556
230
673
1
53
13
0
2
11
90
931
47
0
58
TRAFFIC IMPACT STUDY
CITY OF EDMONDS
G IBSON T RAFFIC C ONSULTANTS
EDMONDS WESTGATE
DEVELOPMENT
(80 APTS & 2,800 SF RETAIL)
N
8T
H
A
V
E
N
W
3R
D
A
V
E
N
W
F
I
R
D
A
L
E
A
V
E
9T
H
A
V
E
S
220TH ST SW
228TH ST SW
(NW 205TH ST)
244TH ST SW
N 185TH ST
B
E
A
C
H R
D
N 175TH ST
ME
R
I
D
I
A
N
A
V
E
N
AU
R
O
R
A
A
V
E
FR
E
E
M
O
N
T
A
V
E
N
GR
E
E
N
W
O
O
D
A
V
E
N
98
T
H
A
V
E
W
N
W RIC
H
M
O
N
D
RICHMOND
BEACH RD
10
0
T
H
A
V
E
W
L
A
K
E
V
I
E
W
D
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236TH ST SW
SITE
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2023 FUTURE WITH
DEVELOPMENT
TURNING MOVEMENTS
FIGURE 7
367 PM PEAK HOUR
TURNING MOVEMENT VOLUMES
LEGEND
902 47 17 42 996 16 20
22
2
39
6
57
227
709
182
16
9
55
4
27
3
79
563
230
673
1
65
13
0
2
11
90
935
49
0
61
Edmonds Westgate Property Traffic Impact Analysis
Gibson Traffic Consultants, Inc. October 2016
info@gibsontraffic.com 12 GTC #15-164
The analysis of the study intersections and site access has been performed using the Synchro 9.1,
Build 907 software. Traffic congestion is generally measured in terms of level of service (LOS).
In accordance with the 2010 Highway Capacity Manual (HCM), road facilities and intersections
are rated between LOS A and LOS F, with LOS A being free flow and LOS F being forced flow
or over-capacity conditions. The level of service at signalized and all-way stop-controlled
intersections is measured in terms of average delay per vehicle in seconds. The level of service
for two-way stop-controlled intersections is determined by the worst case of all the calculated
lane groups at the intersection. A summary of the level of service criteria has been included in
Table 2.
Table 2: Level of Service Criteria for Intersections
Level of 1
Service
Expected
Delay
Intersection Control Delay
(Seconds per Vehicle)
Unsignalized
Intersections
Signalized
Intersections
A Little/No Delay <10 <10
B Short Delays >10 and <15 >10 and <20
C Average Delays >15 and <25 >20 and <35
D Long Delays >25 and <35 >35 and <55
E Very Long Delays >35 and <50 >55 and <80
F Extreme Delays2 >50 >80
1 Source: Highway Capacity Manual 2010.
LOS A: Free-flow traffic conditions, with minimal delay to stopped vehicles (no vehicle is delayed longer
than one cycle at signalized intersection).
LOS B: Generally stable traffic flow conditions.
LOS C: Occasional back-ups may develop, but delay to vehicles is short term and still tolerable.
LOS D: During short periods of the peak hour, delays to approaching vehicles may be substantial but are
tolerable during times of less demand (i.e. vehicles delayed one cycle or less at signal).
LOS E: Intersections operate at or near capacity, with long queues developing on all approaches and long
delays.
LOS F: Jammed conditions on all approaches with excessively long delays and vehicles unable to move at
times.
2 When demand volume exceeds the capacity of the lane, extreme delays will be encountered with queuing which
may cause severe congestion affecting other traffic movements in the intersection.
Edmonds Westgate Property Traffic Impact Analysis
Gibson Traffic Consultants, Inc. October 2016
info@gibsontraffic.com 13 GTC #15-164
Per the November 2015 Transportation Plan; the acceptable level of service for City of Edmonds
intersections is LOS D. Highways of Statewide Significance, SR-104, are not subject to local
concurrency standards; however, WSDOT has established a standard of LOS D for these
facilities. The City of Edmonds monitors these roadways and coordinates with WSDOT to
address any deficiencies.
The level of service analysis shows that all of the development’s accesses will operate at LOS C
or better in the 2018 and 2023 Future with development conditions.
4.5 Collision Summary
The latest 5-year collision history from January 1, 2011 through the available 2016 data was
obtained from WSDOT. The collision data was collected between MP 26.38 and 26.44 on SR-
104 and between 227th Place SW and 232nd Street SW along 100th Avenue W, which
encompasses the entire site frontage. There was a total of 73 collisions in the 6-year reporting
period within the study area. Twelve (12) of the collisions occurred along 100th Avenue W
between the south driveway and SR-104 with the primary collision type being at an angle with
seven (7) collisions. One (1) collision, an at angle collision, occurred along SR-104 between the
northwestern most driveway and 100th Avenue W. The remaining sixty (60) collisions occurred
at the intersection of 100th Avenue W and SR-104 with the top three collision types being rear-
end collisions with twenty-five (25), at angle collisions at thirteen (13) and sideswipe collisions
with nine (9) collisions. The collision data is summarized in Table 3. The collision data is
included in the attachments.
Table 3: Collision Data Summary
Intersection
Collision Type
Rear-
end
Entering
at Angle
Opp.
Dir. Sideswipe Same
Dir.
Ped./Cyclist
Involved
Fixed
Object Other Total
SR-104
between
northwestern
dwy and
100th Ave W
0 1 0 0 0 0 0 0 1
100th Ave W
between
southernmost
dwy and
SR-104
0 7 3 0 1 1 0 0 12
100th Ave W
at SR-104 25 13 2 9 3 5 3 0 60
Edmonds Westgate Property Traffic Impact Analysis
Gibson Traffic Consultants, Inc. October 2016
info@gibsontraffic.com 14 GTC #15-164
According to the counts, there are 3,362 PM peak-hour trips through the intersection of 100th
Avenue W and SR-104, using 73 as the total collisions and using a k-factor of 10, there are
approximately 1.19 collisions per million entering vehicle. The WSDOT 2011 Washington State
Collision Data Summary, the most recent one available from WSDOT, shows that the collision
rate for an Urban Principal Arterial, which are roadways similar to SR-104, is 2.27 collisions per
million vehicle miles of travel. The collision rate along the development’s frontage and at the
intersection of 100th Avenue W and SR-104 should therefore be considered acceptable since the
collision rate is below the state average.
5. TRAFFIC VOLUMES & LEVEL OF SERVICE
Existing PM peak-hour counts were collected at the four (4) off-site study intersections:
1. West driveway at SR-104 – Stop Controlled Intersection
2. 100th Avenue W at SR-104 – Signalized Intersection
3. 100th Avenue W at north driveway – Stop-Controlled Intersection
4. 100th Avenue W at south driveway – Stop-Controlled Intersection
These counts were performed by the independent count firm, Traffic Data Gathering (TDG) on
September 21, 2016. The existing turning movements are shown in Figure 3. The 2018 and
2023 baseline traffic volumes were determined using a 1% annually compounding growth rate to
account for other developments in the site vicinity, this is based on comparison of counts at the
intersection of 100th Avenue W at SR-104 from 2008 to 2016. The 2018 baseline and 2023
baseline turning movements are shown in Figure 4 and Figure 6 respectively. The 2018 future
with development traffic volumes were calculated by adding the development’s trips to the 2018
baseline traffic volumes. The 2023 future with development traffic volumes were calculated by
adding the development’s trips to the 2023 baseline traffic volumes. The 2018 future with
development and 2023 future with development turning movements are shown in Figure 5 and
Figure 7 respectively. The traffic volume calculations are included in the attachments.
Edmonds Westgate Property Traffic Impact Analysis
Gibson Traffic Consultants, Inc. October 2016
info@gibsontraffic.com 15 GTC #15-164
6. LEVEL OF SERVICE ANALYSIS
The future with development level of service analysis has been performed for the additional 37
new PM peak-hour trips that would impact the study intersections. The development’s trips
were added to the baseline turning movements to determine the future with development turning
movements. Counts were collected by the independent count firm TDG at the three driveways
and the intersection of 100th Avenue W and SR-104. The counts at the two driveways along 100th
Avenue W were conservatively combined for analysis and using the Peak-Hour Factor (PHF)
and heavy vehicle percentage from the south driveway. The combined driveways will continue
to operate at a LOS C in the 2018 and 2023 future with development conditions with 19.2
seconds and 20.8 seconds respectively. The intersection of 100th Avenue W and SR-104 will
remain at LOS D but the delay will increase to 51.5 seconds with the development with two
years of growth and 55.0 seconds with the development in seven years. The western most
driveway will continue to operate at a LOS C in the 2018 and 2023 future with development
conditions with 20.0 seconds and 21.4 seconds of delay respectively. The 2018 & 2023 future
level of service has been shown in Table 4. All of the study intersections will remain at
acceptable LOS per city standards with the development and background traffic forecasts for the
2023 concurrency forecast year.
Table 4: 2018 and 2023 Level of Service Summary – PM Peak-Hour
Intersections
Existing
Conditions
2018 Future Conditions 2023 Future Conditions
without
Development
With
Development
without
Development
with
Development
LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay
1. West driveway at
SR-104 C 19.1 sec C 19.7 sec C 20.0 sec C 21.0 sec C 21.4 sec
2. 100th Avenue W at
SR-104 D 49.3 sec D 50.8 sec D 51.5 sec D 54.5 sec D 55.0 sec
3. 100th Avenue W at
Combined driveway C 18.2 sec C 18.7 sec C 19.2 sec C 20.2 sec C 20.8 sec
7. MITIGATION RECOMMENDATIONS
The applicable traffic mitigation fees are from Table 4 Impact Fee Rates of the City of Edmonds
Traffic Impact Analysis Guidelines.
A total traffic mitigation fee of $64,728.80 is required for the Edmonds Westgate development.
The traffic mitigation fee calculation for the Edmonds Westgate development is summarized in
Table 5.
Edmonds Westgate Property Traffic Impact Analysis
Gibson Traffic Consultants, Inc. October 2016
info@gibsontraffic.com 16 GTC #15-164
Table 5: Traffic Mitigation Fee Calculation
8. CONCLUSIONS
The Edmonds Westgate is proposed to consist of 80 apartment units and 2,800 Square Feet (SF)
of specialty retail. The development is anticipated to generate 427 new average daily trips with
37 PM peak-hour trips (21 inbound/16 outbound). The development will have two accesses to
SR-104 and two accesses onto 100th Avenue W, all of which are currently existing. They will
continue to have adequate sight distance and operate at acceptable levels of service. The
development will have a traffic mitigation fees of $64,728.80; based on the City of Edmonds
traffic mitigation fee. The development will not have a significant impact on the surrounding
intersections.
Land Use Number
of Units Impact Fee per Unit Total
Apartments 80 Units $776.56 per unit $62,124.80
Specialty
Retail 2,800 SF $0.93 per square foot $2,604.00
Total --- --- $64,728.80
A
Count Data
HV
NB 9.1%
1,869 WB 1.4%
1,869 EB 2.2%
INTRS.1.8%
PHF = Peak Hour Factor
HV = Heavy Vehicle
COUNTED BY:DATE OF COUNT:
REDUCED BY:TIME OF COUNT:
REDUCTION DATE:WEATHER:
4:00 PM - 6:00 PM PEAK HOUR:4:30 PM
IN
PEAK HOUR VOLUME
11
38
0
16 0
Pe
d
s
=
0
872
0
834
5:30 PM
Wed. 9/21/16
Peds = 7
PHF
0.57
0.91
0
0
TO
845
959
39
0.6922
39
0
Sunny
Edmonds, WA
QFC/Bartell Drugs Driveways @ Edmonds Way
0.83OUT
0.86Peds = 6
Tue. 9/27/16
CN
VT
4:00 PM - 6:00 PM
TURNING MOVEMENTS DIAGRAM
Edmonds Way
947
INTERSECTION SB
QF
C
D
r
i
v
e
w
a
y
38
11
16
Edmonds Way
Pe
d
s
=
0
0
0
920
0
Ba
r
t
e
l
l
D
r
u
g
s
D
r
i
v
e
w
a
y
0.0%
0
1
0
0
Bi
c
y
c
l
e
s
Bi
c
y
c
l
e
s
Bicycles
U -Tu
r
n
U-Turn
Bicycles
U -Tu
r
n
U-Turn
A - 1
LOCATION:QFC/Bartell Drugs Driveways @ Edmonds Way DATE OF COUNT:COUNTED BY:VT
Edmonds, WA TIME OF COUNT:WEATHER:Sunny
TIME
INTERVAL INTERVAL
ENDING TOTALS
AT Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right
02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 6 12 0 0 0 0 0 2 0 0 6 0 0 246 8 0 0 4 0 0 184 10 456
04:30 PM 0 0 0 0 0 0 7 3 0 0 0 1 0 6 0 0 2 0 0 238 5 0 0 7 0 0 180 11 448
04:45 PM 3 0 0 0 0 0 1 1 0 2 0 3 0 3 0 0 2 0 0 211 4 0 0 4 0 0 205 9 436
05:00 PM 1 0 0 0 0 0 3 3 0 0 0 1 0 2 0 0 3 0 0 237 13 0 0 3 0 0 150 5 411
05:15 PM 1 0 0 0 0 0 7 2 0 0 0 6 0 2 0 0 5 0 0 250 13 0 0 5 0 0 254 9 541
05:30 PM 2 0 0 0 0 0 5 0 0 0 0 1 0 4 0 1 3 0 0 222 9 0 0 7 0 0 225 15 481
05:45 PM 0 0 0 0 0 0 10 0 0 1 0 4 0 3 0 0 7 0 0 212 18 0 0 1 0 0 166 6 419
06:00 PM 0 0 0 0 0 0 10 0 0 0 0 1 0 3 0 1 2 0 0 216 12 0 0 1 0 0 114 7 363
7 0 0 0 0 0 16 6 0 2 0 11 0 11 0 1 13 0 0 920 39 0 0 19 0 0 834 38 INTERSECTION
ALL MOVEMENTS 1869
% HV 0.0%9.1%1.4%2.2%1.8%
HV = Heavy Vehicle
PHF = Peak Hour Factor TO
REDUCED BY:CN DATE OF REDUCTION:9/27/2016
INTERVAL
TOTALS
TIME INTERVAL Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right
2:00 PM - 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:15 PM - 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:30 PM - 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:45 PM - 3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:00 PM - 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM - 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM - 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM - 5:00 PM 4 0 0 0 0 0 17 19 0 2 0 5 0 13 0 0 13 0 0 932 30 0 0 18 0 0 719 35 1751
4:15 PM - 5:15 PM 5 0 0 0 0 0 18 9 0 2 0 11 0 13 0 0 12 0 0 936 35 0 0 19 0 0 789 34 1836
4:30 PM - 5:30 PM 7 0 0 0 0 0 16 6 0 2 0 11 0 11 0 1 13 0 0 920 39 0 0 19 0 0 834 38 1869
4:45 PM - 5:45 PM 4 0 0 0 0 0 25 5 0 1 0 12 0 11 0 1 18 0 0 921 53 0 0 16 0 0 795 35 1852
5:00 PM - 6:00 PM 3 0 0 0 0 0 32 2 0 1 0 12 0 12 0 2 17 0 0 900 52 0 0 14 0 0 759 37 1804
872
INTERSECTION TURNING MOVEMENTS REDUCTION SHEET
Edmonds WayEdmonds Way
FROM NORTH ON FROM SOUTH ON FROM EAST ON FROM WEST ON
Wed. 9/21/16
4:00 PM - 6:00 PM
PEAK HOUR
FACTOR
PEAK HOUR TOTALS
QFC Driveway Bartell Drugs Driveway
0.86
16 22 959
0.57 0.69 0.91 0.83
4:00 PM - 6:00 PM PEAK HOUR:4:30 PM 5:30 PM
QFC Driveway Bartell Drugs Driveway Edmonds Way Edmonds Way
ROLLING HOUR COUNT
FROM NORTH ON FROM SOUTH ON FROM EAST ON FROM WEST ON
A
-
2
HV
NB 1.6%
3,362 WB 1.3%
3,362 EB 1.8%
INTRS.1.5%
PHF = Peak Hour Factor
HV = Heavy Vehicle
COUNTED BY:DATE OF COUNT:
REDUCED BY:TIME OF COUNT:
REDUCTION DATE:WEATHER:
4:00 PM - 6:00 PM PEAK HOUR:4:45 PM
IN
PEAK HOUR VOLUME
156
735
0
53 363
Pe
d
s
=
2
1
798
73
513
5:45 PM
Wed. 9/21/16
Peds = 5
PHF
0.90
0.95
0
0
TO
874
1,025
210
0.85918
793
510
Sunny
Edmonds, WA
100th Avenue W @ Edmonds Way
0.81OUT
0.89Peds = 0
Mon. 9/26/16
CN
CN
4:00 PM - 6:00 PM
TURNING MOVEMENTS DIAGRAM
Edmonds Way
960
INTERSECTION SB
10
0
t
h
A
v
e
n
u
e
W
212
252
621
Edmonds Way
Pe
d
s
=
2
205
160
655
0
10
0
t
h
A
v
e
n
u
e
W
1.3%
3
0
1
0
Bi
c
y
c
l
e
s
Bi
c
y
c
l
e
s
Bicycles
U -Tu
r
n
U-Turn
Bicycles
U -Tu
r
n
U-Turn
A - 3
LOCATION:100th Avenue W @ Edmonds Way DATE OF COUNT:COUNTED BY:CN
Edmonds, WA TIME OF COUNT:WEATHER:Sunny
TIME
INTERVAL INTERVAL
ENDING TOTALS
AT Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right
02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 3 0 48 85 10 0 0 3 0 63 145 33 0 0 10 0 23 123 15 3 0 8 0 15 128 30 718
04:45 PM 2 0 3 0 42 75 5 2 0 3 0 59 113 26 3 0 8 0 33 161 29 3 0 9 0 18 114 47 722
05:00 PM 5 0 1 0 48 66 17 0 0 3 0 54 87 29 1 0 3 0 39 180 51 8 0 3 0 16 96 43 726
05:15 PM 0 1 3 0 50 104 10 0 0 5 0 60 115 46 0 0 0 0 39 179 40 4 0 3 0 19 168 56 886
05:30 PM 0 2 4 0 53 105 14 0 1 5 0 71 155 44 1 0 3 0 44 153 58 1 0 7 0 17 169 61 944
05:45 PM 0 0 0 0 54 88 12 0 0 2 0 67 153 37 0 0 7 0 38 143 61 8 0 1 0 21 80 52 806
06:00 PM 2 3 3 0 57 86 11 0 2 1 0 58 140 36 1 0 1 0 27 126 46 2 0 0 0 15 64 30 696
5 3 8 0 205 363 53 0 1 15 0 252 510 156 2 0 13 0 160 655 210 21 0 14 0 73 513 212 INTERSECTION
ALL MOVEMENTS 3362
% HV 1.3%1.6%1.3%1.8%1.5%
HV = Heavy Vehicle
PHF = Peak Hour Factor TO
REDUCED BY:CN DATE OF REDUCTION:9/26/2016
INTERVAL
TOTALS
TIME INTERVAL Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right
2:00 PM - 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:15 PM - 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:30 PM - 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:45 PM - 3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:00 PM - 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM - 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM - 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM - 5:15 PM 7 1 10 0 188 330 42 2 0 14 0 236 460 134 4 0 21 0 134 643 135 18 0 23 0 68 506 176 3052
4:30 PM - 5:30 PM 7 3 11 0 193 350 46 2 1 16 0 244 470 145 5 0 14 0 155 673 178 16 0 22 0 70 547 207 3278
4:45 PM - 5:45 PM 5 3 8 0 205 363 53 0 1 15 0 252 510 156 2 0 13 0 160 655 210 21 0 14 0 73 513 212 3362
5:00 PM - 6:00 PM 2 6 10 0 214 383 47 0 3 13 0 256 563 163 2 0 11 0 148 601 205 15 0 11 0 72 481 199 3332
798
INTERSECTION TURNING MOVEMENTS REDUCTION SHEET
Edmonds WayEdmonds Way
FROM NORTH ON FROM SOUTH ON FROM EAST ON FROM WEST ON
Wed. 9/21/16
4:00 PM - 6:00 PM
PEAK HOUR
FACTOR
PEAK HOUR TOTALS
100th Avenue W 100th Avenue W
0.89
621 918 1025
0.90 0.85 0.95 0.81
4:00 PM - 6:00 PM PEAK HOUR:4:45 PM 5:45 PM
100th Avenue W 100th Avenue W Edmonds Way Edmonds Way
ROLLING HOUR COUNT
FROM NORTH ON FROM SOUTH ON FROM EAST ON FROM WEST ON
A
-
4
TO
HV PHF
SB 0.0%0.72
NB #N/A #N/A
EB 0.0%0.67
INTRS.0.0%0.70
HV = Heavy Vehicles
PHF = Peak Hour Factor
COUNTED BY:DATE OF COUNT:
REDUCED BY:TIME OF COUNT:4:00 PM - 6:00 PM
REDUCTION DATE:WEATHER:Sunny
TURNING MOVEMENTS DIAGRAM
4:00 PM - 6:00 PM PEAK HOUR:4:30 PM 5:30 PM
10
0
t
h
A
v
e
n
u
e
W
Peds = 0
49 3
NW Driveway to Shopping Center
49 0
3
0
PEAK HOUR VOLUME
IN 81
49
Pe
d
s
=
1
1
3
32
29
0
0
1
CN
Tue. 9/27/16
0
0
OUT 81 Peds = 0
NW Driveway to Shopping Center @ 100th Avenue W
Edmonds, WA
VT Wed. 9/21/16
10
0
t
h
A
v
e
n
u
e
W
0 0
INTERSECTION
29
U-Turn
U-Turn
U-Turn
Bicycles
Bicycles
Bicycles
A - 5
LOCATION:NW Driveway to Shopping Center @ 100th Avenue W DATE OF COUNT:COUNTED BY:VT
Edmonds, WA TIME OF COUNT:WEATHER:Sunny
TIME
INTERVAL INTERVAL
ENDING TOTALS
AT Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right
02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 5
04:45 PM 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12 29
05:00 PM 0 0 0 0 0 0 17 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 1 0 8 26
05:15 PM 0 1 0 0 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 1 0 4 12
05:30 PM 0 2 0 0 0 0 8 0 1 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 1 0 5 14
05:45 PM 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 5 16
06:00 PM 0 0 0 0 0 0 11 0 2 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 8 19
0 3 0 0 0 0 49 0 1 0 0 0 0 0 0 0 0 0 0 0 0 11 0 0 0 3 0 29 INTERSECTION
ALL MOVEMENTS 81
% HV 0.0%#N/A #N/A 0.0%0.0%
HV = Heavy Vehicle
PHF = Peak Hour Factor TO
REDUCED BY:CN DATE OF REDUCTION:9/27/2016
INTERVAL
TOTALS
TIME INTERVAL Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right
2:00 PM - 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:15 PM - 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:30 PM - 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:45 PM - 3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:00 PM - 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM - 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM - 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM - 5:15 PM 0 1 0 0 0 0 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 7 0 0 0 3 0 25 72
4:30 PM - 5:30 PM 0 3 0 0 0 0 49 0 1 0 0 0 0 0 0 0 0 0 0 0 0 11 0 0 0 3 0 29 81
4:45 PM - 5:45 PM 0 3 0 0 0 0 43 0 1 0 0 0 0 0 0 0 0 0 0 0 0 16 0 0 0 3 0 22 68
5:00 PM - 6:00 PM 0 3 0 0 0 0 37 0 3 0 0 0 0 0 0 0 0 0 0 0 0 14 0 0 0 2 0 22 61
32
INTERSECTION TURNING MOVEMENTS REDUCTION SHEET
NW Driveway to Shopping Center
FROM NORTH ON FROM SOUTH ON FROM EAST ON FROM WEST ON
Wed. 9/21/16
4:00 PM - 6:00 PM
PEAK HOUR
FACTOR
PEAK HOUR TOTALS
100th Avenue W 100th Avenue W
0.70
49 0 0
0.72 #N/A #N/A 0.67
4:00 PM - 6:00 PM PEAK HOUR:4:30 PM 5:30 PM
100th Avenue W 100th Avenue W NW Driveway to Shopping Center
ROLLING HOUR COUNT
FROM NORTH ON FROM SOUTH ON FROM EAST ON FROM WEST ON
A
-
6
HV
NB 1.3%
1,639 WB 0.0%
1,639 EB 1.5%
INTRS.1.6%
PHF = Peak Hour Factor
HV = Heavy Vehicle
COUNTED BY:DATE OF COUNT:
REDUCED BY:TIME OF COUNT:
REDUCTION DATE:WEATHER:
4:00 PM - 6:00 PM PEAK HOUR:5:00 PM
IN
PEAK HOUR VOLUME
10
702
0
0 675
Pe
d
s
=
1
4
66
40
1
6:00 PM
Wed. 9/21/16
Peds = 2
PHF
0.92
0.58
0
0
TO
17
14
12
0.94878
891
839
Sunny
Edmonds, WA
SW Driveway to Shopping Center @ 100th Avenue W
0.79OUT
0.94Peds = 0
Tue. 9/27/16
CN
VT
4:00 PM - 6:00 PM
TURNING MOVEMENTS DIAGRAM
SW Driveway to
Shopping Center
29
INTERSECTION SB
10
0
t
h
A
v
e
n
u
e
W
25
29
681
Driveway
Pe
d
s
=
5
6
2
0
0
10
0
t
h
A
v
e
n
u
e
W
2.2%
3
0
3
0
Bi
c
y
c
l
e
s
Bi
c
y
c
l
e
s
Bicycles
U -Tu
r
n
U-Turn
Bicycles
U -Tu
r
n
U-Turn
A - 7
LOCATION:SW Driveway to Shopping Center @ 100th Avenue W DATE OF COUNT:COUNTED BY:VT
Edmonds, WA TIME OF COUNT:WEATHER:Sunny
TIME
INTERVAL INTERVAL
ENDING TOTALS
AT Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right
02:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
02:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
03:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
04:30 PM 0 0 3 1 0 138 0 0 0 3 0 3 225 1 0 0 0 0 1 0 5 0 0 0 0 11 0 5 390
04:45 PM 0 0 0 1 3 154 0 0 0 4 0 9 165 0 1 0 0 0 0 0 6 0 0 0 0 9 0 10 357
05:00 PM 0 0 2 1 1 151 0 0 0 2 0 6 174 1 1 0 0 0 1 0 2 1 0 0 0 11 0 7 355
05:15 PM 1 1 2 0 2 183 0 0 0 3 0 11 189 1 3 0 0 0 0 0 3 3 0 0 0 13 0 2 404
05:30 PM 1 2 8 0 2 183 0 0 1 4 0 9 216 5 1 0 0 0 0 0 2 1 0 1 0 14 0 7 438
05:45 PM 0 0 3 0 1 170 0 0 0 2 0 7 224 2 0 0 0 0 1 0 5 7 0 0 0 4 1 11 426
06:00 PM 0 0 2 0 1 139 0 0 2 2 0 2 210 2 1 0 0 0 1 0 2 3 0 0 0 9 0 5 371
2 3 15 0 6 675 0 0 3 11 0 29 839 10 5 0 0 0 2 0 12 14 0 1 0 40 1 25 INTERSECTION
ALL MOVEMENTS 1639
% HV 2.2%1.3%0.0%1.5%1.6%
HV = Heavy Vehicle
PHF = Peak Hour Factor TO
REDUCED BY:CN DATE OF REDUCTION:9/27/2016
INTERVAL
TOTALS
TIME INTERVAL Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right Peds Bicycle HV U-Turn Left Thru Right
2:00 PM - 3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:15 PM - 3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:30 PM - 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
2:45 PM - 3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:00 PM - 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM - 4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM - 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM - 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM - 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM - 5:15 PM 1 1 7 3 6 626 0 0 0 12 0 29 753 3 5 0 0 0 2 0 16 4 0 0 0 44 0 24 1506
4:30 PM - 5:30 PM 2 3 12 2 8 671 0 0 1 13 0 35 744 7 6 0 0 0 1 0 13 5 0 1 0 47 0 26 1554
4:45 PM - 5:45 PM 2 3 15 1 6 687 0 0 1 11 0 33 803 9 5 0 0 0 2 0 12 12 0 1 0 42 1 27 1623
5:00 PM - 6:00 PM 2 3 15 0 6 675 0 0 3 11 0 29 839 10 5 0 0 0 2 0 12 14 0 1 0 40 1 25 1639
66
INTERSECTION TURNING MOVEMENTS REDUCTION SHEET
SW Driveway to Shopping CenterDriveway
FROM NORTH ON FROM SOUTH ON FROM EAST ON FROM WEST ON
Wed. 9/21/16
4:00 PM - 6:00 PM
PEAK HOUR
FACTOR
PEAK HOUR TOTALS
100th Avenue W 100th Avenue W
0.94
681 878 14
0.92 0.94 0.58 0.79
4:00 PM - 6:00 PM PEAK HOUR:5:00 PM 6:00 PM
100th Avenue W 100th Avenue W Driveway SW Driveway to Shopping Center
ROLLING HOUR COUNT
FROM NORTH ON FROM SOUTH ON FROM EAST ON FROM WEST ON
A
-
8
B
Turning Movement Calculations
1 North Access @ SR-104 Page 1 of 3
Synchro ID: 1
Existing 16 55 39
Average Weekday 16 0 0 0039
PM Peak Hour
16 QFC Driveway 39
Year: 6/6/15 947 920 920 959
11 0
Data Source:TDG 1,819 SR-104 1,869 SR-104 1,804 North
0 0
Combined S Dwy Volumes 872 834 834 845
38 North Access 11
38 0 0 11 0 11
38 60 22
Future without Project 16 56 40
Average Weekday 16 0 0 0040
PM Peak Hour
16 QFC Driveway 40
Year:2018 975 948 948 988
Growth Rate =1.0%11 0
Years of Growth = 3 1,873 SR-104 1,924 SR-104 1,858 North
Total Growth = 1.0303 0 0
898 859 859 870
39 North Access 11
39 0 0 11 0 11
39 61 22
Total Project Trips 000
Average Weekday 000 000
PM Peak Hour
0 QFC Driveway 0
4 0 0 0
4 0
9 SR-104 16 SR-104 7 North
0 0
5 0 0 7
5 North Access 7
500 407
51611
Future with Project 16 56 40
Average Weekday 16 0 0 0040
PM Peak Hour
16 QFC Driveway 40
979 948 948 988
15 0
1,882 SR-104 1,941 SR-104 1,865 North
0 0
903 858 858 877
45 North Access 19
45 0 0 15 0 19
45 79 34
Pass-By Project Trips 000
Average Weekday 000 000
PM Peak Hour
0 QFC Driveway 0
0 0 0 0
0 0
0 SR-104 1 SR-104 0 North
0 0
0 -1 -1 0
1 North Access 1
100 001
121
B - 1
2 100th Ave @ SR-104 Page 2 of 3
Synchro ID: 2
Existing 621 1,414 793
Average Weekday 53 363 205 73 510 210
PM Peak Hour
53 100th Avenue W 210
Year: 6/6/15 960 655 655 1,025
252 160
Data Source:TDG 1,758 SR-104 3,362 SR-104 1,899 North
73 205
Combined S Dwy Volumes 798 513 513 874
212 100th Avenue W 156
212 363 160 252 510 156
735 1,653 918
Future without Project 640 1,456 816
Average Weekday 55 374 211 75 525 216
PM Peak Hour
55 100th Avenue W 216
Year:2018 990 675 675 1,056
Growth Rate =1.0%260 165
Years of Growth = 3 1,812 SR-104 3,464 SR-104 1,957 North
Total Growth = 1.0303 75 211
822 529 529 901
218 100th Avenue W 161
218 374 165 260 525 161
757 1,703 946
Total Project Trips 352
Average Weekday 030 020
PM Peak Hour
0 100th Avenue W 0
0 0 0 9
0 9
7 SR-104 21 SR-104 16 North
0 0
7 7 7 7
0 100th Avenue W 0
039 020
12 14 2
Future with Project 643 1,461 818
Average Weekday 55 377 211 75 527 216
PM Peak Hour
55 100th Avenue W 216
990 675 675 1,065
260 174
1,819 SR-104 3,485 SR-104 1,973 North
75 211
829 536 536 908
218 100th Avenue W 161
218 377 174 260 527 161
769 1,717 948
Pass-By Project Trips 000
Average Weekday 000 000
PM Peak Hour
0 100th Avenue W 0
0 0 0 0
0 0
0 SR-104 0 SR-104 0 North
0 0
0 0 0 0
0 100th Avenue W 0
000 000
000
B - 2
3 100th Ave @ South Access Page 3 of 3
Synchro ID: 3
Existing 730 1,624 894
Average Weekday 49 675 6 43 839 12
PM Peak Hour
49 100th Avenue W 12
Year: 6/6/15 78 0 0 14
29 2
Data Source:TDG 175 Site Access 1,719 Commercial Driveway 30
North
43 6
Combined S Dwy Volumes 97 0 0 16
54 100th Avenue W 10
54 675 2 29 839 10
731 1,609 878
Future without Project 751 1,671 920
Average Weekday 50 695 6 44 864 12
PM Peak Hour
50 100th Avenue W 12
Year:2018 80 0 014
Growth Rate =1.0%30 2
Years of Growth = 3 180 Site Access 1,769 Commercial Driveway 30
North
Total Growth = 1.0303 44 6
100 0 0 16
56 100th Avenue W 10
56 695 2 30 864 10
753 1,657 904
Total Project Trips 12 14 2
Average Weekday 12 0 0 200
PM Peak Hour
12 100th Avenue W 0
16 0 0 0
4 0
21 Site Access 21 Commercial Driveway 0
North
2 0
5 0 0 0
3 100th Avenue W 0
300 400
374
Future with Project 763 1,685 922
Average Weekday 62 695 6 46 864 12
PM Peak Hour
62 100th Avenue W 12
96 0 014
34 2
201 Site Access 1,790 Commercial Driveway 30
North
46 6
105 0 0 16
59 100th Avenue W 10
59 695 2 34 864 10
756 1,664 908
Pass-By Project Trips 000
Average Weekday 000 000
PM Peak Hour
0 100th Avenue W 0
0 0 0 0
0 0
0 Site Access 0 Commercial Driveway 0
North
0 0
0 0 0 0
0 100th Avenue W 0
000 000
000
B - 3
1 North Access @ SR-104 Page 1 of 3
Synchro ID: 1
Existing 16 55 39
Average Weekday 16 0 0 0039
PM Peak Hour
16 QFC Driveway 39
Year: 6/6/15 947 920 920 959
11 0
Data Source:TDG 1,819 SR-104 1,869 SR-104 1,804 North
0 0
Combined S Dwy Volumes 872 834 834 845
38 North Access 11
38 0 0 11 0 11
38 60 22
Future without Project 17 59 42
Average Weekday 17 0 0 0042
PM Peak Hour
17 QFC Driveway 42
Year:2023 1,025 996 996 1,038
Growth Rate =1.0%12 0
Years of Growth = 8 1,969 SR-104 2,023 SR-104 1,953 North
Total Growth = 1.0829 0 0
944 903 903 915
41 North Access 12
41 0 0 12 0 12
41 65 24
Total Project Trips 000
Average Weekday 000 000
PM Peak Hour
0 QFC Driveway 0
4 0 0 0
4 0
9 SR-104 16 SR-104 7 North
0 0
5 0 0 7
5 North Access 7
500 407
51611
Future with Project 17 59 42
Average Weekday 17 0 0 0042
PM Peak Hour
17 QFC Driveway 42
1,029 996 996 1,038
16 0
1,978 SR-104 2,040 SR-104 1,960 North
0 0
949 902 902 922
47 North Access 20
47 0 0 16 0 20
47 83 36
Pass-By Project Trips 000
Average Weekday 000 000
PM Peak Hour
0 QFC Driveway 0
0 0 0 0
0 0
0 SR-104 1 SR-104 0 North
0 0
0 -1 -1 0
1 North Access 1
100 001
121
B - 4
2 100th Ave @ SR-104 Page 2 of 3
Synchro ID: 2
Existing 621 1,414 793
Average Weekday 53 363 205 73 510 210
PM Peak Hour
53 100th Avenue W 210
Year: 6/6/15 960 655 655 1,025
252 160
Data Source:TDG 1,758 SR-104 3,362 SR-104 1,899 North
73 205
Combined S Dwy Volumes 798 513 513 874
212 100th Avenue W 156
212 363 160 252 510 156
735 1,653 918
Future without Project 672 1,530 858
Average Weekday 57 393 222 79 552 227
PM Peak Hour
57 100th Avenue W 227
Year:2023 1,039 709 709 1,109
Growth Rate =1.0%273 173
Years of Growth = 8 1,904 SR-104 3,640 SR-104 2,056 North
Total Growth = 1.0829 79 222
865 556 556 947
230 100th Avenue W 169
230 393 173 273 552 169
796 1,790 994
Total Project Trips 352
Average Weekday 030 020
PM Peak Hour
0 100th Avenue W 0
0 0 0 9
0 9
7 SR-104 21 SR-104 16 North
0 0
7 7 7 7
0 100th Avenue W 0
039 020
12 14 2
Future with Project 675 1,535 860
Average Weekday 57 396 222 79 554 227
PM Peak Hour
57 100th Avenue W 227
1,039 709 709 1,118
273 182
1,911 SR-104 3,661 SR-104 2,072 North
79 222
872 563 563 954
230 100th Avenue W 169
230 396 182 273 554 169
808 1,804 996
Pass-By Project Trips 000
Average Weekday 000 000
PM Peak Hour
0 100th Avenue W 0
0 0 0 0
0 0
0 SR-104 0 SR-104 0 North
0 0
0 0 0 0
0 100th Avenue W 0
000 000
000
B - 5
3 100th Ave @ South Access Page 3 of 3
Synchro ID: 3
Existing 730 1,624 894
Average Weekday 49 675 6 43 839 12
PM Peak Hour
49 100th Avenue W 12
Year: 6/6/15 78 0 0 14
29 2
Data Source:TDG 175 Site Access 1,719 Commercial Driveway 30
North
43 6
Combined S Dwy Volumes 97 0 0 16
54 100th Avenue W 10
54 675 2 29 839 10
731 1,609 878
Future without Project 790 1,759 969
Average Weekday 53 731 6 47 909 13
PM Peak Hour
53 100th Avenue W 13
Year:2023 84 0 015
Growth Rate =1.0%31 2
Years of Growth = 8 189 Site Access 1,861 Commercial Driveway 32
North
Total Growth = 1.0829 47 6
105 0 0 17
58 100th Avenue W 11
58 731 2 31 909 11
791 1,742 951
Total Project Trips 12 14 2
Average Weekday 12 0 0 200
PM Peak Hour
12 100th Avenue W 0
16 0 0 0
4 0
21 Site Access 21 Commercial Driveway 0
North
2 0
5 0 0 0
3 100th Avenue W 0
300 400
374
Future with Project 802 1,773 971
Average Weekday 65 731 6 49 909 13
PM Peak Hour
65 100th Avenue W 13
100 0 015
35 2
210 Site Access 1,882 Commercial Driveway 32
North
49 6
110 0 0 17
61 100th Avenue W 11
61 731 2 35 909 11
794 1,749 955
Pass-By Project Trips 000
Average Weekday 000 000
PM Peak Hour
0 100th Avenue W 0
0 0 0 0
0 0
0 Site Access 0 Commercial Driveway 0
North
0 0
0 0 0 0
0 100th Avenue W 0
000 000
000
B - 6
C
Level of Service Calculations
H:\2015\15-164\Synchro\2016 Existing Conditions.syn
1: North Driveway/QFC Driveway & SR-104 Edmonds Westgate (15-164)
Gibson Traffic Consultants, Inc. [SPF]Existing Conditions
PM Peak-Hour
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 834 38 0 920 39 11 0 11 0 0 16
Future Vol, veh/h 0 834 38 0 920 39 11 0 11 0 0 16
Conflicting Peds, #/hr 7 0 6 6 0 7 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - 0
Veh in Median Storage, # - 0 - - 0 - - 2 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 83 83 83 91 91 91 69 69 69 57 57 57
Heavy Vehicles, % 2 2 2 1 1 1 9 9 9 0 0 0
Mvmt Flow 0 1005 46 0 1011 43 16 0 16 0 0 28
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 - - 0 1539 2095 531 - - 534
Stage 1 - - -- - - 1034 1034 -- - -
Stage 2 - - -- - - 505 1061 -- - -
Critical Hdwy - - -- - - 7.68 6.68 7.08 - - 6.9
Critical Hdwy Stg 1 - - -- - - 6.68 5.68 -- - -
Critical Hdwy Stg 2 - - -- - - 6.68 5.68 -- - -
Follow-up Hdwy - - -- - - 3.59 4.09 3.39 - - 3.3
Pot Cap-1 Maneuver 0 - - 0 - - 74 47 475 0 0 496
Stage 1 0 - - 0 - - 236 293 - 0 0 -
Stage 2 0 - - 0 - - 500 284 - 0 0 -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver - - -- - - 69 46 472 - - 493
Mov Cap-2 Maneuver - - -- - - 207 196 -- - -
Stage 1 - - -- - - 236 291 -- - -
Stage 2 - - -- - - 472 282 -- - -
Approach EB WB NB SB
HCM Control Delay, s 0 0 19.1 12.7
HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBRSBLn1
Capacity (veh/h)288 ----493
HCM Lane V/C Ratio 0.111 ----0.057
HCM Control Delay (s) 19.1 ----12.7
HCM Lane LOS C ----B
HCM 95th %tile Q(veh) 0.4 ----0.2
C - 1
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H:\2015\15-164\Synchro\2016 Existing Conditions.syn
3: 100th Avenue W & South Access/Commercial Driveway Edmonds Westgate (15-164)
Gibson Traffic Consultants, Inc. [SPF]Existing Conditions
PM Peak-Hour
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 43 0 54 2 0 12 29 839 10 6 675 49
Future Vol, veh/h 43 0 54 2 0 12 29 839 10 6 675 49
Conflicting Peds, #/hr 2 0 0 0 0 2 14 0 5 5 0 14
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - - 25 - - 25 - -
Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 79 79 79 58 58 58 94 94 94 92 92 92
Heavy Vehicles, % 2 2 2 0 0 0 1 1 1 2 2 2
Mvmt Flow 54 0 68 3 0 21 31 893 11 7 734 53
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1297 1757 407 1345 1779 459 801 0 0 908 0 0
Stage 1 787 787 - 965 965 - - - - - - -
Stage 2 510 970 - 380 814 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.5 6.5 6.9 4.12 - - 4.14 - -
Critical Hdwy Stg 1 6.54 5.54 - 6.5 5.5 - - - - - - -
Critical Hdwy Stg 2 6.54 5.54 - 6.5 5.5 - - - - - - -
Follow-up Hdwy 3.52 4.02 3.32 3.5 4 3.3 2.21 - - 2.22 - -
Pot Cap-1 Maneuver 119 84 593 112 83 554 825 - - 745 - -
Stage 1 351 401 - 278 336 - - - - - - -
Stage 2 514 330 - 619 394 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 109 79 585 95 78 550 825 - - 744 - -
Mov Cap-2 Maneuver 225 193 - 95 78 - - - - - - -
Stage 1 333 392 - 266 322 - - - - - - -
Stage 2 475 316 - 542 385 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 18.2 16.9 0.3 0.1
HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h)825 - - 225 585 327 744 - -
HCM Lane V/C Ratio 0.037 - - 0.242 0.117 0.074 0.009 - -
HCM Control Delay (s) 9.5 - - 26 12 16.9 9.9 - -
HCM Lane LOS A - - D B C A - -
HCM 95th %tile Q(veh) 0.1 - - 0.9 0.4 0.2 0 - -
C - 3
H:\2015\15-164\Synchro\2018 Baseline Conditions.syn
1: North Driveway/QFC Driveway & SR-104 Edmonds Westgate (15-164)
Gibson Traffic Consultants, Inc. [SPF]2018 Future with Development Conditions
PM Peak-Hour
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 859 39 0 948 40 11 0 11 0 0 16
Future Vol, veh/h 0 859 39 0 948 40 11 0 11 0 0 16
Conflicting Peds, #/hr 7 0 6 6 0 7 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - 0
Veh in Median Storage, # - 0 - - 0 - - 2 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 83 83 83 91 91 91 69 69 69 57 57 57
Heavy Vehicles, % 2 2 2 1 1 1 9 9 9 0 0 0
Mvmt Flow 0 1035 47 0 1042 44 16 0 16 0 0 28
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 - - 0 1585 2157 547 - - 550
Stage 1 - - -- - - 1064 1064 -- - -
Stage 2 - - -- - - 521 1093 -- - -
Critical Hdwy - - -- - - 7.68 6.68 7.08 - - 6.9
Critical Hdwy Stg 1 - - -- - - 6.68 5.68 -- - -
Critical Hdwy Stg 2 - - -- - - 6.68 5.68 -- - -
Follow-up Hdwy - - -- - - 3.59 4.09 3.39 - - 3.3
Pot Cap-1 Maneuver 0 - - 0 - - 68 43 463 0 0 484
Stage 1 0 - - 0 - - 226 283 - 0 0 -
Stage 2 0 - - 0 - - 489 274 - 0 0 -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver - - -- - - 64 42 460 - - 481
Mov Cap-2 Maneuver - - -- - - 198 188 -- - -
Stage 1 - - -- - - 226 281 -- - -
Stage 2 - - -- - - 460 272 -- - -
Approach EB WB NB SB
HCM Control Delay, s 0 0 19.7 12.9
HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBRSBLn1
Capacity (veh/h)277 ----481
HCM Lane V/C Ratio 0.115 ----0.058
HCM Control Delay (s) 19.7 ----12.9
HCM Lane LOS C ----B
HCM 95th %tile Q(veh) 0.4 ----0.2
C - 4
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C - 5
H:\2015\15-164\Synchro\2018 Baseline Conditions.syn
3: 100th Avenue W & South Access/Commercial Driveway Edmonds Westgate (15-164)
Gibson Traffic Consultants, Inc. [SPF]2018 Future with Development Conditions
PM Peak-Hour
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 44 0 56 2 0 12 30 864 10 6 695 50
Future Vol, veh/h 44 0 56 2 0 12 30 864 10 6 695 50
Conflicting Peds, #/hr 2 0 0 0 0 2 14 0 5 5 0 14
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - - 25 - - 25 - -
Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 79 79 79 58 58 58 94 94 94 92 92 92
Heavy Vehicles, % 2 2 2 0 0 0 1 1 1 2 2 2
Mvmt Flow 56 0 71 3 0 21 32 919 11 7 755 54
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1335 1809 419 1384 1830 472 824 0 0 935 0 0
Stage 1 810 810 - 993 993 - - - - - - -
Stage 2 525 999 - 391 837 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.5 6.5 6.9 4.12 - - 4.14 - -
Critical Hdwy Stg 1 6.54 5.54 - 6.5 5.5 - - - - - - -
Critical Hdwy Stg 2 6.54 5.54 - 6.5 5.5 - - - - - - -
Follow-up Hdwy 3.52 4.02 3.32 3.5 4 3.3 2.21 - - 2.22 - -
Pot Cap-1 Maneuver 112 78 583 105 77 544 808 - - 728 - -
Stage 1 340 391 - 267 326 - - - - - - -
Stage 2 504 319 - 610 385 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 102 73 575 88 72 540 808 - - 727 - -
Mov Cap-2 Maneuver 217 185 - 88 72 - - - - - - -
Stage 1 322 382 - 255 312 - - - - - - -
Stage 2 465 305 - 530 376 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 18.7 17.5 0.3 0.1
HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h)808 - - 217 575 311 727 - -
HCM Lane V/C Ratio 0.039 - - 0.257 0.123 0.078 0.009 - -
HCM Control Delay (s) 9.6 - - 27.2 12.1 17.5 10 - -
HCM Lane LOS A - - D B C A - -
HCM 95th %tile Q(veh) 0.1 - - 1 0.4 0.3 0 - -
C - 6
H:\2015\15-164\Synchro\2018 Future with Development Conditions.syn
1: North Driveway/QFC Driveway & SR-104 Edmonds Westgate (15-164)
Gibson Traffic Consultants, Inc. [SPF]2018 Future with Development Conditions
PM Peak-Hour
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 858 45 0 948 40 15 0 19 0 0 16
Future Vol, veh/h 0 858 45 0 948 40 15 0 19 0 0 16
Conflicting Peds, #/hr 7 0 6 6 0 7 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - 0
Veh in Median Storage, # - 0 - - 0 - - 2 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 83 83 83 91 91 91 69 69 69 57 57 57
Heavy Vehicles, % 2 2 2 1 1 1 9 9 9 0 0 0
Mvmt Flow 0 1034 54 0 1042 44 22 0 28 0 0 28
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 - - 0 1588 2160 550 - - 550
Stage 1 - - -- - - 1067 1067 -- - -
Stage 2 - - -- - - 521 1093 -- - -
Critical Hdwy - - -- - - 7.68 6.68 7.08 - - 6.9
Critical Hdwy Stg 1 - - -- - - 6.68 5.68 -- - -
Critical Hdwy Stg 2 - - -- - - 6.68 5.68 -- - -
Follow-up Hdwy - - -- - - 3.59 4.09 3.39 - - 3.3
Pot Cap-1 Maneuver 0 - - 0 - - 68 43 461 0 0 484
Stage 1 0 - - 0 - - 225 282 - 0 0 -
Stage 2 0 - - 0 - - 489 274 - 0 0 -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver - - -- - - 64 42 458 - - 481
Mov Cap-2 Maneuver - - -- - - 197 188 -- - -
Stage 1 - - -- - - 225 280 -- - -
Stage 2 - - -- - - 460 272 -- - -
Approach EB WB NB SB
HCM Control Delay, s 0 0 20 12.9
HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBRSBLn1
Capacity (veh/h)289 ----481
HCM Lane V/C Ratio 0.171 ----0.058
HCM Control Delay (s) 20 ----12.9
HCM Lane LOS C ----B
HCM 95th %tile Q(veh) 0.6 ----0.2
C - 7
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H:\2015\15-164\Synchro\2018 Future with Development Conditions.syn
3: 100th Avenue W & South Access/Commercial Driveway Edmonds Westgate (15-164)
Gibson Traffic Consultants, Inc. [SPF]2018 Future with Development Conditions
PM Peak-Hour
Intersection
Int Delay, s/veh 1.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 46 0 59 2 0 12 34 864 10 6 695 62
Future Vol, veh/h 46 0 59 2 0 12 34 864 10 6 695 62
Conflicting Peds, #/hr 2 0 0 0 0 2 14 0 5 5 0 14
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - - 25 - - 25 - -
Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 79 79 79 58 58 58 94 94 94 92 92 92
Heavy Vehicles, % 2 2 2 0 0 0 1 1 1 2 2 2
Mvmt Flow 58 0 75 3 0 21 36 919 11 7 755 67
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1350 1823 425 1393 1852 472 837 0 0 935 0 0
Stage 1 816 816 - 1002 1002 - - - - - - -
Stage 2 534 1007 - 391 850 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.5 6.5 6.9 4.12 - - 4.14 - -
Critical Hdwy Stg 1 6.54 5.54 - 6.5 5.5 - - - - - - -
Critical Hdwy Stg 2 6.54 5.54 - 6.5 5.5 - - - - - - -
Follow-up Hdwy 3.52 4.02 3.32 3.5 4 3.3 2.21 - - 2.22 - -
Pot Cap-1 Maneuver 109 76 578 103 75 544 799 - - 728 - -
Stage 1 337 389 - 264 323 - - - - - - -
Stage 2 498 317 - 610 380 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 99 71 570 85 70 540 799 - - 727 - -
Mov Cap-2 Maneuver 213 183 - 85 70 - - - - - - -
Stage 1 318 380 - 251 307 - - - - - - -
Stage 2 456 301 - 525 371 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 19.2 17.8 0.4 0.1
HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h)799 - - 213 570 306 727 - -
HCM Lane V/C Ratio 0.045 - - 0.273 0.131 0.079 0.009 - -
HCM Control Delay (s) 9.7 - - 28.1 12.3 17.8 10 - -
HCM Lane LOS A - - D B C A - -
HCM 95th %tile Q(veh) 0.1 - - 1.1 0.4 0.3 0 - -
C - 9
H:\2015\15-164\Synchro\2023 Baseline Conditions.syn
1: North Driveway/QFC Driveway & SR-104 Edmonds Westgate (15-164)
Gibson Traffic Consultants, Inc. [SPF]2023 Baseline Conditions
PM Peak-Hour
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 903 41 0 996 42 12 0 12 0 0 17
Future Vol, veh/h 0 903 41 0 996 42 12 0 12 0 0 17
Conflicting Peds, #/hr 7 0 6 6 0 7 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - 0
Veh in Median Storage, # - 0 - - 0 - - 2 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 83 83 83 91 91 91 69 69 69 57 57 57
Heavy Vehicles, % 2 2 2 1 1 1 9 9 9 0 0 0
Mvmt Flow 0 1088 49 0 1095 46 17 0 17 0 0 30
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 - - 0 1666 2267 575 - - 577
Stage 1 - - -- - - 1119 1119 -- - -
Stage 2 - - -- - - 547 1148 -- - -
Critical Hdwy - - -- - - 7.68 6.68 7.08 - - 6.9
Critical Hdwy Stg 1 - - -- - - 6.68 5.68 -- - -
Critical Hdwy Stg 2 - - -- - - 6.68 5.68 -- - -
Follow-up Hdwy - - -- - - 3.59 4.09 3.39 - - 3.3
Pot Cap-1 Maneuver 0 - - 0 - - 59 37 444 0 0 465
Stage 1 0 - - 0 - - 209 266 - 0 0 -
Stage 2 0 - - 0 - - 472 258 - 0 0 -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver - - -- - - 55 37 441 - - 462
Mov Cap-2 Maneuver - - -- - - 183 176 -- - -
Stage 1 - - -- - - 209 264 -- - -
Stage 2 - - -- - - 442 256 -- - -
Approach EB WB NB SB
HCM Control Delay, s 0 0 21 13.3
HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBRSBLn1
Capacity (veh/h)259 ----462
HCM Lane V/C Ratio 0.134 ----0.065
HCM Control Delay (s) 21 ----13.3
HCM Lane LOS C ----B
HCM 95th %tile Q(veh) 0.5 ----0.2
C - 10
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C - 11
H:\2015\15-164\Synchro\2023 Baseline Conditions.syn
3: 100th Avenue W & South Access/Commercial Driveway Edmonds Westgate (15-164)
Gibson Traffic Consultants, Inc. [SPF]2023 Baseline Conditions
PM Peak-Hour
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 47 0 58 2 0 13 31 909 11 6 731 53
Future Vol, veh/h 47 0 58 2 0 13 31 909 11 6 731 53
Conflicting Peds, #/hr 2 0 0 0 0 2 14 0 5 5 0 14
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - - 25 - - 25 - -
Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 79 79 79 58 58 58 94 94 94 92 92 92
Heavy Vehicles, % 2 2 2 0 0 0 1 1 1 2 2 2
Mvmt Flow 59 0 73 3 0 22 33 967 12 7 795 58
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1401 1900 440 1454 1923 496 866 0 0 984 0 0
Stage 1 850 850 - 1044 1044 - - - - - - -
Stage 2 551 1050 - 410 879 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.5 6.5 6.9 4.12 - - 4.14 - -
Critical Hdwy Stg 1 6.54 5.54 - 6.5 5.5 - - - - - - -
Critical Hdwy Stg 2 6.54 5.54 - 6.5 5.5 - - - - - - -
Follow-up Hdwy 3.52 4.02 3.32 3.5 4 3.3 2.21 - - 2.22 - -
Pot Cap-1 Maneuver 100 68 565 93 68 525 780 - - 698 - -
Stage 1 322 375 - 249 309 - - - - - - -
Stage 2 486 302 - 595 368 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 91 63 557 77 63 522 780 - - 697 - -
Mov Cap-2 Maneuver 204 173 - 77 63 - - - - - - -
Stage 1 304 366 - 237 295 - - - - - - -
Stage 2 445 288 - 511 359 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 20.2 18.4 0.3 0.1
HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h)780 - - 204 557 295 697 - -
HCM Lane V/C Ratio 0.042 - - 0.292 0.132 0.088 0.009 - -
HCM Control Delay (s) 9.8 - - 29.8 12.4 18.4 10.2 - -
HCM Lane LOS A - - D B C B - -
HCM 95th %tile Q(veh) 0.1 - - 1.2 0.5 0.3 0 - -
C - 12
H:\2015\15-164\Synchro\2023 Future with Development Conditions.syn
1: North Driveway/QFC Driveway & SR-104 Edmonds Westgate (15-164)
Gibson Traffic Consultants, Inc. [SPF]2023 Future with Development Conditions
PM Peak-Hour
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 0 902 47 0 996 42 16 0 20 0 0 17
Future Vol, veh/h 0 902 47 0 996 42 16 0 20 0 0 17
Conflicting Peds, #/hr 7 0 6 6 0 7 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop
RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - 0
Veh in Median Storage, # - 0 - - 0 - - 2 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 83 83 83 91 91 91 69 69 69 57 57 57
Heavy Vehicles, % 2 2 2 1 1 1 9 9 9 0 0 0
Mvmt Flow 0 1087 57 0 1095 46 23 0 29 0 0 30
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 0 - - 0 1668 2269 578 - - 577
Stage 1 - - -- - - 1121 1121 -- - -
Stage 2 - - -- - - 547 1148 -- - -
Critical Hdwy - - -- - - 7.68 6.68 7.08 - - 6.9
Critical Hdwy Stg 1 - - -- - - 6.68 5.68 -- - -
Critical Hdwy Stg 2 - - -- - - 6.68 5.68 -- - -
Follow-up Hdwy - - -- - - 3.59 4.09 3.39 - - 3.3
Pot Cap-1 Maneuver 0 - - 0 - - 59 36 442 0 0 465
Stage 1 0 - - 0 - - 208 265 - 0 0 -
Stage 2 0 - - 0 - - 472 258 - 0 0 -
Platoon blocked, %- -- -
Mov Cap-1 Maneuver - - -- - - 55 36 439 - - 462
Mov Cap-2 Maneuver - - -- - - 183 176 -- - -
Stage 1 - - -- - - 208 263 -- - -
Stage 2 - - -- - - 442 256 -- - -
Approach EB WB NB SB
HCM Control Delay, s 0 0 21.4 13.3
HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBT EBR WBT WBRSBLn1
Capacity (veh/h)271 ----462
HCM Lane V/C Ratio 0.193 ----0.065
HCM Control Delay (s) 21.4 ----13.3
HCM Lane LOS C ----B
HCM 95th %tile Q(veh) 0.7 ----0.2
C - 13
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C - 14
H:\2015\15-164\Synchro\2023 Future with Development Conditions.syn
3: 100th Avenue W & South Access/Commercial Driveway Edmonds Westgate (15-164)
Gibson Traffic Consultants, Inc. [SPF]2023 Future with Development Conditions
PM Peak-Hour
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Vol, veh/h 49 0 61 2 0 13 35 909 11 6 731 65
Future Vol, veh/h 49 0 61 2 0 13 35 909 11 6 731 65
Conflicting Peds, #/hr 2 0 0 0 0 2 14 0 5 5 0 14
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free
RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - - 25 - - 25 - -
Veh in Median Storage, # - 1 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 79 79 79 58 58 58 94 94 94 92 92 92
Heavy Vehicles, % 2 2 2 0 0 0 1 1 1 2 2 2
Mvmt Flow 62 0 77 3 0 22 37 967 12 7 795 71
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1417 1915 447 1462 1944 496 879 0 0 984 0 0
Stage 1 857 857 - 1052 1052 - - - - - - -
Stage 2 560 1058 - 410 892 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.5 6.5 6.9 4.12 - - 4.14 - -
Critical Hdwy Stg 1 6.54 5.54 - 6.5 5.5 - - - - - - -
Critical Hdwy Stg 2 6.54 5.54 - 6.5 5.5 - - - - - - -
Follow-up Hdwy 3.52 4.02 3.32 3.5 4 3.3 2.21 - - 2.22 - -
Pot Cap-1 Maneuver 97 67 559 92 66 525 771 - - 698 - -
Stage 1 318 372 - 246 306 - - - - - - -
Stage 2 480 300 - 595 363 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 87 62 552 75 61 522 771 - - 697 - -
Mov Cap-2 Maneuver 199 171 - 75 61 - - - - - - -
Stage 1 299 363 - 233 290 - - - - - - -
Stage 2 437 284 - 507 355 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 20.8 18.6 0.4 0.1
HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBREBLn1EBLn2WBLn1 SBL SBT SBR
Capacity (veh/h)771 - - 199 552 291 697 - -
HCM Lane V/C Ratio 0.048 - - 0.312 0.14 0.089 0.009 - -
HCM Control Delay (s) 9.9 - - 31.1 12.6 18.6 10.2 - -
HCM Lane LOS A - - D B C B - -
HCM 95th %tile Q(veh) 0.2 - - 1.3 0.5 0.3 0 - -
C - 15
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D - 4